L-14-401, First Energy Nuclear Operating Company (FENOC) Expedited Seismic Evaluation Process (ESEP) Reports Response to NRC Request for Information Pursuant to 10 CFR50.54(f) Regarding Recommendation.1 of the Near-Term Task Force (NTTF) Review of In
| ML14353A059 | |
| Person / Time | |
|---|---|
| Site: | Beaver Valley, Davis Besse, Perry |
| Issue date: | 12/19/2014 |
| From: | Sena P FirstEnergy Nuclear Operating Co |
| To: | Document Control Desk, Division of Operating Reactor Licensing |
| References | |
| L-14-401 | |
| Download: ML14353A059 (145) | |
Text
{{#Wiki_filter:FENOC 76 SouthMain Street FirstEnergyNuclear Operating Company Akron, Ohio 44308 Peter P. Serlialll Presidentand ChiefOperatingOfficer December 19,2014 L-14-401 10cFR50.54(0 ATTN: Document ControlDesk U.S.NuclearRegulatory Commission 11555Rockvilfe Pike Rockville,MD 20852 t
SUBJECT:
BeaverValleyPowerStation,UnitNos.1 and2 DocketNo.50-334,LicenseNo. DPR-66 DocketNo.50-412,LicenseNo. NPF-73 Davis-Besse NuclearPowerStation DocketNo.50-346,LicenseNo. NPF-3 PerryNuclearPowerPlant DocketNo.50-440,LicenseNo. NPF-58 FirstEnersy NuclearOperatinq Companv(FENOC)Expedited SeismicEvaluation Process (ESEP) Reports,Responseto NRCRequestfor Information Pursuantto 10 CFR50.54(flReoardinq Recommendation 2.1of the Near-Term TaskForce(NTTF) Reviewof Insiqhtsfromthe FukushimaDaijchiAccident On March12,2A12,the NuclearRegulatory Commission (NRC)issuedReference 1 to all power reactorlicenseesand holdersof construction permitsin activeor deferred status. Enclosure1 of Reference1 requestedeachaddresseeto reevaluate the site seismichazardusingupdatedseismicinformation and present-day guidance regulatory and methodologies and,if necess?ry,to performa riskevaluation. In Reference 2, the NuclearEnergyInstitute(NEl)requested NRCagreement to a path forwardto completethe seismicreevaluations. This path forward,an augmented approachto responding to Reference 1, includeduseof a deterministicESEPas presentedin the ElectricPowerResearchInstitute(EPRI)draftreport,Seismic EvaluationGuidance:AugmentedApproachfor fhe Resolutionof FukushimaNear-Termlask ForceRecommendation 2.1: Seismic.NEIalsoproposedthatthe ESEP reportsfor Centraland EasternU.S.plantswouldbe submitted to the NRCby December31,2014. In Reference 3, the NRCagreedwiththe pathforwardandthe augmented approachpresentedin the EPRIreport,whichwas subsequently issuedas EPRIReport300200A704 (Reference 4).
BeaverValleyPowerStation,UnitNos.1 and2 Davis-Besse NuclearPowerStation PerryNuclearPowerPlant L-14401 Page2 FENOCusedthe guidancein Reference 4 to developthe ESEPreportsfor Beaver ValleyPowerStation(BVPS)UnitNo. 1, BVPSUnitNo.2, Davis-Besse NuclearPower Station(DBNPS),and PerryNuclearPowerPlant(PNPP).Thisguidanceallowsthe useof groundmotionresponsespectra(GMRS)as the reviewlevelgroundmotion (RLGM)seismicdemandin lieuof usingscaledsafeshutdownearthquake (SSE) responsespectrumto demonstrate thatthe resultinghighconfidence of low probability of failure(HCLPF)valuesfor the expedited seismicequipment list(ESEL)components are acceptable.The rationale thathasbeenusedby FENOCfor the selectionof the RLGMfor the ESEPsis illustrated in redon the attachedflowchart(Figure1-2from Reference 4). TheenclosedESEPreportsfor BVPSUnitNo.1, BVPSUnitNo.2, DBNPS,andPNPP (Enclosures A, B, C, and D, respectively)providethe information describedin Reference4 in accordance withthe scheduleidentifiedin Reference2. Thereare no new regulatorycommitments containedin this letter. lf thereare any questionsor if additionalinformation is required,pleasecontactMr.ThomasA. Lentz, Manager - FleetLicensing, at 330-315-6810. I declareunderpenaltyof perjurythatthe foregoingis trueand correct.Executedon December /q ,2014. Respectfullv, kP 17 > PeterP. Senalll Attachment FlowChartlllustrating FENOCRationale
Enclosures:
A Expedited SeismicEvaluation Process(ESEP)ReportBeaverValleyPower Station Unit1 B Expedited SeismicEvaluation Process(ESEP)ReportBeaverValleyPower Station Unit2 C Expedited SeismicEvaluation Process(ESEP)ReportDavis-Besse NuclearPower Station D Expedited SeismicEvaluation Process(ESEP)ReportPerryNuclearPowerPlant
BeaverValleyPowerStation,UnitNos.1 and2 Davis-Besse NuclearPowerStation PerryNuclearPowerPlant L-14-401 Page3
References:
- 1. NRC Letter,Reguestfor lnformationPursuantto Title10 of the Codeof Federal Regulations50.54(0RegardingRecommendations 2.1, 2.3, and 9.3, of the Near-Term lask force Reviewof lnsightsfrom the FukushimaDai-ichiAccidenf,dated March12,2012,Agencywide Documents Accessand Management System (ADAMS)AccessionNo.ML12053A340 2 . NEf Letter,ProposedPath Forwardfor NTTFRecommendatian 2.1: Seismic Reevaluations,datedApril9, 2013,ADAMSAccession No.ML13101A379 3 . NRC Letter,ElectricPowerResearchlnstituteFinalDraft ReportXWXIQ{
'seismicEvaluationGuidance:AugmentedApproachfor fhe Resolutionof FukushimaNear-Termlask ForceRecommendation 2.1: Seismrb,"as an Acceptable Alternativeto the March12, 2012,lnformationReguestfor Setsmic Reevaluations, datedMay7,2013,ADAMSAccessionNo. ML13106A331 4 . EPRfReport3002000704, SeismicEvaluationGuidance:AugmentedApproach for the Resolutionof FukushimaNear-Termlask ForceRecommendation 2.1:
Seismic,datedApril2013,ADAMSAccessionNo.ML131078387 cc: Director,Officeof NuclearReactorRegulation (NRR) NRCRegionI Administrator NRCRegionlll Administrator NRCResidentInspector (BVPS) NRCResidentInspector (DBNPS) NRCResidentInspector (PNPP) NRRProjectManager(BVPS) NRRProjectManager(DBNPS) NRRProjectManager(PNPP) DirectorBRP/DEP(withoutEnclosures) Site BRP/DEPRepresentative (withoutEnclosures) UtilityRadiologicalSafetyBoard(withoutEnclosures)
Attachment L-14-401 FlowChartlllustrating FENOCRationale Page1 of 1 Recelve updated site Speclflc Seismlc Hazardsand GMRS GilRs< ssE Betwuen lHr andt0Hz Section 2 Screening frcquency (<25Hzl GTURS to SSE Section3 Iletermine Expedited Limit the Expedited Equipment Selrmlc EquipmentList SeismicEquipmentList Selection (ESELIand Functional (ESEL, items to itrems Requirements wlth fn S 25 Hz New GIIRS using GMRSand based Section 4 < G U R S< A RLGM Betwoen Criteria lHz and 10Hz Section 5 EvaluateESELitems using HCLPF RLGilI Demandand NP041 Evaluation and/or TR-l 03959Capacities Section 6 Modlfications Figure 1-2 DetailedFlow Chart of the ESEP for the AugmentedApproach
Enclosure A L-14-401 Expedited Seismic Evaluation Process (ESEP) Report Beaver Valley Power Station - Unit 1 (70 pages follow)
AESGonsultlng 2734294-R-019 Revision0 ExpeditedSeismicEvaluation Process(ESEP)Report BeaverValleyPowerStation- Unit 1 November3, 2014 Preparedfor: FirstEnergyNuclearOperatingGompany ABSG ConsultingInc. . 300 CommerceDrive,Suite200 . lrvine,California 92602
2734294-R-019 Reaision0 3,2014 Noaember Page2 of a3 EXPEDITED SEISMIC EVALUATION PROCESS (ESEP)REPORT BEAVERVALLEY POWERSTATION-UNIT 1 ABSG ConsuLrINGINC.Rnponr No. 2734294-R-019 RnvrsroN0 R'IZZO Rrponr No. Rll 12-4735 NovnuBER3,2014 ABSG ConsulTrNc INC. R'IZZO ASSOCIATES ABSGonsutting {}Rtzzo
273429+R419 Reuisiorr0 Noaetnber42014 APPROVAL$ fieport Narnel ssi{BSEP)Report Expedi tedSei3rni6 EvaidationProce BeavgrVallpyPo$'er:statipnUnitl. Datpr November 3, 2014 Revi+iqn,Np,l Rgvisio;t0 prepa-1edby; I ri034gt4" "- Date Revleweeiliyl 7fr'T i.L/7/zo:.'+ FaizinBeigi (ABSGConsultingtnc) Date
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RyfnKsok(FENOC) _Jttt/se_!,t_* Date t\-T--2o\+ Mohanrmcd AIvi (FENOC) Date 7{-1o-/4 Approvedby: EugeneE. Ebeck(FENOC) AE$Oonsulting {}Bl44,Q
2734294-R-019 Reaision0 Noaember3,2014 Page4 of 43 Table of Revisions Revision No. Date Description of Revision 0 November3, 2014 Original issue. ABSGonsulting {}R}zzo
2734294-R-0L9 Reaision0 Noaember 3,2014 Page5 of a3 TABLE OF CONTENTS PAGE LISTOF TABLES ........7 LISTOF FIGURES ..................8 LIST OF ACRONYMS .........9 I.O PURPOSE AND OBJECTIVE ...............13 2.0 BRIEF
SUMMARY
OF THE FLEX SEISMICIMPLEMENTATION STRATEGIES..... ...I5 3.0 EQUIPMENTSELECTION PROCESS AND ESEL ...............17 3.I EqurrrraENr SELECIoN Pnocr,ssANDESEL ...17 4.0 GROUNDMOTIONRESPONSE SPECTRUM... .....21 4.1 Plor oFGMRSSueN4lrrED By rHELrcENspE ........... .....21 4.2 CoupnnrsoN ro SSE.. ..........23 5.0 REVIEw LEVELGRoUNDMorIoN....... ..............25 5.1 DnscRrprroN opRLGMSptpcrED... ...............25 5.2 MprHonro EsrrMnrp ISRS.......... .....25 6.0 SEISMICMARGIN EVALUATIONAPPROACH ....29 6.1 Suvl,ranyoFMerHonoLoGIES Uspn..... ...29 6.2 HCLPFScnpeNrNc PnocESS.... ................30 6.3 WnlrnowN AppnoACH Sststr,rc ................30 6.4 HCLPFcALCULATToN pRocESS ...........33 6.5 FuNcrtoNALEvnr-uRTloNS or Rrr-nys......... ................36 6.6 Taeut-arEn ESEL HCLPF Valur,s (INcr-UDING Kpv Fau-uRn, MonEs) ....37 7.0 INACCESSIBLEITEMS ....38 7.1 IoeNrrprcATroN or ESEL IrEMSTNACCESSIBLE FoRwALKDowNS............38 8.0 ESEPCONCLUSIONSAND RESULTS......... ...39 8.1 SupponrtNcINpoRMArtoN ........39 8.2 IopNrtpICATIoN or PIINNEDMouncATIoNS.. ......41 8.3 MonrptcATIoNItvtpt-pvpNTATIoN ScHnnuLE......... .......41
2734294-R-019 Reaision0 Noaember 3,201'4 Page6 of a3 TABLE OF CONTENTS (CONTII\IUED) PAGE 8.4 SuMMARYoFREcuLAToRY CoMMITMENrs......................................'.......41
9.0 REFERENCES
........................42 ATTACHMENT A EXPEDITED SEISMICEQUIPMENT LIST ATTACHMENT B TABULATED HCLPF VALUES AB$Gqrsulting
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2734294-R-0L9 Reaision0 Noaember 3,2014 Page7 of a3 LIST OF TABLES TABLE NO. TITLE PAGE TABLE 4.I UHRSAND GMRSUSEDIN BVPS.ISPRA,EL 681...............22 TABLE 4-2 SSEHORIZONTALGROUNDMOTIONRESPONSE SPECTRUM FORBVPS-I..... ...,.....24 TABLE 5.1
SUMMARY
OF GEOTECHNICALPROFILEDATA UNDERLYINGTHEBV SITE ...........26 TABLE 5-2 NORMALIZED STRAINCOMPATIBLESHEAR MODULI AND DAMPING FOR SOIL UNITS AT THE BV SITE ..........27 TABLE 6-1
SUMMARY
OF CONSERVATIVEDETERMINISTIC FAILUREMARGINAPPROACH ..............34 TABLE 7.I
SUMMARY
OF INACCESSIBLEITEMSIN BVPS-I ESEL ...............38 lBgGonsulting {}Rtzzo
2734294-R-0L9 Reoision0 Noaember 3,20L4 PageI of a3 LIST OF FIGURES FIGURE NO. TITLB PAGE FIGURE4.I COMPARISONBETWEENGMRSAT CONTROL POINTREPORTEDIN SPIDMARCH 2OI4 SUBMITTALAND GMRSUSEDIN BVPS-I SPRA PROJECT.......... ...............22 FIGURE4-2 COMPARISONOF GMRSAND SSEAT CONTROL POINTELEVATION ..........24 ()Rtzzo
2734294-R-01.9 Reaision0 3,2014 Noaember Page9 of a3 LIST OF ACRONYMS ABS ABSGCONSULTINGINC. AC AIR.CONDITIONING ACI AMERICAN CONCRETEINSTITUTE AFW AUXILIARY FEEDWATER SYSTEM AISC AMERICANINSTITUTEFOR STEELCONSTRUCTION ANS AMERICANNUCLEARSOCIETY AOV AIR-OPERATEDVALVE ASCE AMERICANSOCIETYOF CIVIL ENGINEERS ASDV ATMOSPHERICSTEAMDUMP VALVES ASME AMERICAN SOCIETYOF MECHANICAL ENGINEERS AUX AUXILIARY BUILDING BDBEE BEYONDDE,SIGNBASISEXTERNAL EVENT BE BESTESTIMATE BVPS BEAVERVALLEY POWERSTATION BVPS.I BEAVERVALLEY POWERSTATION. UNIT 1 CCR REACTORPLANT COMPONENTAND NEURONTANK CDFM CONSERVATIVEDETERMINISTICFAILURE,MARGIN CEUS CENTRALAND EASTERNUNITED STATES CNTB CONTROLBUILDING DC DIRECTCURRENT DGB DIESELGENERATORBUILDING EDG EMERGENCYDIESELGENERATORS EL ELEVATION ELAP EXTENDEDLOSSOF ALL ALTERNATINGCURRENTPOWER EPRI ELECTRICPOWERRESEARCHINSTITUTE ERFS EMERGENCYRESPONSE FACILITY SUBSTATION ESEL EXPEDITEDSEISMICEQUIPMENTLIST ESEP EXPEDITEDSEISMICEVALUATIONPROCESS 13$Gonsulting {}Rt"zza
2734294-R-01-9 Reaision0 3,2014 Noaember Page1.0of 43 LIST OF ACRONYMS (coNTINUED) EW EAST-WESTDIRECTION FDB FUEL DECONTAMINATIONBUILDING FE FINITE ELEMENT FENOC FIRSTENE,RGY NUCLEAR OPERATINGCOMPANY FIRS FOUNDATIONINPUTRESPONSE SPECTRA ft FEET ft/s FEETPERSECOND FULB FUEL HANDLINGBUILDING FWS STEAMGENERATORFEEDWATERSYSTEM g ACCELERATIONOF GRAVITY GERS GENERICEQUIPMENTRUGGEDNESS DATA GIP GENERICIMPLEMENTATIONPROCEDURE GMRS GROLINDMOTION RESPONSESPECTRA HCLPF HIGH CONFIDENCEOF LOW PROBABILITYOF FAILURE HVAC HEATING,VENTILATION, AND AIR.CONDITIONING Hz HERTZ INTS INTAKE STRUCTURE IPEEE INDIVIDUAL PLANT EXAMINATION OF EXTERNALEVENTS ISRS IN.STRUCTURE RESPONSESPECTRA MAFE MEAN ANNUAL FREQUENCYOF EXCEEDANCE MCC MOTORCONTROLCENTER MOV MOTOR-OPERATED VALVE MSVCV MAIN STEAMVALVE AND CABLE VAULT BUILDING NEI NUCLEARENERGYINSTITUTE NPP NUCLEARPOWERPLANT NRC TINITEDSTATESNUCLEARREGULATORYCOMMISSION NS NORTH-SOUTHDIRECTION l3$Gonsulting {}F}zza
2734294-R-019 Reaision0 3,20'l-4 Noaember Page1.Lof 43 LIST OF ACRONYMS (coNTINUED) NSSS NUCLEARSTEAMSUPPLYSYSTEM NTTF NEAR-TERMTASK FORCE OIP OVERALL INTEGRATEDPLAN P&ID PROCESS AND INSTRUMENTATIONDIAGRAM pcf POUNDSPERCUBICFOOT PGA PEAK GROUNDACCELERATION PPDWST PRIMARY PLANT DEMINERALIZEDWATER STORAGETANK psig POI-INDSPERSQUAREINCH GAUGE RB REACTORBUILDING RCBX REACTORCONTAINMENTSTRUCTURE RCIC REACTORCOREISOLATIONCOOLING RCS REACTORCOOLANTSYSTEM F..I.ZZO ASSOCIATES P..TZZO RLGM REVIEWLEVEL GROUNDMOTION RWS RIVERWATERSYSTEM SASSI SYSTEMFORANALYSISFORSOIL STRUCTUREINTERACTION SBO STATIONBLACK-OUT SCE SEISMICCAPABILITYENGINEER SEWS SEISMICEVALUATIONWORK SHEETS SFGB SAFEGUARDS BUILDING SG STEAMGENERATOR SI SEISMICINTERACTION SMA SEISMICMARGIN ASSESSMENT SOV SOLENOID-OPERATED VALVE SPRA SEISMICPROBABILISTICRISK ASSESSMENT SQUG SEISMICQUALITY UTILTY GROUP SRSS sQUARE-ROOT- OF-THE-SUM-OF-THE-SQUARES 13$Gststtltktg {}R}zzo
2734294-R-019 Reaision0 Nouember3,2A14 PageL2 of 43 LIST OF ACRONYMS (coNTTNUED) SRT SEISMICREVIEWTEAM SRV SERVICEBUILDING SSCs STRUCTURES, SYSTEMS,AND COMPONENTS SSE SAFESHUTDOWNEARTHQUAKE SSI SOIL STRUCTUREINTERACTION TDAFWP TURBINEDRIVEN AUXILIARY FEEDWATER PUMP TH TIME HISTORY TRS TESTRESPONSE SPECTRUM TURB TURBINEBUILDING UHRS UNIFORMHAZARD RESPONSESPECTRA USNRC U.S.NUCLEARREGULATORYCOMMISSION VAC VOLTAGE ALTERNATINGCURRENT Vs SHEARWAVE VELOCITY ABtGstsulting {}Rlzzo
2734294-R-01.9 Reuision0 Noaember 3,20L4 Page1.3of 43 EXPEDITED SEISMIC EVALUATION PROCESSREPORT BEAVER VALLEY POWER STATION - UNIT 1 1.0 PURPOSBAND OBJBCTIVE Following the accidentat the FukushimaDai-ichi Nuclear Power Plant (NPP) resulting from the March ll,20l 1, Great Tohoku Earthquake,and subsequenttsunami,the Nuclear Regulatory Commission(NRC) establisheda Near-Term Task Force (NTTF) to conducta systematicreview of NRC processesand regulationsand to determineif the agencyshouldmake additional improvementsto its regulatorysystem. The NTTF developeda set of recommendationsintended to clarify and strengthenthe regulatory framework for protection againstnatural phenomena. Subsequently,the NRC issueda 50.54(f) letter on March 12,2012 [1], requestinginformation to assurethat theserecommendationsare addressedby all United States(U.S.) NPPs. The 50.54(f) letter requeststhat licenseesand holdersof constructionpermits under 10 CFR Part 50 reevaluatethe seismichazardsat their sitesagainstpresent-dayNRC requirementsand guidance. Dependingon the comparisonbetweenthe reevaluatedseismichazardand the currentdesign basis,further risk assessment may be required. Assessmentapproachesacceptableto the staff include a SeismicProbabilisticRisk Assessment(SPRA), or a SeismicMargin Assessment(SMA). Basedupon the assessment results,the NRC staff will determinewhether additionalregulatoryactionsare necessary. This Report describesthe ExpeditedSeismicEvaluationProcess(ESEP)undertakenfor Beaver Valley PowerStation-Unit 1 (BVPS-1). The intent of the ESEPis to perform an interim action in responseto the NRC's 50.54(f) letter [] to demonstrateseismicmargin through a review of a subsetof the plant equipmentthat can be relied upon to protect the reactorcore following beyond designbasisseismicevents. The ESEP is implementedusing the methodologiesin the NRC endorsedguidancein Electric Power ResearchInstitute (EPRI) 3002000704I2l. ABSGonsulting {}Rtzzo
2734294-R-01.9 Reuision0 Noaember3,201.4 PageL4 of 43 The objective of this Report is to provide summaryinformation describingthe ESEP evaluations and results. The level of detail provided in the Report is intendedto enableNRC to understand the inputs used,the evaluationsperformed,and the decisionsmade as a result of the interim evaluations. lSGqrsulting ()Rlz7.o
2734294-R-01,9 Reaision0 Noaember3,201.4 Page15 of 43 2.0 BRIEF
SUMMARY
OF THE FLEX SEISMIC IMPLEMENTATION STRATBGIES The BeaverValley Power Station (BVPS) FLEX strategiesfor ReactorCore Cooling and Heat Removal,ReactorInventory Control/Long-term Subcriticality,and ContainmentFunction are summarizedbelow. This summaryis derived from the BVPS Overall IntegratedPlan (OIP) in responseto the March 12,2012 CommissionOrder EA-12-049 Il7). During Phase1, ReactorCore Cooling and Heat Removal is accomplishedvia steamrelease from the steamgeneratorswith make-upsuppliedvia the Auxiliary FeedWater System(AFW). The primary plant demineralizedwater storagetank (PPDWST), Turbine Driven Auxiliary Feed Water Pump (TDAFWP), and all neededflow paths for feeding steamgeneratorsand the flow paths for steamreleasefrom the steamgeneratorsand steamsupply to the TDAFWP are protectedfrom all hazards. AFW Flow Control Valves and AtmosphericSteamDump Valves (ASDV) are controlled locally and do not needelectricity or air for local control. During Phase2, cooling water make-upto the PPDWST is via a FLEX portablePumP,with suctionfrom the Ohio River. Make-up water is supplieddirectly to the PPDWST via a new FLEX connectionpoint. The sameReactorCore Cooling and Heat Removal strategyappliesfor Phase3, exceptthat water purification equipmentfrom the National SAFER ResponseCenteris usedto purify the make-upwater to the PPDWST. ReactorInventory Control is maintainedthrough the use of low leakagereactorcoolant pump (RCP) seals. Other than installationof the seals,there are no requiredplant modifications. With low leakageseals,make-upto the reactorcoolant system(RCS) is not requiredduring Phasel. During Phase2, ReactorInventory Control/Long-termSubcriticality is maintainedby pumping boratedwater from the Boric Acid StorageTanks (BAST) to the RCS using a FLEX high pressureportablepump and new FLEX connectionpoints at the BASTs and downstreamof the ChargingPumps. fEtGonsulting
2734294-R-019 Reaision0 3,2014 Noaember Page1.6of 43 The sameReactorInventory Control/Long-term Subcriticality strategyappliesfor Phase3, exceptNational SAFER ResponseCenterequipmentis usedto mix boratedwater to replacethe contentsof the BASTs. Key parametersare availablein the control room and communicationswill be availablebetween the control room and operatorsthat are controlling the valves locally. Electrical components required to maintain the key parameterindication during PhaseI include the installed safety relatedbatteries,inverters,vital Alternating Current (AC) and Direct Current (DC) buses, instrument racks and control room indicators that are neededfor monitoring key rcactor parametersin the control room. A load shedstrategyis employedto increasethe battery life. During Phase2, aFLEX portable generatorsupplies power to the battery chargersthrough a new F'LEX connectionpoint to maintain key parameterindication. The generatorback feedspower throughthe safetyrelated480 Voltage Alternating Current (VAC) electricaldistribution system to the battery chargers. There are no FLEX actionsneededto maintain containmentintegrity. Low leakageRCP seals minimize the energy input into containment from the RCS. Containmentpressureremains less than 5 poundsper squareinch gauge(psig) after 7 days post event. Containmenttemperature and pressureare addressedin recovery actions. ABSGonsuhing {}F}zz9
2734294-R-0L9 Reaision0 Noaember 3,2014 Page17 of 43 3.0 EQUIPMENT SELECTIONPROCESSAND ESEL 3.1 EeuIpnnENTSELECTToN Pnocnss ANDESEL The selectionof equipmentto be included on the ExpeditedSeismicEquipment List (ESEL) was basedon installedplant equipmentcreditedin the FLEX strategiesduring Phases1,2, and 3 mitigation of a Beyond Design Basis External Event (BDBEE), as outlined in the BVPS OIP in Responseto the March 12,2012, CommissionOrder EA- 12-049l3l. The OIP provides the BVPS FLEX mitigation strategyand seryesas the basisfor equipmentselectedfor the ESEP. The scopeof "installed plant equipment" includesequipmentrelied upon for the FLEX strategies to sustainthe critical functions of core cooling and containmentintegrity consistentwith the BVPS OIP [3]. FLEX recoveryactionsare excludedfromthe ESEP scopeper EPRI 3002000704I2l. The overall list of plannedFLEX modificationsand the scopefor considerationherein is limited to thoserequiredto supportcore cooling, reactorcoolant inventory and subcriticality, and containmentintegrity functions. Portableand pre-stagedFLEX equipment(not pennanentlyinstalled) are excludedfrom the ESEL per EPRI 3002000704l2l. The ESEL componentselectionfollowedthe EPRI guidanceoutlinedin Section3.2of EPRI 3002000704.
- 1. The scopeof componentsis limited to that requiredto accomplishthe core cooling and containmentsafetyfunctions identified in Table 3-2 of EPRI 3002000704. The instrumentationmonitoring requirementsfor core cooling/containmentsafety functions are limited to thoseoutlined in the EPRI 3002000704guidance,and are a subsetof those outlinedin the BVPS OIP [3].
- 2. The scopeof componentsis limited to installedplant equipment,and FLEX connections necessaryto implement the BVPS OIP [3] as describedinSection 2.0.
a J. The scopeof componentsassumesthe creditedFLEX connectionmodifications are implemented,and are limited to thoserequiredto supporta single FLEX successpath;
- i. e., either "Prim ary" or "Back-up/Alternate".
- 4. The "Primary" FLEX successpath is to be specified. Selectionof the "Back-up/Alternate"FLEX successpath must be justified.
ABSGonsulting {:R}.2!Q
2734294-R-019 Reaision0 Nouember 3,2014 Page of 43 18
- 5. Phase3 coping strategiesare included in the ESEP scope,whereasrecovery strategiesare excluded.
- 6. Structures,systems,and components(SSC)excludedper the EPRI 3002000704I2l guidanceare:
Structures(e.g., Containment,ReactorBuilding [RB], Control Building [CNTB], Auxiliary Building [AUX], etc.). Piping, cabling, conduit, heating,ventilation, and air-conditioning (HVAC), and their supports. Manual valves and rupture disks. o Power-operatedvalves not requiredto changestateas part of the FLEX mitigation strategies. o Nuclear steamsupply systemcomponents(e.g.,reactorpressurevesseland internals,RCPs, and seals,etc.)
- 7. For casesin which neither train was specifiedas a primary or back-up strategy,then only one train component(generally 'A' train) is included in the ESEL.
3.1.1 ESEL Development The ESEL was developedby reviewing the BVPS OIP [3] to determinethe maior equipment involved in the FLEX strategies.Further reviews of plant drawings (e.g.,Processand InstrumentationDiagrams [P&ID] and Electrical One-Line Diagrams)were performedto identify the boundariesof the flowpaths to be used in the FLEX strategiesand to identify specific componentsin the flowpaths neededto supportimplementationof the FLEX strategies. Boundarieswere establishedat an electricalor mechanicalisolation device (e.g., isolation amplifier, valve, etc.) in branchcircuits / branchlines off the defined strategyelectrical or fluid flowpath. P&IDs were the primary referencedocumentsusedto identify mechanical componentsand instrumentation. The flow pathsusedfor FLEX strategieswere selectedand specific componentswere identified using detailedequipmentand instrumentdrawitrgs,piping isometrics,electrical schematicsand one-line drawings,systemdescriptions,designbasis,and documents,etc., as necessary. AB$Consulting {}R},zzo,;
2734294-R-019 Reaision0 Noaember 3,2014 Page19 of 43 3.1.2 Power-OperatedValves Page3-3 of EPRI 3002000704I2l notesthat power-operatedvalves not requiredto changestate are excludedfrom the ESEL. Page3-2 also notesthat "functional failure modesof electricaland mechanicalportions of the installed PhaseI equipmentshould be considered(e.g.,reactorcore isolation cooling (IRCICI/AFW trips)." To addressthis concern,the following guidanceis applied in the BVPS ESEL for functional failure modesassociatedwith power-operatedvalves: Power-operatedvalves that remain energizedduring the ExtendedLoss of all Alternating Current Power (ELAP) events(such as DC poweredvalves),were included on the ESEL. Power-operatedvalves not requiredto changestateas part of the FLEX mitigation strategieswere included on the ESEL, but indicatedas screening out of evaluation. The seismicevent also causesthe ELAP event;therefore, the valves are incapableof spuriousoperationas they would be de-energized. Power-operatedvalves not requiredto changestateas part of the FLEX mitigation strategiesduring Phasel, and are re-energizedand operatedduring subsequentPhases2 and 3 strategies,were not evaluatedfor spuriousvalve operationas the seismiceventthat causedthe ELAP has passedbefore the valves are re-powered. 3.1.3 Pull Boxes Pull boxeswere deemedunnecessaryto add to the ESELs, as thesecomponentsprovide completelypassivelocationsfor pulling or installing cables. No breaksor connectionsin the cabling are included in pull boxes. Pull boxeswere consideredpart of conduit and cabling, which are excludedin accordancewith EPRI 3002000704[2]. 3.1.4 Termination Cabinets Terminationcabinets,including cabinetsnecessaryfor FLEX Phase2 andPhase3 connections, provide consolidatedlocationsfor pennanentlyconnectingmultiple cables. The termination cabinetsand the internal connectionsprovide a completelypassivefunction; however,the cabinetsare included in the ESEL to ensureindustry knowledge on panel/anchoragefailure vulnerabilitiesis addressed. ASSGonsslting
2734294-R-0L9 Reuision0 Noaember 3,20L4 Page20 of 43 3.1.5 Critical Instrumentation Indicators Critical indicatorsand recordersare typically physically locatedon panels/cabinetsandarc included as separatecomponents;however,seismicevaluationof the instrumentindication may be included in the panel/cabinetseismicevaluation(rule-of-the-box). 3.L.6 Phase2 and Phase3 Piping Connections Item 2 in Section 3.l abovenotesthat the scopeof equipmentin the ESEL includes"...FLEX connectionsnecessaryto implement the BVPS OIP [3] as describedin Secbion2." Item 3 in Section 3.1 also notesthat "The scopeof componentsassumesthe creditedFLEX connection modifications are implemented,and are limited to thoserequiredto supporta single FLEX successpath (i.e., either "Primary" or "Back-up/Alternate")." Item 6 in Section 3.0 abovegoeson to explain that "piping, cabling, conduit, HVAC, and their supports" areexcludedfrom the ESEL scopein accordancewith EPRI 3002000704[2]. Therefore,piping and pipe supportsassociatedwith FLEX Phase2 andPhase3 connectionsare excludedfrom the scopeof the ESEP evaluation. However, afiy active valves in FLEX Phase2 and Phase3 connectionflow path are included in the ESEL. ABtConsulting {}Ft,77Q
2734294-R-0L9 Reaision0 Noaember 3,2014 Page2L of 43 4.0 GROUNDMOTION RESPONSESPECTRUM 4.1 Plor oF GMRS SunutrrED By rHE LtcnNspn The BVPS-1 major structuresare foundedin the PleistoceneTerracedepositsor on compacted granular structural backfill at foundation elevations varying between 637 feel (ft) for the Intake Structure(INTS) to 735 ft for the Diesel GeneratorBuilding (DGB). The designbasisanalysis appliesthe safeshutdownearthquake(SSE) ground motion at the respectivebuilding foundations. Therefore,the SSE,and the ground motion responsespectra(GMRS), control point elevationis taken to be at the baseof the ReactorContainmentStructure(RCBX), elevation(EL) 681. The bedrockimmediatelyunderlying the RCBX foundation (EL 561) is characterizedbyshearwave velocities(Vs) of about 5,000 feet per second(ft/s). Figure 4-1 presentsthe GMRS atthe control point EL 681 and comparesthis to the GMRS reportedinthe BVPS-I March 2014 submittal [3]. The differenceis attributedto:
- 1. The material dampingusedfor the rock material over the upper 500 ft. While the GMRS, reportedinthe March 2014,submittal is basedonthe low strain damping of 3.2percent over a 500-foot depth of bedrock,the GMRS usedin the BV-l SPRA limits this damping value to the upper 100 ft where the rock is consideredas weatheredor fractured. Within the depth rangeof 100 ft to 500 ft, a damping of I percentis usedbasedon the unweatheredshaledynamic propertiesfrom Stokoe etal., [14]. Below a depth of 500 ft, linear material behavioris adoptedwith the damping value of 0.5 percentis specified consistentwith the kappaestimatefor the Site.
- 2. The subsurfaceprofile usedin the site amplification analysis. While the GMRS, reported in the March 2014, submittal is basedon a profile which extendsfrom the bottom of the RCBX foundationto at depth hard rock, the GMRS usedin the SPRA developsfrom the analysisof the full soil column to plant grade,subsequentlytruncatedto the RB foundationlevel, in accordance with ISG-17 [18].
Table 4-1 presentsthe spectralaccelerationsat selectedfrequenciesdefining the GMRS usedin the ESEP. The developmentof this GMRS is more fully describedin [3]. This GMRS is also being utilized as basisto obtain fragilities in supportof the on-going SPRA. Becausethe GMRS definesthe ground motion at the RCBX foundation,it is also called the RCBX foundationinput responsespectrum(FIRS). nBtGonsulting {}Rtzzq
2734294-R-019 Reaision0 Noaember3,2014 Page22 of a3 A {r 0.6 C a-o P g 0.4 g o I
-(u L +,
E o.o 100.00 CL 0.L0 L.00 10.00 ltl FrequencY (Hz) FIGURE 4.1 COMPARISON BETWEEN GMRS AT CONTROL POINT REPORTED IN SPID MARCH 2014SUBMITTAL AND GMRS USEDIN BVPS.I SPRAPROJECT TABLE 4-I UHRS AND GMRS USEDIN BVPS-I SPRA,EL 681 HonrzoNTAL SpncrRAL AccnLERATroN (g) .tr THEFoUNDATION FnneuENCY ElnvlrIoN (Hz) 1X1O-5MAFE UHRS GMRS MAFE UHRS 1X1O-4 0.10 0.0027 0.0069 0.0034 0.13 0.0039 0.0098 0.0049 0.16 0.0057 0.0143 0.0071 0.20 0.0087 0.0213 0.0107 0.26 0.0136 0.032s 0.0164 0.33 0.0206 0.0481 0.0244 0.42 0.0289 0.06s3 0.0333 0.50 0.0359 0.0792 0.0406 0.53 0.0357 0.0793 0.0406 0.67 0.0370 0.083 3 0.042s 0.85 0.0464 0 . 10 7 3 0.0544 1.00 0.0539 0.1252 0.0635 1.08 0.0577 0 . 13 6 8 0.0691 r.37 0.0675 0.1729 0.0859 1.74 0.0825 0.2309 0.1128 2.2r 0.1104 0.3432 0.164r 2.50 0.1296 0.4307 0.2033 l3sGonsulting Rl7-.T-C1
2734294-R-01,9 Reaision0 Nooember 3,2014 TABLE 4-1 UHRS AND GMRS USBD IN BVPS-I SPRA,EL 681 (coNTINUED) HoRrzoxrll SpnCTRALACCnIPRATIoN (g) ,tr rnn FoUNDATION FnBeurNCY ElnvnrtoN (Hz) GMRS 1X1O-*MAFE UHRS MAFE UHRS 1X1O'5 2.8r 0J642 0.5745 0.2683 3.56 0.2793 0.9716 0.4543 4.52 0.42t4 1.2647 0.6091 5.00 0.4476 1.2715 0.619r 5.74 0.4380 1.2228 0.5975 7.28 0.3789 1.1069 0.s360 9.24 0.3272 1.1010 0.5182 10.00 0.3340 r.t760 0.5486 tt.72 0.3720 r.2420 0.s85s 14.87 0.3887 1.1434 0.5529 18.87 0.3559 t.0245 0.4915 23.9s a.2994 0.8556 0.4161 2s.00 0.2891 0.836s 0.4058 30.39 0.2709 0 . 75 l I 0.3699 38.57 0.2506 0.6773 0.3331 48.94 0.2357 0.6196 0.3064 62.10 0.2136 0.5531 0.2743 78.80 0 .I 8 7 1 0.4879 0.2417 100.00 0.1765 0.4841 0.237 4 Note: MAFE : mean annualfrequencyof exceedance. 4.2 ComplnrsoN ro SSB Figure 4-2 comparesthe GMRS with the Site SSE at the control point elevation. The SSE horizontal spectrumis characterizedbya peak ground acceleration(PGA) of 0.125 acceleration of gravity (g) and a shapederived from the five percent-dampedaverageresponsespectraof severalaccelerationrecords. This shapeis similar to that suggestedby Newmark, et al., [12]. The comparisonpresentedon Figure 4-2 rllustratesthat the maximum ratio of spectral accelerations(GMRS/SSE)is about 2.8 at about l0 Hertz (Hz).
2734294-R-01,9 Reaision0 3, 2014 Nouember Page24 of a3 TABLF, 4.2 SSEHORIZONTAL GROUNDMOTION RESPONSESPECTRUMFOR BVPS.I FnneuENCY SpBcTRAL AccnLERATIoN IHzl lgl 0.20 0.0r2 0 .5 0 0.076 2.00 0.325 5 .0 0 0.325 20.00 0.125 100.00 0.125
.A Y
b0 a - 5 0.6 P ru L o o I tJ IE S
+,
(J o CL tn 0.2 (Hz) FrequencY FIGURE 4.2 COMPARISON OF GMRS AND SSEAT CONTROL POINT ELEVATION ABsGottsttlting
2734294-R-0L9 Reuision0 Noaember3,2014 Page25 of 43 5.0 REVIEW LEVEL GROUND MOTION 5.1 DnscnrprroNoF ttLGM SnlncrED The ESEP is being completedas part of the AugmentedApproach becausethe GMRS exceedthe SSEinthe lHzto 10 Hzrange. The ESEP guidance(EPRI-3002000704) allows the useof the GMRS as the review level ground motion (RLGM) in lieu of using scaledSSE response spectrumto demonstrateacceptanceof the high confidencelow probability of failure (HCLPF) valuesfor the ESEL components. BecauseBVPS-I is currently performing a SPRA, the fragilities developedin supportare being usedto the extent applicablealso to accomplishthe ESEP. The SPRA GMRS shown on Figure 4-I representsthe ground motion input used to obtain new seismic demandon the componentson the ESEL, and to obtain HCLPF and fragilities for the ESEL components. Table 4-1 presentsthe spectralaccelerationsat specific frequenciesdefining the RLGM. 5.2 Mnrnou ro ESTTMATE ISRS The processfor obtaining in-structureresponsespectra(ISRS) from the building seismicanalysis incorporatesthe effectsof soil structureinteraction(SSf on the seismicresponseof the building structures. SSI analysisemploying the Systemfor Analysis for Soil Structure Interaction(SASSI) codewas performedfor the buildings of the BVPS-l becausetheir foundationmat bearson native soils or on ClassA Fill. The analyticalmodel for the SSI analysiscombinesa horizontally layeredrepresentationof the subsurfacesoil column with a finite element (FE) representationof the structure. Tsbte 5-1 describesthe elevationsand Vs of the soil layersthat were usedto conductthe site responseanalysisby RIZZO Associates(P.IZZO) t3l. This analysisdevelopedstraincompatible dynamic propertiesof the subsurfacelayers at the BeaverValley Site, following the normalized curveslisted in Table 5-2. Thesepropertiesare usedin the SSI analysesperformedwith the SASSIcode. fSGonsultitg {}Rtzzq
2734294-R-019 Reaision0 Noaember 3,2014 Page26 of 43 TABLE 5.1
SUMMARY
OF GEOTBCHNICAL PROFILE DATA UNDBRLYING THE BV SITB (REFERENCE[3]) Er,nvArIoN DnNsrrv Mnnr^q,n COV Mnnm,x Srn,l,rn TH (ft) (ft) (pcfl V* (ftls) Vs 735 StructuralBackfill 136 730 0.25 I 5.00 720 Structural Backfill 136 1 , 0 1 5 0.25 3 9 . 0 1 (ld) PleistoceneUpper and 680.9 125 1,100 0.25 15.90 Lower Terrace (1e) PleistoceneUpper and 665 136 1,200 0.25 40.00 Lower Terrace (2) M. Pennsylvanian 625 160 5,000 0.20 75 . 0 0 Alleeheny Shale (3) L. Pennsylvanian 550 160 6,026 0 . 1I 200.00 Pottsville SS, Conglomerate (4) U. Mississippian Mauch 350 155 6,744 0 . 11 50.00 ChunkShale (5) L. MississippianPocono 300 155 6,744 0 . 1I 420.00 Sandstone,Conglomerate
-120 (6a) U. Devonian Interbedded 155 7,112 0 . 1I 2874.00 Shale.Sands.Siltstone -2994 (6b) U. Devonian Interbedded 155 6,416 0 . 1I 706.00 Shale,Sands,Siltstone -3700 Half Space r68 9.200 lSSGqrsulting
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2734294-R-019 Reuision0 Noaember 3,20L4 Page27 of 43 TABLE 5-2 NORMALTZED STRAIN COMPATIBLE SHEAR MODULI AND DAMPING FOR SOIL UNITS AT THB BV SITE SrnucruRAL PLsrsrocENEUppnn PlnrsrocENn UppnR SrnqlN Blcxrrll a.noLownn Tnnnq,cn nNu Lownn Tnnn^Lcn (%) DAMptI{c D,q,vIprNc D,{MptNc G/Gn,u* G/Gr"* G/G,n"* ("hl ("hl ehl 0.0001 1.0000 1.49 1.0000 r.26 1.0000 1.02 0.0003l6 0.9968 1.s7 0.9977 t.27 0.9982 1.05 0.00100 0.9707 1.84 0.9845 1.50 0.9925 t.26 0.0020 0.941 5 2.30 0.9632 1.80 0.9812 1.48 0.00300 0.9123 2.77 0.9419 2.09 0.9699 r.7l 0.0050 0.8663 3.4r 0.9070 2.55 0.9412 2.03 0.0070 0.8216 4.05 0.8731 2.99 0.9119 2.35 0.0100 0.7545 5.02 0.8221 3.66 0.8680 2.83 0.0200 0.6419 7.00 0.7224 5.22 0.7805 4.08 0.0300 0.5292 8.98 0.6227 6.79 0.6929 s.33 0.0s00 0.4486 l 0.89 0.5466 8.45 0.6170 6.78 0.0700 0.3772 12.57 0.4783 9.97 0.547 5 8 .1 4 0.1 0.2702 15.08 0.37 60 12.25 0.443r 10.17 0.2 0.1961 18.11 0.277 4 15.30 0.3399 12.95 0.3 0.1228 2r.05 0.l 789 18.34 0.2353 15.73 I 0.0392 26.60 0.0587 24.68 0.0895 22.67 Note: G/G.u*: shearmodulus(G) normalizedby the low strainshearmodulus(G.u*). A review of existing lumped-massand stiffnessmodels of the BVPS-l structuresconcludedthat thesemodelswere not sufficiently adequateto use as basisto scalethe building seismic response.Therefore,the building seismicresponseusedin the ESEP (and in the SPRA) is obtainedusing new FE,models of the structures. The analyticalFE models developedhere are basedon geometricinformation, such as configurationof floors and walls, dimensions,wall and slab thicknesses,locations,and size of openings,etc.,taken from appropriatestructurelayout drawingsand details. The parametric information, suchas the material properties,live loads,equipmentloads,and boundary conditionsare also obtainedfrom drawings,existing reports,ffid prevalentcodesand standards. AESGonsulting {}B}72p.
2734294-R-0L9 Reuision0 Nouember 3,2014 The responsespectraat the respectivefoundation levels representthe foundation input ground motion. The seismic Category I structuresthat have been analyzedare supportedat the different foundationdepths. Although, the GMRS reportedin [3] appliesonly to the RCBX, the horizontal FIRS were developedfor other structuressupportedat the following elevations: 8L713 for the analysesof the AUX, the ServiceBuilding (SRV), and the Main SteamValve and Cable Vault Building (MSVCV) EL 723.5for the analysesof the Fuel DecontaminationBuilding (FDB), the INTS, and the SafeguardsBuilding (SFGB) EL 735 for the analysisof the DGB The seismicresponse,including the ISRS for the BVPS-I structuresare developedutilizing the time history (TH) modal synthesisin which the input time historiesrepresentthe horizontal and vertical FIRS at the respectivebuilding foundationlevels consistentwith the GMRS describedin Section 4.0. ISRS at selectedlocationsare obtainedseparately,due to three directionsof input motion (X, Y, andZ). The resultingresponsespectraare then combinedusing the square-root-of-the-sum-of-the-squares (SRSS)method. For example,the three ISRS at a specific location in North-South (NS) direction resulting from groundmotion input; respectively,in the NS, East-West(EW), and vertical directionsare combinedusing SRSS. Subsequently,equipmentHCLPF calculationsand fragility evaluationsare performedbasedon the conservativedeterministicfailure margin (CDFM) approach. In accordancewith EPRI 1019200"SeismicFragility ApplicationsGuide Update,"[19] the seismicanalysesare performedusing Best Estimate(BE) structurestiffness,massand damping characteristics,and the BE subsurfaceVs profile compatiblewith the expectedseismicshearstrains. The resulting ISRS approximatelyrepresentthe 84thpercentileresponsesuitablefor use in the CDFM calculations. Details of the developmentof the models,inputs, analysis,and resultsare presentedin ABSG ConsultingInc. (ABS Consulting)IRIZZOReport2734294-R-005, Revision I ,2074-A3$Gonsulting {}F}z7o
'*';f,x:,::3 l Noaember3,2014 l l
6.1 Suruu,lnv or METHoDoLocrEsUSED The seismicmarginsfor componentson the ESEL [6] aredevelopedfollowing the EPRI I I I guidelinesdescribedin EPRI6041[4], EPRITR-103959[5] (Methodologyfor Developing I SeismicFragilities)and EPRI 1002988(SeismicFragility Application Guide). Additionally, I EPRI 1019200[l9] is usedto developmarginsusingthe CDFM approach. I TheESEL is first groupedto identiff similar componentsrelativeto equipmentclasses I (e.g.,GenericImplementationProcedure[GIP]), andthen sampledfor representativeitemsbased I on the type of equipment,manufacturer,location,andanchorage,etc. Representativesamplesin I eachequipmentgrouparethen evaluatedto obtainthe seismicmarginsusingthe EPRI I guidelines. I Theoverallstrategyfor developingseismicmarginsfor thevariousSSCsis asfollows: I
- l. Performscreeningverification walkdownto documentthat caveatsassociatedto generic I fragilities aremet andperform anchoragecalculations.
I
- 2. Developthe HCLPF capacitiesbasedon availableexperiencedata,publishedgeneric I ruggednessspectr4designcriteria documents,anddesignanalysis.
'o), I Hffff:",^**:,:"ffi# l A numberof componentson the ESEL arebreakersandswitchesthat arehousedin a "parent" I component,suchasa motor control center(MCC) or switchgear.For the purposesof this I evaluation,calculationsarenot explicitly performedfor thesehousedcomponents.Instead,their I HCLPF is assignedbasedon the parentcomponent I Seismicwalkdownsasdescribedin EPRI NP 6041 [4] areperformedfor all "parent" I components on the ESEL [6]. SomeESELcomponents werewalkeddownin February2013,in I ll$Gomulting I (}Flz40 l
2734294-R-0L9 Reaision0 Noaember3,20L4 Page30 of 43 supportof SPRA, and thesewalkdowns were credited,where applicable. The remaining componentswere walked down in October 2013,during a plant refueling outage. HCLPF calculationsare performedfor all "parent" components[6], as describedinSection 6.3, which describesthe CDFM approach,and the calculationof structuraland functional capacities. 6.2 HCLPF ScnnnxrNcPRocEss No componentswere screenedout basedon ruggedness.Rather,the screeninglevel HCLPFs provided in Table 2-4 of EPRI 6041 [4] were utilized to developmounting level capacities. HCLPF valuesare then calculatedfor eachcomponenton the ESEL, as described in Section 6.3. 6.3 Snrcutc W,tt xrowN AppnoncH 6.3.1 SeismicWalkdown Approach The seismicwalkdowns of BVPS-l were performedin accordancewiththe criteriaprovided in Section5 of EPRI 3002000704l2l, which refersto EPRI NP-6041 [7] for the SMA process.The proceduresusedfor different equipmentcategoriesare summarizedbelow. The SeismicReview Team (SRT) reviewedequipmenton the equipmentwalkdown list that were reasonablyaccessibleand in non-radioactiveor moderatelyradioactiveenvironments. For componentsin high radioactiveenvironments,a smallerteam, and more hunied reviews were employed. For componentsthat were not accessible,the equipmentinspectionrelied on alternate means,such as photographsand plant qualification documents. In the event the walkdown team had a reasonablebasis for assumingthat a group of components were similar and similarly anchored,a single representativecomponentout of this group was selectedfor examination. The similarity of a group of items was establishedbasedon equipment construction,dimensions,locations,seismicqualification requirement,anchoragetype, and configurations. The "similarity basis" was plannedto be confirmed during walk-bys, which would also record anomaliesin installation or presenceof seismicinteraction,if any. The representativeitem was targetedfor a thorough review and documentation. All "representative" and "walk by" items were fullv documentedin SeismicEvaluationWork Sheets(SEWS). ABSGonsulting {}Ftzl?:
2734294-R-01,9 Reaision0 Noaember 3,2014 Page31 of 43 The SRT performed the walkdowns in an ad hoc manner. For each representativecomponent, the SRT performeda thorough inspectionand recordedinformation relatedto anchorage,load path configuration,and any potential seismicvulnerability associatedto the componentseismic capacity. Thesedetailsrecordedin SEWS were subsequentlyusedto verify as-built conditions and determineseismicfragilities. The 100 percent"walk by" is to look for outliers, lack of similarity, anchoragewhich is different from that shown on drawings or prescribedin criteria for that component,potential SI [Seismic Interactionl] problems,situationsthat are atoddswith the team members' past experience,and any other areasof seriousseismicconcern. If any such concernssurface,then the limited sample size of one componentof eachtype for thoroughinspectionwill have to be increased.The increasein sample size,which should be inspected,will dependupon the number of outliers and different anchorages,etc., which are observed. It is up to the SRT to ultimately selectthe sample size sincethey are the oneswho are responsiblefor the seismicadequacyof all elementswhich they screenfrom the margin review. Walk bys also serveto provide the SRT with the sufficient degreeof confidencein relation to plant maintenanceand constructionpractices. This is especiallyusedto reinforce the engineeringjudgment applied for the fragility assessment of inaccessiblecomponents. However, in casequestionableconstructionpracticesare observedin the SSCs,then the systemor componentclassmust be inspectedin closerdetail until the systematicdeficiency is defined. For eachitem on the equipmentwalkdown list, a specific SEWS was preparedcovering the different caveats. Each SEWS consistsof: Generaldescriptionof the equipment: EquipmentID, Name, Equipment Category,and Building/Floor/Room Equipment Evaluation Caveats EPRI 3002000704I2j Page5-4 limits the ESEP SI reviews to "nearby block walls" and "piping attachedto tanks," which are reviewed "to addressthe possibility of failures due to differential displacements." Other potential SI evaluationsare "deferred to the full seismicrisk evaluationsperformed in accordancewith EPRI 1025287F51." ABSConsulting tlFtzz.o
2734294-R-0L9 Reaision0 Noaember3,20L4 Page32 of 43 Equipment Anchorage SeismicInteractionIssues A databaseof SEWS was developedin an electronicformat using iPad Computersto facilitate entry of the information collectedduring the walkdowns. The databaseincludesthe record of equipmentqualifi cations,walkdown observations,and photographs. 6.3.2 Application of Previous \ilalkdown Information Previousseismicwalkdowns were usedto supportthe ESEP seismicevaluations. Someof the componentson the ESEL were included in the NTTF 2.3 seismicwalkdowns [ 5] and SPRA seismicwalkdowns [16]. Thosewalkdowns were recentenoughthat they did not needto be repeatedfor the ESEP. SeveralESEL items were previously walked down during the BVPS-1 Seismicindividual plant examinationof externalevents(IPEEE) program. Thosewalkdown resultswere reviewed and the following stepswere taken to confirm that the previous walkdown conclusions remained valid. o A walk by was performed to confirm that the equipment material condition and configuration is consistentwith the walkdown conclusionsand that no new significant interactionsrelatedto block walls or piping attachedto tanks exist. o If the ESEL item was screenedout basedon the previous walkdown, that screeningevaluationwas reviewedand reconfirmedfor the ESEP. 6.3.3 SignificantWalkdownFindings Consistentwith the guidancefrom NP-604l I7l, no significant outliers or anchorageconcerns were identified during the BVPS-I Seismicwalkdowns. The following findings were noted during the walkdowns. Block walls were identified in the vicinity of the l25V DC batterieslocatedin the SRV atEL713. Theseblock walls were assessedfor their structural adequacy[6] to withstandthe seismicloads associatedto the plant's RLGM demandlevel. ABSGqrsultittg {}F\zz9
2734294-R-01.9 Reaision0 Nouember 3,2014 Page33 of 43 6.4 HCLPF CALCULATIONPROCESS ESEL items in the BVPS-1 were evaluatedusing the criteria in EPRI NP-6041 l4l. Those evaluationsincluded the following steps: o Performing seismic capability walkdowns for equipment to verify the installed plant conditions o Performing screeningevaluationsusing the screeningtables in EPRI NP-6041 as describedin Section 6.2 o Performing HCLPF calculationsconsideringvarious failure modesthat include both structuralfailure modes(e.g., anchorage,and load path, etc.) and functional failure modes All HCLPF calculationswere performedusing the CDFM methodologyand are documentedin a BVPS-I Reference[6]. 6.4.L CDFM Approach HCLPF values for functionality and anchorageare calculatedfor eachrepresentativecomponent selectedfrom the ESEL. The functional HCLPF for equipmentis basedon experiencedata, GenericEquipment RuggednessData (GERS), test responsedata,and designcriteria. The functional evaluation is supplementedwith the verification of the equipment anchotage following SeismicQualification Utility Group (SQUG)/GIP procedures. The seismicdemandon the equipmentis basedon the floor responsespectranear the equipmentsupportlocation, and the componentdampingvalues as recommendedin EPRI 6041 [4]. The CDFM approachdescribedin EPRI 1019200[ 9] is utilized to obtain the component HCLPF values. The HCLPF capacitiesare statedin terms of a selectedground motion PGA. The CDFM approachis consistentwith EPRI NP-6041-SL [4], updatedto accommodatethe parameterspresentedin Table 6-1. The screeninglevel HCLPF valuesprovided in EPRI 6041 [4] Table 2-4 arepresentedin terms of the 5 Hz spectralaccelerationat the foundationlevel. In accordancewith EPRI 1019200U9], thesevaluesare usedto developmounting level capacityassuminga median structure lSGonsulting {}B\2zol
,rtnt;:#::no Noaember3,201,4 Page34 of 43 amplification factor of 1.5. The ISRS describedin Section 4,2 arecomparedwith this mounting level capacityto develop HCLPF associatedwith the GMRS shape. Anchoragechecksare performedbasedon the spectralaccelerationsat the estimatedequipmentfrequencies.
TABLE 6.1
SUMMARY
OF CONSERVATIVB DETBRMINISTIC FAILURE MARGIN APPROACH (EPRI 1019200, TABLE A.1) TncHNrcALIssun RncorrrvtENDED MnrHop Load Combination Normal + SME. Ground Response Anchor CDFM Capacityto defined responsespectrumshape Spectrum without considerationof spectralshapevariability. Perform seismicdemandanalysisin accordancewith latest SeismicDemand versionof American Societyof Civil Engineers(ASCE) 4. Damping Conservativeestimateof median damping. Structural Model BE (Median) + Uncertainty Variation in Frequency. Soil Structure BE (Median) + ParameterVariation. Interaction Use frequency shifting rather than peak broadeningto In-Structure(Floor) accountfor uncertaintyplus use conservativeestimateof SpectraGeneration mediandamping. Code specifiedminimum strengthor 95o/oexceedanceactual Material Strength strengthif test dataare available. Code ultimate strength(ACI), maximum strength(AISC), ServiceLevel D (ASME), or functional limits. If test data Static Strength are availableto demonstrateexcessiveconservatismof code Equations equationthen use 84% exceedanceof test datafor strength equation. For non-brittle failure modesand linear analysis,use appropriateinelastic energyabsorptionfactor from InelasticEnergy ASCE/SEI 43-05 to accountfor ductility benefits,or perform Absorption nonlinearanalysisand go to 95%oexceedanceductility levels. lSGonsultiro {}Bt"zzo
2734294-R-01,9 Reaision0 Nouember 3,201.4 Page35 of 43 6.4.2 ComponentStructuralCapacity In general,the CDFM approach:
- 1. Developsthe elasticseismicresponse andcomponents for the structures for the ground mot10n.
- 2. Developsstrengthmargin factor using componentcapacitiesas describedin Table 6-1.
a J. Developsinelasticenergyabsorptionfactor basedon ASCE 43-05 or at aboutthe 95 percentexceedanceprobability of ductility levels.
- 4. Calculatesthe CDFM capacityas:
HCLPF1DFM = Fs' Frr'PGA (Equation6-1)
- where,
& - Strengthmargin factor, Fr,: Inelastic energy absorptionfactor The strengthmargin factor is defined as: S-Dns 11
,-s = (Equation6-2)
- where, S- Strength of the structural element Dn, = Non-seismicdemand(normal operatingloads)
Ds = Seismicdemand 6.4.3 FunctionalEvaluations The HCLPF capacitiesfor functionality are basedon the comparisonof the demand(ISRS) with EPRI 6041 [4] screeninglevel HCLPFs, existing analysis,GERS, or test responsespectra. lSSGonsulting {}Blz7o
2734294-R-01,9 Reaision0 Noaember3,20L4 Page36 of 43 The screeninglevel HCLPF valuesprovided in EPRI 6041 [4] Table 2-4 arepresentedin terms of the 5Hzspectral accelerationatthe foundationlevel. In accordancewith EPRI 1019200[19], thesevaluesare usedto developmounting level capacityassuminga median structure amplification factor of 1.5. The ISRS describedin^Section5.2 are comparedwiththis mounting level capacityto developHCLPF associatedwith the GMRS shape. Anchoragechecksare performedbasedon the spectralaccelerationsat the estimatedequipmentfrequencies. Available plant specific seismicqualificationstestsare biaxial and all of the publishedGERS are constructedon the basisof the resultsof previous biaxial testsof similar types of equipment. Thesetestsapply table input motion in one-horizontaldirection and in the vertical direction. For most equipment,for which GERS are available,the vertical test responsespectrum(TRS) areat leastequalto the horizontal TRS. The publishedGERS define the horizontal componentof the table motion, which is, therefore,taken to representthe capacitystatedeither in terms of the vertical or horizontal input. The seismicdemandon equipment,on the other hand, is typically defined by ISRS in three orthogonaldirections,two horizontal and one vertical. The procedureusedto developthe functional capacity comparesthe resultant horizontal and the vertical ISRS separatelywith the GERS or TRS. The minimum seismicmargin is taken to obtain the functional HCLPF capacity. 6.5 FuNcuoNAL Ev,q.LuarIoNS oF RELAyS The only relays applicableto FLEX mitigating strategiesare the relays that automaticallystart the TDAFWP. All other plant control is local at the component. The relays deenergizeSolenoid-Operated Valves (SOVs) that port instrumentair away from two Air-OperatedValves (AOVs) that control the supply of steamto the TDAFWP in parallel steam supply pipes. The AOVs fail open on loss of instrumentair. As instrumentair is not seismic,the failure of air resultsin automaticopeningof the AOVs regardlessof relay function. Therefore, the relays are not included in this evaluation. Theserelays are slaverelays in the solid stateprotection systemand have no lock out function. Additionally,manual control from the control room is availableto the operators,which deenergizesthe SOVs directly, without the needfor any relays. Finally, if DC is lost, suchthat lEShulting {}nt77p;1
2734294-R-019 Reaision0 Noaember 3,201,4 Page37 of 43 thereis no control power availableto the control room, the SOVs fail open,porting air from the AOVs and admitting steamto the TDAFWP. T,q.nularEDESEL HCLPF Vlluns (IxcluDrNG Knv F.qrluRnMonns) Attachment B tabulatesthe HCLPF values for all componentson the ESEL. All HCLPF values exceedthe RLGM. The Table in Attachment B also identifies the methodusedto developthe HCLPF valuesand the controlling failure mode. Most of the controlling failure modesare either anchoragefailure or loss of functionality and do not involve structural integrity. For a limited number of components,the controlling failure mode is the failure of a nearbymasonryblock wall. Thesecasesare also identified in the Table. AESGqrsulting {}Rlz7o
2734294-R-019 Reaision0 Noaember3,2014 Page38 of 43 7.0 INACCESSIBLEITEMS 7.I IUnITTTICATIoN oF ESBL ITEMs INACCESSIBLE FORWALKDOWNS A total of sevenitems in the ESEL were inaccessibleduring walkdownsmainly due to their location in confined spacesand high radiation areas. Table 7-1 providesthe descriptionof the seveninaccessiblecomponents,the reasonfor their inaccessibilityand the criteria implemented to confirm the installedcondition and, therefore,evaluatetheir seismicfragility. The criteria implementedto confirm the installed condition follows EPRI NP 6041 [7], where a number of ways of confirming the installed condition of equipment,including follow up walkdowns, photographicor other confirmatory evidenceis provided. TABLE 7.1
SUMMARY
OF INACCESSIBLEITEMS IN BVPS-I ESEL Rn,lsoNnoR ConlpollENT II) DnscntprloN Rnsor,urIoN IxICCnSSIBLE BF3 Proportional Fragility is calculatedbased High radiation area BV-NE-INI-31 Counter Source on designdocumentationand (RCBX EL 692) RangeDetector installationdrawings [6]. Fragility is calculatedbased BV-TRB-1RC- Loop lA Hot Leg High radiation area on designdocumentationand 4tzBl Narrow Range Rtd (RCBX EL 718) installationdrawinss [6-l. Loop 1A Cold Leg Fragility is calculatedbased BV-TRB-1RC. High radiation area Narrow Range Dual on designdocumentationand 4t2C-D (RCBX EL 7r8) Element Rtd installationdrawines [6.l. Fragility is calculatedbased Incore High radiation area BV-T_C-1il-l on designdocumentationand Thermocouple (RCBX EL 767) installationdrawings [6-l. 1A Steam Fragility is calculatedbased GeneratorWide High radiation area BV-LT-lFW-477 on designdocumentationand RangeLevel (RCBX EL 718) installationdrawings [6]. Transmiffer Fragility is calculatedbased PressurizerRC-Tk- High radiation area BV-LT-IRC-459 on designdocumentationand I Level Transmitter (RCBX EL 718) installationdrawings [6'1. Reviewed plant drawings to RegenerativeHeat High radiation area obtain information for BV-ICH-E-3 (RCBX EL 718) Exchanger structural/anchorage evaluation[6.l. lSGonsulting {}Ftzzo
2734294-R-0L9 Reaision0 Noaember3,201.4 Page39 of 43 8.0 ESEPCONCLUSIONSAND RESULTS The conclusionsand resultsof the ESEP evaluationare presentedin this Section,including the identification of any requiredplant modifications and schedulesfor any follow up actions. 8.1 SupponrrNcIuronmATIoN BVPS-I hasperformedthe ESEP as an interim action in responseto theNRC's 50.54(0 letter [1]. The ESEP demonstratesthat BVPS-1 has additional seismicmargin plant equipmentthat can be relied upon to protect the reactorcore following a beyond designbasis seismicevent. It was performedusing the methodologiesin the NRC endorsedguidancein EPRr3002000704121. The ESEPprovidesan important demonstrationof seismicmargin and expeditesplant safety enhancementsthrough evaluations and potential near-termmodifications of plant equipment that can be relied upon to protect the reactorcore following beyonddesignbasisseismicevents. The ESEPis part of the overall BVPS-I responseto the NRC's 50.54(f)letter [1]. On March 12, z}l4,Nuclear Energy Institute (NEI) submittedto the NRC resultsof a study [7] of seismiccore damagerisk estimatesbasedon updatedseismichazardinformation as it appliesto operating nuclearreactorsin the Central and EasternUnited States(CEUS). The study concludedthat "site-specificseismichazardsshow that there has not beenan overall increasein seismicrisk for the fleet of U.S. plants," basedon the reevaluatedseismichazards. As such,the "current seismic designof operatingreactorscontinuesto provide a safetymargin to withstandpotential earthquakesexceedingthe seismicdesignbasis." The NRC's May 9,2014, NTTF 2.1Screeningand Prioritizationletter [9] concludedthat the "fleetwide seismicrisk estimatesare consistentwith the approachand resultsusedin the Gl-l99 safety/risk assessment."The letter also statedthat "as a result, the staff has confirmed that the conclusionsreachedin Gl- 199 safety/riskassessment remain valid and that the plants can continueto operatewhile additional evaluationsare conducted." nBSGspulting
2734294-R-0L9 Reaision0 Noaember 3,20L4 Page40 of 43 An assessment of the changein seismicrisk for BVPS-l was included in the fleet risk evaluation submittedin the March 12,2014, NEI letter [7], therefore,the conclusionsin the NRC's May 9 letter [9] alsoapply to BVPS-I. In addition,the March 12,2014, NEI letter [7] provided anatlached"Perspectivesonthe Seismic Capacityof OperatingPlants," which ( I ) assesseda numberof qualitativereasonswhy the designof SSCsinherently contain margin beyondtheir designlevel, (2) discussedindustrial seismicexperiencedatabasesof performanceof industry facility componentssimilar to nuclear SSCs,and (3) discussedearthquakeexperienceat operatingplants. The fleet of currently operatingNPPs was designedusing conservativepractices,suchthat the plants have significant margin to withstand large ground motions safely. This has been borne out for those plants that have actually experiencedsignificant earthquakes.The seismic design processhas inherent(and intentional) conservatismswhich result in significant seismicmargins within SSCs. Theseconservatismsare reflectedin severalkey aspectsof the seismicdesign process,including: Safetyfactorsapplied in designcalculations Damping valuesusedin dynamic analysisof SSCs Bounding syntheticTHs for ISRS calculations Broadeningcriteria for ISRS Responsespectraenvelopingcriteria typically usedin SSCsanalysisand testing applications Responsespectrabasedfrequencydomain analysisratherthan explicit TH basedtime domain analysis Bounding requirementsin codesand standards Use of minimum strengthrequirementsof structural components(concrete and steel) Bounding testing requirements Ductile behavior of the primary materials (that is, not crediting the additional capacityof materials,such as steeland reinforcedconcretebeyondthe essentiallyelastic range,etc.) fE@nsulting {}F,l,zzo
2734294-R-019 Reoision0 Noaember 3,201'4 Page41 of 43 Thesedesignpracticescombine to result in margins,suchthat the SSCswill continueto fuIfilI their functions at ground motions well abovethe SSE. The intent of the ESEP is to perform an interim action in responseto the NRC's 50.54(f)letter [1] to demonstrateseismicmarginthroughareviewof a subsetof the plant equipmentthat can be relied upon to protect the reactorcore following beyond designbasis seismicevents. Becausethe SPRA for BVPS-I is alreadyunder woy, the GMRS usedin the SPRA is also usedas the RLGM for the ESEP evaluation. To more fully characterizethe risk impactsof the seismicground motion representedby the GMRS on a plant specific basis,a more detailedseismicrisk assessment(SPRA or risk-basedSMA) is being performed in accordance with EPRI 1025287[0]. As identified in the BVPS-I SeismicHazardand GMRS submittal [3], BVPS-1 screensin for a risk evaluation. The completerisk evaluationwill more completely characterizethe probabilistic seismicground motion input into the plant, the plant responseto that probabilistic seismic ground motion input, and the resulting plant risk characterization. BVPS-1 will completethat evaluationin accordancewith the scheduleidentified in NEI's letter datedApril 9,2013, [8] and endorsedby the NRC in their May 7,2013, letter U ll. IonnunrcATroN oF PLANNEDMournrcATroNs As discussedin Section 6.6 and presentedin Attachment B, all componentson the ESEL have a HCLPF greaterthan the RLGM (0.2ag). Therefore,no modificationsrelatedto the ESEP are planned. MonmrcATroNIurlnuENTATrox ScHnnuln As no modificationsare planned,this Sectionis not applicable. 8.4 Suruu,tRv oF REGULAToRyCounnrrMENTS None ABSGonsulting {}Ftzzo'
2734294-R-01.9 Reuision0 Noaember3,2014 Page42 of 43
9.0 REFERENCES
- 1. NRC (E Leedsand M Johnson)Letter to All Power ReactorLicenseeset a1.,"Requestfor Information Pursuantto Title l0 of the Code of FederalRegulations50.54(f) Regarding Recommendations 2.1,2.3, and 9.3 of the Near-TermTask ForceReview of Insights from the FukushimaDai-Ichi Accident," March l2,2An.
- 2. EPRI, SeismicEvaluation Guidance: AugmentedApproach for the Resolutionof FukushimaNear-Term Task Force Recommendation2.1 - Seismic,Palo Alto, California:
May 2013,3002000704. a J. ABS Consulting and Rizzo Associates,"Probabilistic SeismicHazard Analysis and FoundationInput ResponseSpectraBeaverValley Power Station SeismicProbabilistic Risk AssessmentProject," 2734294-R-003(RIZZO R3 12-4735),Revision l, October31,2014.
- 4. Electric Power ResearchInstitute,"A Methodology for Assessmentof Nuclear Power Plant SeismicMargin," EPRI NP-6041-SL,Revision 1, Palo Alto, California, August 1991.
- 5. Electric Power ResearchInstitute, "Methodology for Developing SeismicFragilities,"
EPRI TR-l03959, June 1994.
- 6. ABS Consulting and Rizzo Associates,"BVPS-I SeismicFragility of ESEP Components,"Calculation 273 4294-C -500/I 2-4735 -C-500, Revision L, 2014.
- 7. Nuclear Energy Institute, A. Pietrangelo,Letter to D. Skeenof the USNRC, "Seismic Core DamageRisk EstimatesUsing the UpdatedSeismicHazardsfor the Operating Nuclear Plants in the Central and EasternUnited States,"March 12,2014.
- 8. Nuclear Energy Institute, A. Pietrangelo,Letter to D. Skeenof the USNRC, "Proposed PathForward for NTTF Recommendation2.l:SeismicReevaluations,"April 9,2413.
- 9. Nuclear RegulatoryCommission,NRC (E Leeds)Letter to All Power ReactorLicensees et al., "screening and Prioritization ResultsRegardingInformation Pursuantto Title 10 of the Code of FederalRegulations50.54(F)RegardingSeismicHazardRe-Evaluationsfor Recommendation2.1 of the Near-Term Task Force Review of Insights from the FukushimaDai-Ichi Accident," May 9,2014.
- 10. EPRI, " seismic Evaluation Guidance: Screening,Priori tization, and Implementation Details (SPID) for the Resolutionof FukushimaNear-TermTask Force Recommendation 2.1: Seismic,"Palo Alto, CA: February2013. 1025287,2013.
AB$Gonsrlting {}F\279
2734294-R-01.9 Reaision0 Noaember 3,2A14 Page43 of 43
- 11. Nuclear RegulatoryCommission,NRC (E Leeds)Letter to NEI (J Pollock), "Electric Power ResearchInstitute Final Draft Report Xxxxxx, "Seismic EvaluationGuidance:
AugmentedApproach for the Resolutionof FukushimaNear-Term Task Force Recommendation2.1: Seismic," as an AcceptableAlternative to the March 12,2012, Information Requestfor SeismicReevaluations,"May 7,2013.
- 12. Newmark, N.M., and W. J Hall 1969,"Seismic Design Criteria for Nuclear Reactor Facilities," Proc. World Conf. EarthquakeEng., 4th,Santiago,Chile, 1969.
- 13. Nuclear RegulatoryCommission,RegulatoryGuide l.92, "Combining Modal Responses and SpatialComponentsin SeismicResponseAnalysis," July 2006.
- 14. Stokoe,K. H., W. K. Choi, and F-Y Menq, 2003, "Summary Report: Dynamic Laboratory Tests: Unweatheredand WeatheredShaleProposedSite of Building 9720-82Y-12 National SecurityComplex, Oak Ridge, Tennessee,"Department of Civil Engineering,The University of Texasat Austin, Austin, Texas,2003.
- 15. ABS Consulting and Paul C. Rizzo Associates,Inc., "Beaver Valley Power StationUnit I Near Term Task Force 2.3 SeismicWalkdown Report," 2734294-R-001 (RIZZO R5 12-4735),Revision 1, September4,2013.
t6. ABS Consulting and Rizzo Associates,"seismic Walkdown of BeaverValley Unit I Nuclear Power Station SeismicPRA Project," 2734294-R-004(RIZZO R6 l2-4735), Revision 1, October 20, 2014.
- 17. BVPS Overall IntegratedPlan (OIP) in Responseto the March 12,2012, Commission Order EA- I 2-049, FirstEnergyCorp., Letter No . L- l 4-25, "FirstEnergyNuclear OperatingCompany's Third Six-Month StatusReport in Responseto Marchl 2,2412 Commission Order Modifying Licenseswith Regardto Requirementsfor Mitigation Strategiesfor Beyond-Design-BasisExternal Events (Order Number EA-12-049)
(TAC Nos. MF0841, MF0842, MF096l, and MF0962)," datedAugust 28,2014.
- 18. U.S. Nuclear RegulatoryCommission,NRC, 2010, "Interim Staff Guidanceon Ensuring Hazard-ConsistentSeismicInput for Site Responseand Soil StructureInteraction Analyses"DC/COL-ISG-0l7, Washington,D.C., March 2010.
- 19. Electric Power ResearchInstitute,"seismic Fragility Applications Guide Update," EPRI Report 1019200,Palo Alto, CA, USA, December2009.
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Enclosure B L-14-401 Expedited Seismic Evaluation Process (ESEP) Report Beaver Valley Power Station - Unit 2 (69 pages follow)
ABSGonsultlng 2734294-R-020 47Rlz71o ExpeditedSeismicEvaluation Process(ESEP)Report BeaverValleyPowerStation- Unat2 November3, 2014 FirstEnergyNuclearOperatingGompany
2734294-R-020 Reaision0 3,201.4 Noaember Page2 of a3 EXPEDITED SEISMIC EVALUATION PROCESS (ESEP)REPORT BEAVERVALLEY POWERSTATION-UNIT 2 ABSG CoNsuLrrNGINC.Rnponr No. 2734294-R-020 RnvrsroN0 R'IZZO Rnponr No. Rll 12-4736 NovnvrBER312014 ABSG CoNSULTINc INC. RIZZO ASSOCIATES lSGonsulting {}R}zzo
273429'i-R-020 Raisbn A Niwamfur 3,.4A1+ APPNOVATS {eporfNamei ExpeditedSeisrnic Evalqalign (ESFP);Rsport Prscos$ BeaverValleyPowerSthtion Unit 2 Setei Novernber 3,24U Rbvisl.oliNo.,: Revision0 F{gpar$EbJt_ lI103j12014 Date Revio.wed byt 7fr'-T ffi 11-/? /zot+ Fauin Beigi (ABSGConsultingInc.) Date
.il / z /?st,t h Keck (F llJ-?nl+
Mohamnred Alvi (FENOC) Approveclbyr ll-/o-l+ EugeneE. Ebeck(F'ENOC) Consulting
2734294-R-020 Reaision0 Noaember3,201.4 Table of Revisions Revision No. Date Description of Revision 0 November 3,2014 Originalissue. fBSGonsulting {}R}z7o
2734294-R-020 Reaision0 Noaember 3,2A'14 Page5 of a3 TABLE OF CONTENTS PAGE LISTOF TABLES .................7 LISTOF FIGURES .........8 Lrsr oF ACRONYMS ................9 1.0 PURPOSE AND OBJECTIVE .....I3 2.0 BRIEF
SUMMARY
OF THE FLEX SEISMICIMPLEMENTATION STRATEGIES..... ............15 3.0 EQUIPMENTSELECTTON PROCESS AND ESEL ........t7 3.1 EqunnreNrSELECTToN PnocpssANDESEL ..........17 4.0 GROUNDMOTIONRESPONSE SPECTRUM .........21 4.1 Plor oFGMRSSueN4rrrED By rHELrcBNsnE ........... .................21 4.2 CoupanrsoN ro SSE.. .......23 5.0 REVIEWLEVELGROLTND MOTION....... .......25 5.1 DpsczuprroN op RLGM SnLscrED . ....25 5.2 MprHooro EsrrMare ISRS........... ...........25 6.0 SEISMICMARGINEVALUATIONAPPROACH....... ..........29 6.1 oFMerHonot-ocrEs Surrrrranny Usp,o..... ..........29 6.2 HCLPFScnppNrNG PRocESS........ ...........30 6.3 Setsrratc Wexoowts AppnoACH .......30 6.4 HCLPFcALCULAnoN pRocESS .......32 6.5 Fu{crroNALEvlr-uarroNs onRnlays... ...........36 6.6 Tneularpn ESELHCLPFVnluEs (INcI-UDING Ks,vFntluRB MooEs) .............36 7.0 INACCESSIBLE ITEMS .......38 7.1 InsNrrprcArroNon ESELrrEMS TNACCESSTBLEFoRwALKDowNS ............38 8.0 ESEPCONCLUSIONS AND RESULTS........... ........39 8.1 SupponrrNc INpoRMArroN ......39 8.2 IopNrrrrcATroNor PI-nNNEDMoorrrcATIoNS.. ....41 8.3 MouncATIoNIrraplpvpNTATroN ScHEnuLE ......... ..............41 ll3Gonsulting ()Rl,z7.o
2734294-R-020 Reaision0 Noaember 3,201.4 Page6 of a3 TABLE OF CONTENTS (coNTINUED) PAGE 8.4 SuvuRRv oF REGULAToRy CotrrvtrMENTS .....41
9.0 REFERENCES
......42 ATTACHMENTA EXPEDITEDSEISMICEQUIPMENTLIST ATTACHMENT B TABULATED HCLPFVALUES AB$Gonsulting
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2734294-R-020 Reaision0 Noaember 3,20'14 Page7 of 43 LIST OF TABLES TABLE NO. TITLE PAGE TABLE 4-I UHRSAND GMRSUSEDIN BVPS.2SPRA,EL 681...............22 TABLE 4-2 SSEHORIZONTALGROUNDMOTION RESPONSE SPECTRUM FORBVPS-2 ........24 TABLE 5.I
SUMMARY
OF GEOTECHNICALPROF'ILEDATA UNDERLYINGTHE BV SITE TABLE 5.2 NORMALIZED STRAINCOMPATIBLESHEAR MODULI AND DAMPING FOR SOIL LTNITSAT THE BV SITE .............27 TABLE 6-I
SUMMARY
OF CONSERVATIVEDETERMINISTIC FAILUREMARGINAPPROACH ...........34 TABLE T.I
SUMMARY
OF INACCESSIBLE ITEMSIN BVPS-2 ESEL ......38 lBSGonsulting {}R}zzo
2734294-R-020 Reaision0 Nouember 3,2014 PageI of 43 LIST OF FIGURES FIGURE NO. TITLE PAGB FIGURE4-I COMPARISONBETWEENGMRSAT CONTROL POINTREPORTEDIN SPIDMARCH 2OT4 SUBMITTALAND GMRSUSEDIN BVPS.2SPRA PROJECT.......... ....22 FIGURE4-2 COMPARISONOF GMRSAND SSEAT CONTROL POINTELEVATION .........24 AlSfuieulting {}Rtzz?
2734294-R-020 Reaision0 3,2014 Noaember Page9 of a3 LIST OF ACRONYMS ABS ABSGCONSULTINGINC. AC ALTERNATINGCURRENT ACI AMERICAN CONCRETEINSTITUTE AFW AUXILIARY FEEDWATERSYSTEM AISC AMERICAN INSTITUTEFOR STEELCONSTRUCTION ANS AMERICANNUCLEARSOCIETY ASCE AMERICAN SOCIETYOF CIVIL ENGINEERS ASDV ATMOSPERHIC STEAMDUMP VALVES ASME AMERICAN SOCIETYOF MECHANICAL ENGINEERS AUX AUXILIARY BUILDING BAST BORICACID STORAGETANKS BFBEE BEYONDDESIGNBASISEXTERNALEVENT BE BESTESTIMATE BVPS BEAVERVALLEY POWERSTATION BVPS-2 BEAVERVALLEY POWERSTATION- UNIT 2 CCP PRIMARY COMPONENTCOOLINGWATER SYSTEM CDFM CONSERVATIVEDETERMINISTICFAILURE MARGIN CEUS CENTRALAND EASTERNUNITED STATES CNTB CONTROLBUILDING DC DIRECTCURRENT DGB DIESELGENERATORBUILDING EL ELEVATION ELAP EXTENDEDLOSSOF ALL ALTERNATING CURRENTPOWER EPRI ELECTRICPOWERRESEARCHINSTITUTE ESEL EXPEDITEDSEISMICEQUIPMENTLIST ESEP EXPEDITEDSEISMICEVALUATIONPROCESS EW EAST-WESTDIRECTION FDB FUEL DECONTAMINATIONBUILDING lBSGonsultilU {}R}z7o
2734294-R-020 Reaision0 3,2014 Noaember Page of 43 L0 LIST OF ACRONYMS (coNTTNUED) FE FINITEELEMENT FENOC FIRSTENERGYNUCLEAR OPERATINGCOMPANY FIRS FOUNDATIONINPUT RESPONSESPECTRA FNC FUELPOOLCOOLINGAND PURIFICATIONSYSTEM FPW FIREPROTECTIONSYSTEM ft FEET ftis FEETPERSECOND g ACCELERATIONOF GRAVITY GERS GENERICEQUIPMENTRUGGEDNESS DATA GIP GENERICIMPLEMENTATIONPROCEDURE GMRS GROUNDMOTIONRESPONSE SPECTRA HCLPF HIGH CONFIDENCEOF LOW PROBABILITYOF FAILURE HVAC HEATING,VENTILATION,AND AIR-CONDITIONING HZ HERTZ ISRS IN.STRUCTURE RESPONSESPECTRA KV KILOVOLT MAFE MEAN ANNUAL FREQUENCYOF EXCEEDANCE MCC MOTORCONTROLCENTER MSVCV MAIN STEAMVALVE AND CABLE VAULT BUILDING NEI NUCLEARENERGYINSTITUTE NPP NUCLEARPOWERPLANT NRC UNITEDSTATESNUCLEARREGULATORYCOMMISSION NS NORTH.SOUTHDIRECTION NSSS NUCLEARSTEAMSUPPLYSYSTEM NTTF NEAR-TERMTASK FORCE NUREG REGULATION U.S.N.R.C. OIP OVERALL INTEGRATEDPLAN lsSGonsulting {}R}zlo
2734294-R-020 Reaision0 Noaember3,201,4 Page11 of 43 LIST OF ACRONYMS (coNTTNUBD) P&ID PROCESS AND INSTRUMENTATIONDIAGRAM pcf POUNDSPERCUBICFOOT PGA PEAK GROUNDACCELERATION PPDWST PRIMARYPLANT DEMINERALIZEDWATER STORAGETANK QSS QUENCHSPRAYSYSTEM RB REACTORBUILDING RCBX REACTORCONTAINMENTSTRUCTURE RCIC REACTORCOREISOLATIONCOOLING RCS REACTORCOOLANTSYSTEM RTZZO P.IZZOASSOCIATES RLGM REVIEWLEVEL GROLTND MOTION RSGB ERFSUBSTATIONDIESELBUILDING SEWS SEISMICEVALUATIONWORK SHEETS SFGB SAFEGUARDS BUILDING SI SEISMICINTERACTION SIS SAFETYINJECTIONSYSTEM SOV SOLENOID-OPERATED VALVE SMA SEISMICMARGIN ASSESSMENT SPRA SEISMICPROBABILISTICRISKASSESSMENT SQUG SEISMICQUALITY UTILTY GROUP SASSI SYSTEMFORANALYSISFOR SOIL STRUCTUREINTERACTION SRSS s QUARE-ROOT-OF-THE- SQUARES SUM-OF-THE-SRT SEISMICREVIEWTEAM SRV SERVICEBUILDING SSCs STRUCTURES, SYSTEMS,AND COMPONENTS SSE SAFESHUTDOWNEARTHQUAKE SSI SOIL STRUCTUREINTERACTION lSSGqrsufting {iRt77o
2734294-R-020 Reuision0 Nouember3,2014 Page12 of 43 LIST OF ACRONYMS (coNTINUED) SWS SERVICEWATER SYSTEM TDAFWP TURBINEDRIVEN AUXILIARY FEEDWATER PUMP TH TIME HISTORY TRS TESTRESPONSE SPECTRUM TURB TURBINEBUILDING UHRS LINIFORMHAZARD RESPONSESPECTRA USNRC LINITEDSTATESNUCLEARREGULATORYCOMMISSION VAC VOLTAGE ALTE,RNATINGCURRENT VLVP VALVE PIT Vs SHEARWAVE VELOCITY AFGqrsulting {}Rtzlo
2734294-R-020 Reaision0 Noaember 3,2014 Page of 43 13 EXPEDITED SEISMIC EVALUATION PROCESSREPORT BEAVER VALLEY POWER STATION - UNIT 2 1.0 PURPOSEAND OBJECTIVE Following the accidentat the FukushimaDai-ichi Nuclear Power Plant (NPP) resulting from the March 11,2011, GreatTohoku Earthquake,and subsequenttsunami,the Nuclear Regulatory Commission(NRC) establisheda Near-Term Task Force (NTTF) to conducta systematicreview of NRC processesand regulationsand to determineif the agencyshouldmake additional improvementsto its regulatorysystem. The NTTF developeda set of recommendationsintended to clarify and strengthenthe regulatory framework for protection againstnatural phenomena. Subsequently,the NRC issueda 50.54(f) letter on March 12,2012 [1], requestinginformation to assurethat theserecommendationsare addressedby all United States(U.S.) NPPs. The 50.54(0 letter requeststhat licenseesand holdersof constructionpermits under 10 CFR Part 50 reevaluatethe seismichazardsat their sitesagainstpresent-dayNRC requirementsand guidance. Dependingon the comparisonbetweenthe reevaluatedseismic hazardand the currentdesignbasis,further risk assessment may be required. Assessment approachesacceptableto the staff include a SeismicProbabilisticRisk Assessment(SPRA), or a SeismicMargin Assessment(SMA). Basedupon the assessment results,the NRC staff will determinewhetheradditional regulatory actionsare necessary. This Report describesthe Expedited SeismicEvaluationProcess(ESEP)undertakenfor Beaver Valley Power Station- Unit 2 (BVPS-2). The intent of the ESEP is to perform an interim action in responseto the NRC's 50.54(f) letter [1] to demonstrateseismicmargin through a review of a subsetof the plant equipmentthat can be relied upon to protectthe reactorcore following beyond designbasisseismicevents. The ESEP is implementedusing the methodologiesin the NRC endorsedguidancein Electric PowerResearchInstitute(EPRD 3002000704[2]. fSGon$lting {}nft1o,
2734294-R-020 Reuision0 Noaember3,2014 Page1-4of 43 The objectiveof this Report is to provide summaryinformation describingthe ESEP evaluations and results. The level of detail provided in the Report is intendedto enableNRC to understand the inputs used,the evaluationsperformed,and the decisionsmadeas a result of the interim evaluations. fBSCoilsutting []R]zTp
2734294-R-020 Reaision0 Noaember 3,201.4 Page75 of a3 2.0 BRIEF
SUMMARY
OF THE FLEX SEISMIC IMPLEMENTATION STRATBGIES The BeaverValley Power Station (BVPS) FLEX strategiesfor ReactorCore Cooling and Heat Removal,ReactorInventory Control/Long-termSubcriticality,and ContainmentFunction are summarizedbelow. This summaryis derived from the BVPS Overall IntegratedPlan (OIP) in responseto the March 12,2012 CommissionOrderEA-12-049t171. During Phasel, ReactorCore Cooling and Heat Removal is accomplishedvia steamrelease from the steamgeneratorswith make-upsuppliedvia the Auxiliary FeedWater System(AFW). The primary plant demineralizedwater storagetank (PPDWST), Turbine Driven Auxiliary Feed Water pump(TDAFWP) and all neededflow paths for feeding steamgeneratorsand the flow paths for steamreleasefrom the steamgeneratorsand steamsupply to the TDAFW pump are protectedfrom all hazards. AFW Flow Control Valves and AtmosphericSteamDump Valves (ASDV) are controlled locally and do not needelectricity or air for local control. During Phase2, cooling water make-upto the PPDWST is via a FLEX portablePumP,with suctionfrom the Ohio River. Make-up water is supplieddirectly to the PPDWST via a new FLEX connectionpoint. The sameReactorCore Cooling and Heat Removal strategyappliesfor Phase3, exceptthat water purification equipmentfrom the National SAFER ResponseCenteris usedto purify the make-upwater to the PPDWST. ReactorInventory Control is maintained through the use of low leakagereactor coolant pump (RCP) seals. Other than installation of the seals,there are no requiredplant modifications. With low leakageseals,make-upto the reactorcoolant system(RCS) is not requiredduring Phase1. During Phase2, ReactorInventory Control/Long-termSubcriticalityis maintainedby pumping boratedwater from the Boric Acid StorageTanks (BAST) to the RCS using a FLEX high pressureportablepump and new FLEX connectionpoints at the BASTs and downstreamof the ChargingPumps. fEGcnsulting {}R}7{,o
2734294-R-020 Reuision0 Nouember3,2014 Page16 of 43 The sameReactorInventory Control/Long-termSubcriticality strategyappliesfor Phase3, exceptNational SAFER ResponseCenterequipmentis usedto mix boratedwater to replacethe contentsof the BASTs. Key parametersare availablein the control room and communicationswill be available between the control room and operatorsthat are controlling the valves locally. Electrical components required to maintain the key parameterindication during PhaseI include the installed safety relatedbatteries,inverters,vital Alternating Current (AC) & Direct Current (DC) buses, instrument racks and control room indicators that are neededfor monitoring key reactor parametersin the control room. A load shedstrategyis employedto increasethe battery life. During Phase2, aFLEX portable generatorsuppliespower to the battery chargersthrough a new FLEX connectionpoint to maintain key parameterindication. The generatorback feedspower throughthe safetyrelated480 Voltage Alternating Current (VAC) electrical distribution system to the battery chargers. There are no FLEX actionsneededto maintain containmentintegrity. Low leakageRCP Seals minimize the energy input into containmentfrom the RCS. Containmentpressureremainsless than 5 pounds per squareinch gauge (psig) after 7 dayspost event. Containment temperature and pressureare addressedin recoveryactions. f3tGonsulting {}Rtzao
2734294-R-020 Reaision0 Noaember 3,2014 Page17 of 43 3.0 EQUIPMENT SELECTIONPROCESSAND ESEL 3.1 EeurpwrENTSnr,ncrroN PRocESsANDESEL The selectionof equipmentto be included on the ExpeditedSeismicEquipment List (ESEL) was basedon installedplant equipmentcreditedin the FLEX strategiesduring Phases1,2, and 3 mitigation of a Beyond Design Basis External Event (BDBEE), as outlined in the BVPS OIP in Responseto the March 12,2012, CommissionOrder EA-l2-049 1171.The OIP providesthe BVPS FLEX mitigation strategyand servesas the basisfor equipmentselectedfor the ESEP. The scopeof "installed plant equipment" includesequipmentrelied upon for the FLEX strategies to sustainthe critical functions of core cooling and containmentintegrity consistentwith the BVPS OIP [17]. FLEX recoveryactionsare excludedfrom the ESEP scopeper EPRI 3002000704I21.The overall list of plannedFLEX modificationsand the scopefor considerationherein is limited to thoserequiredto supportcore cooling, reactorcoolant inventory and subcriticality, and containmentintegrity functions. Portableand pre-stagedFLEX equipment(not permanentlyinstalled) are excludedfrom the ESEL per EPRI 3002000704I21. The ESEL componentselectionfollowed the EPRI guidanceoutlined in Section3.2 of EPRI 3002000704.
- l. The scopeof componentsis limited to that requiredto accomplishthe core cooling and containmentsafetyfunctions identified in Table 3-2 af EPRI 3002000704. The instrumentation monitoring requirementsfor core cooling/containmentsafety functions are limited to thoseoutlined inthe EPRI 3002000704guidance,and are a subsetof those outlinedin the BVPS OIP [7].
- 2. The scopeof componentsis limited to installedplant equipmentand FLEX connections necessaryto implementthe BVPS OIP [17] as describedin,Section2.0.
a J. The scopeof componentsassumesthe creditedFLEX connectionmodifications are implemented,and are limited to thoserequiredto supporta single FLEX successpath; i.e., either "Prim ary" or "Back-up/Alternate".
- 4. The "Primary" FLEX successpath is to be specifred. Selectionof the "Back-up/Alternate" FLEX successpath must be justified.
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2734294-R-020 Reaision 0 Nouember 3,201.4 PageL8 of 43
- 5. Phase3 copingstrategies areincludedin the ESEPscope,whereasrecoverystrategies are excluded.
- 6. Structures, systems, andcomponents (SSC)excludedperthe EPRI 30020007A4l2l guidanceare:
Structures(e.g.,Containment,ReactorBuilding [RB], Control Building [CNTB], Auxiliary Building [AUX], etc.). Piping, cabling, conduit, heating,ventilation, and air-conditioning (HVAC), and their supports. Manual valves and rupture disks. Power-operatedvalves not requiredto changestateas part of the FLEX mitigation strategies. Nuclear steamsupply systemcomponents(e.g.,reactorpressurevesseland internals,RCPs,and seals,etc.).
- 7. For casesin which neither train was specifiedas a primary or back-up strategy,then only one train component(generally 'A' train) is included in the ESEL.
3.1.1 ESEL Development The ESEL was developedby reviewing the BVPS OIP [7] to determinethe major equipment involved in the FLEX strategies.Further reviews of plant drawings (e.g.,Processand InstrumentationDiagrams [P&ID] and Electrical One-Line Diagrams)were performedto identify the boundariesof the flowpaths to be usedin the FLEX strategiesand to identify specific componentsin the flowpaths neededto supportimplementationof the FLEX strategies. Boundarieswere establishedat an electricalor mechanicalisolation device (e.g.,isolation amplifier, valve, etc.) in branchcircuits / branchlines off the defined strategyelectrical or fluid flowpath. P&IDs were the primary referencedocumentsusedto identify mechanical componentsand instrumentation. The flow pathsusedfor FLEX strategieswere selectedand specific componentswere identified using detailedequipmentand instrumentdrawings,piping isometrics,electrical schematicsand one-line drawings,systemdescriptions,designbasis,and documents,etc., as necessary. AB$Gonsslting {}R}27?,
2734294-R-020 Reuision0 Noaember 3,201-4 PageL9 of 43 3.1.2 Power-Operated Valves Page3-3 of EPRI 300200070412)notesthat power-operatedvalves not requiredto changestate are excludedfrom the ESEL. Page3-2 also notesthat "functional failure modesof electricaland mechanicalportions of the installed PhaseI equipmentshould be considered(e.g.,reactorcore isolation cooling [RCIC]/AFW trips)." To addressthis concern,the following guidanceis applied in the BVPS ESEL for functional failure modesassociatedwith power-operatedvalves: Power-operatedvalves that remain energizedduring the ExtendedLoss of all Alternating Current Power (ELAP) events(such as DC poweredvalves),were included on the ESEL. Power-operatedvalves not requiredto changestateas part of the FLEX mitigation strategieswere includedon the ESEL, but indicatedas screening out of evaluation. The seismiceventalso causesthe ELAP event;therefore, the valves are incapableof spuriousoperationas they would be de-energized. o Power-operatedvalves not requiredto changestateas part of the FLEX mitigation strategiesduring Phasel, and are re-energizedand operatedduring subsequentPhases2 and 3 strategies,were not evaluatedfor spuriousvalve operationas the seismiceventthat causedthe ELAP haspassedbefore the valves are re-powered. 3.1.3 Pull Boxes Pull boxeswere deemedunnecessaryto add to the ESELs, as thesecomponentsprovide completelypassivelocationsfor pulling or installing cables. No breaksor connectionsin the cabling are included in pull boxes. Pull boxeswere consideredpart of conduit and cabling, which are excludedin accordancewith EPRI 3002000704I21. 3.1.4 Termination Cabinets Termination cabinets,including cabinetsnecessaryfor FLEX Phase2 andPhase3 connections, provide consolidatedlocationsfor permanentlyconnectingmultiple cables. The termination cabinetsand the internal connectionsprovide a completelypassivefunction; however,the cabinetsare included in the ESEL to ensureindustry knowledge on panel/anchoragefailure vulnerabilitiesis addressed. ABSGqrsulting (}Fl,z,0
2734294-R-020 Reaision0 Noaember 3,2014 Page of 43 20 3.1.5 Critical Instrumentation Indicators Critical indicatorsand recordersare typically physically locatedon panels/cabinetsand are included as separatecomponents;however,seismicevaluationof the instrumentindication may be included in the panel/cabinetseismicevaluation(rule-of-the-box). 3.1.6 Phase2 and Phase3 Piping Connections Item 2 in Section 3.I abovenotesthat the scopeof equipmentin the ESEL includes" . . . FLEX connectionsnecessaryto implement the BVPS OIP [17] as describedin SectionZ." Item 3 in Section -3.,1also notesthat "The scopeof componentsassumesthe creditedFLEX connection modifications are implemented,and are limited to thoserequiredto supporta single FLEX successpath (i.e., either "Primary" or "Back-up/Alternate")." Item 6 in Section 3.0 abovegoeson to explain that "piping, cabling, conduit, HVAC, and their supports"areexcludedfrom the ESEL scopein accordancewith EPRI 3002000704l2l. Therefore,piping and pipe supportsassociatedwith FLEX Phase2 andPhase3 connectionsare excludedfrom the scopeof the ESEP evaluation. However, any active valves in FLEX Phase2 and Phase3 connectionflow path are included in the ESEL. AlSConsulting {}Rr,z19
2734294-R-020 Reaision0 Noaember3,2014 Page2L of 43 4.0 GROUNDMOTION RESPONSESPECTRUM 4.1 Pr,or oF GMRS SusN{trrEDBy rHE LtcnNsnn The BVPS-2 major structuresare foundedin the PleistoceneTerracedepositsor on compacted granularstructuralbackfill at foundationelevationsvarying between681 feet (ft) for the RB to 725 ft for the ServiceBuilding (SRV). The designbasisanalysisappliesthe safeshutdown earthquake(SSE) ground motion at the respectivebuilding foundations. Therefore,the SSE,and the ground motion responsespectra(GMRS), control point elevationis taken to be at the baseof the RCBX, elevation(EL) 681. The bedrock immediately underlying the RCBX foundation (EL 561) is characteizedby shearwave velocities(Vs) of about5,000 feetper second(ff/s). Figure 4-I presentsthe GMRS atthe control point EL 681 and comparesthis to the GMRS reportedin the BVPS-2 March 2014 submittal [3]. The differenceis attributedto:
- 1. The material dampingusedfor the rock material over the upper 500 ft. While the GMRS, reportedin the March 2014, submittal is basedon the low strain damping of 3.2 percent over a 500-foot depth of bedrock,the GMRS usedin the BV-2 SPRA limits this damping value to the upper 100 ft wherethe rock is consideredas weatheredor fractured. Within the depth rangeof 100 ft to 500 ft, a damping of I percentis usedbasedon the unweatheredshaledynamic propertiesfrom Stokoeet al., [14]. Below a depth of 500 ft, linear material behavioris adoptedwith the dampingvalue of 0.5 percentis specified consistentwith the kappaestimatefor the Site.
- 2. The subsurfaceprof,rleusedin the site amplification analysis. While the GMRS, reported in the March 2014, submittal is basedon a profile which extendsfrom the bottom of the RCBX foundationto at depth hard rock, the GMRS usedin the SPRA developsfrom the analysisof the full soil column to plant grade,subsequentlytruncatedto the RB foundationlevel, in accordance with ISG-I7 [18].
Table 4-I presentsthe spectralaccelerationsat selectedfrequenciesdefining the GMRS usedin the ESEP. The developmentof this GMRS is more fully describedin [3]. This GMRS is also being utilized as basisto obtain fragilities in supportof the on-going SPRA. Becausethe GMRS definesthe ground motion at the RCBX foundation,it is also called the RCBX foundationinput responsespectrum(FIRS). f3SGonsulting ()RlzEo
2734294-R-020 Reaision0 Noaember 3, 2014 Page22 of a3 {1i**ww20L3 GMPE,SPRA
- - - 2 0 L 3 G M P ES
, P I DM a r c h Submittal A
19 0.6 g %, ffi
.9 6L 0.4 o
g o.z I E P o.o I 0.10 1.00 10.00 100.00 o CL ltl Frequency (Hz) FIGURE4-I COMPARISON BETWEEN GMRS AT CONTROL POINT REPORTED IN SPID MARCH 2014SUBMITTAL AND GMRS USED IN BVPS-2SPRA PROJECT TABLE 4-I UHRSAND GMRS USEDIN BVPS-2SPRA,EL 681 HontzoNTAL SpncrRAL AccnLERATroN (g) nr rHE FoUNDATToN FnneuENCy ElnvnrroN (Hz) IXIO-AMAFE UHRS 1X1O-5 MAFB UHRS GMRS 0.10 0.0027 0.0069 0.0034 0.13 0.0039 0.0098 0.0049 0.16 0.0057 0.0143 0.0071 0.20 0.0087 0.0213 0.0r07 0.26 0.0136 0.0325 0.0164 0.33 0.0206 0.0481 0.0244 0.42 0.0289 0.0653 0.0333 0.50 0.0359 0.0792 0.0406 0.53 0.03s7 0.0793 0.0406 0.67 0.0370 0.0933 0.0425 0.85 0.0464 0.t073 0.0544 1.00 0.0539 0.1252 0.063 5 1.08 0.0577 0 .l 3 6 8 0.0691 r.37 0.067 5 0.1729 0.08s9 r.74 0.0825 0.2309 0 . 11 2 8 2.21 0.1104 0.3432 0.1641 2 .s0 0.1296 0.4307 0.2033 2.81 0.t642 0.57 45 0.2683 3.56 0.2193 0.9716 0.4543 13$Gonsulting
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2734294-R-020 Reaision0 Nouember3,20L4 Page23 of 43 TABLE 4-1 UHRS AND GMRS USEDIN BVPS-2SPRA,EL 681 (coNTINUED) Honrzolrnl SprcrRAL AccnlBRATIoN (g) lr rHn FoUNDATIoN FnneunNCY Elnv.lrroN (Hz) 1X1O-* ]VIAFEUHRS MAFE UHRS 1X1O-5 GMRS 4.52 0.4214 r.2641 0.6091 s.00 0.4476 t . 2 7t 5 0.6191 5.74 0.4380 1.2228 0.5975 7.28 0.3789 1.1069 0.s360 9.24 0.3272 1.1010 0.s182 10.00 0.3340 t.r160 0.s486 rr.72 0.3720 1.2420 0.5855 14.81 0.3887 1.1434 0.5529 18.87 0.3559 1.0245 0.4975 23.95 0.2994 0.8556 0.4161: 25.00 0.2891 0.836s 0.4058 30.39 0.2709 0 . 75 7l 0.3699 38.57 0.2s06 0.6713 0.3331 48.94 0.23s7 0.6196 0.3064 62.10 0.2136 0.5531 0.2743 78.80 0 .l 8 7 1 0.4879 0.2417 100.00 0.I 765 0.4841 0.2374 Note: MAFE: mean annualfrequencyof exceedance. 4.2 Cowtp,LnISoN To SSE Figure 4-2 comparesthe GMRS with the Site SSE at the control point elevation. The SSF, horizontal spectrumis characterizedbya peak ground acceleration(PGA) of 0.125 acceleration of gravity (g) and a shapederived from the five percent-dampedaverugeresponsespectraof severalaccelerationrecords. This shapeis similar to that suggestedby Newmark, et al., Il2]. The comparisonpresentedon Figure 4-2 illustrates that the maximum ratio of spectral accelerations(GMRS/SSE)is about 2.8 at about l0Hertz (Hz). l3SGonsulting {}Rtzzo
2734294-R-020 Reaision0 Noaember3, 2014 Page24 of 43 TABLE 4-2 SSEHORIZONTAL GROUND MOTION RESPONSESPECTRUM FOR BVPS-2 FnneuENCY SpncrRAL AccnLERATIoN IHzl lel 0.20 0.012 0 .5 0 0.076 2.00 0.325 6.00 0.325 20.00 0.125 100.00 0.125
.A brO v .E 0.6 +,
o L o o fr, 0.4 tE L (, o Ct tn o.z 0.10 1.00 10.00 100.00 (Hz) Frequency FIGURE 4-2 COMPARISONOF GMRS AND SSEAT CONTROL POINT ELEVATION ASGonsuJting
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2734294-R-020 Reaision0 Noaember3,2014 Page25 of 43 5.0 REVIEW LEVEL GROUND MOTION 5.1 DnscruprroNoF ITLGM SnlBcrED The ESEP is being completedas part of the AugmentedApproach becausethe GMRS exceedthe SSE in the I Hz to I 0 Hz range. The ESEP guidance(EPRI-3002000704)allows the use of the GMRS as the review level ground motion (RLGM) in lieu of using scaledSSEresponse spectrumto demonstrateacceptanceof the high confidencelow probability of failure (HCLPF) valuesfor the ESEL components. BecauseBVPS-2 is currently performing a SPRA, the fragilities developedin supportare being usedto the extent applicablealso to accomplishthe ESEP. The SPRA GMRS shown on Figure 4-1 representsthe ground motion input used to obtain new seismic demandon the componentson the ESEL, and to obtain HCLPF and fragilities for the ESEL components. Table 4-1 presentsthe spectralaccelerationsat specific frequenciesdefining the RLGM. 5.2 MnrnoD To ESTIMATnISRS The processfor obtaining in-structureresponsespectra(ISRS) from the building seismicanalysis incorporatesthe effectsof soil structureinteraction(SSf on the seismicresponseof the building structures. SSI analysisemploying the Systemfor Analysis for Soil StructureInteraction (SASSD code was performedfor the buildings of the BVPS-2 becausetheir foundationmat bears on native soils or on ClassA Fill. The analyticalmodel for the SSI analysiscombinesa horizontally layeredrepresentationof the subsurfacesoil column with a finite element(FE) representationof the structure. Table 5-l describesthe elevationsand Vs of the soil layersthat were usedto conductthe site responseanalysisbyRIZZO Associates(P{IZZO) t3l. This analysisdevelopedstrain compatible dynamic propertiesof the subsurfacelayersat the BeaverValley Site, following the normalized curveslisted in Table 5-2. Thesepropertiesare usedin the SSI analysesperformedwith the SASSIcode. ABSGonsulting {}Rtz?o
2734294-R-020 Reuision0 Noaember3,2014 TABLE 5.1
SUMMARY
OF GEOTECHNICAL PROFILE DATA UNDERLYING THE BV SITE (REFERENCE[3]) ELnv,q.rIoN Dnnstrv Mnnr,q.N cov Mnur,q,N (ft) Srru,rn (pcfl V. (ftls) Vs TH (fO 735 StructuralBackfill 136 730 0.25 15.00 720 StructuralBackfill 136 1 , 0 1 5 0.25 3 9.0 1 (ld) PleistoceneUpper and 680.9 t25 1, 1 0 0 0.25 1s.90 Lower Terrace (1e) PleistoceneUpper and 665 136 1,200 0.25 40.00 Lower Terrace (2) M. Pennsylvanian 625 160 5,000 0.20 75.00 Alleeheny Shale (3) L. Pennsylvanlan 550 160 6,026 0 . 1I 200.00 PottsvilleSS, Conglomerate (4) U. Mississippian Mauch 350 155 6,744 0 . 1l 50.00 ChunkShale (5) L. MississippianPocono 420.00 300 155 6,744 0 . 11 Sandst..Conglomerate
-t20 (6a) U. Devonian Interbedded 155 7,112 0 . 11 2874.00 Shale.Sands.Siltstone -2994 (6b) U. Devonian Interbedded 155 6,416 0 . 11 706.00 Shale,Sands,Siltstone -3700 Half Space 168 9,200 AB$ Gonsulting
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2734294-R-020 Reaision0 Noaember 3,2014 Page27 of 43 TABLE 5.2 NORMALIZ,ED STRAIN COMPATIBLE SHEAR MODULI AND DAMPING FOR SOIL UNITS AT THE BV SITE SrnucruRAL PlorsrocENnUppnn PlnrsrocnNn UppnR Srru,n B,l,cxrILI, AND LOWNR TNNNACN ANDLownn Tnnn^Lcn (%) DluprNc D,q,N{ptNc Dluprnc G/G'n"" G/G,n"* ("hl G/G,n"* (%l fhl 0.0001 1.0000 1.49 1.0000 1.26 1.0000 t.02 0.0003 16 0.9968 t.57 0.9977 1.27 0.9982 1.05 0.00100 0.9707 1.84 0.9845 1.50 0.9925 t.26 0.0020 0.9415 2.30 0.9632 1.80 0.9812 1.48 0.00300 0.9123 2.77 0.9419 2.09 0.9699 t.7r 0.0050 0.8663 3.41 0.9070 2.55 0.9412 2.03 0.0070 0.8216 4.05 0.8731 2.99 0.9119 2.35 0.0100 0.7545 5.02 0.8221 3.66 0.8680 2.83 0.0200 0.6419 7.00 0.7224 5.22 0.7805 4.08 0.0300 0.5292 8.98 0.6227 6.79 0.6929 s.33 0.0s00 0.4486 10.89 0.5466 8.45 0.6170 6.78 0.0700 0.3772 12.57 0.4783 9.97 0.547 s 8.14 0.1 0.2702 15.08 0.3760 12.25 0.4431 r0.t7 0.2 0.1961 1 8 . I1 0.277 4 15.30 0.3399 12.95 0.3 0.1228 2t.0s 0.I 789 18.34 0.2353 15.73 I 0.0392 26.60 0.0587 24.68 0.089s 22.67 Note: G/G-u*: shearmodulus(G) normalizedby the low strainshearmodulus(G'n*). A review of existing lumped-massand stiffnessmodels of the BVPS-2 structuresconcludedthat thesemodelswere not sufficiently adequateto use as basisto scalethe building seismic response.Therefore,the building seismicresponseusedin the ESEP (attd in the SPRA) is obtainedusing new FE models of the structures. The analyticalFE models developedhere are basedon geometricinformation, such as configurationof floors and walls, dimensions,wall and slab thicknesses,locations,and size of openings,etc.,taken from appropriatestructurelayout drawings and details. The parametric information, such as the material properties,live loads,equipmentloads,and boundary conditionsare also obtainedfrom drawings,existing reports,and prevalentcodesand standards. ABSGonsulting (lRlzzo
2734294-R-020 Reaision0 Noaember 3,201.4 Page28 of 43 The responsespectraat the respectivefoundation levels representthe foundationinput ground motion. The seismic Category I structuresthat have been analyzedare supportedat the different foundationdepths. Although, the GMRS reportedin [3] appliesonly to the RCBX, the horizontal FIRS were developedfor other structuressupportedat the following elevations: EL 681 for the analysisof the RB F,L703 for the analysesof the AUX and the CNTB 8L713 for the analysesof the DGB, Main SteamValve and Cable Vault Building (MSVCV), and SafeguardsBuilding (SFGB) EL 723.5 for the analysesof the Fuel DecontaminationBuilding (FDB) and SRV The seismicresponse,including the ISRS for the BVPS-2 structuresare developedutilizing the time history (TH) modal synthesisin which the input time histories(TH) representthe horizontal and vertical FIRS at the respectivebuilding foundation levels consistentwith the GMRS describedin,Section4.0. ISRS at selectedlocationsare obtainedseparately,due to three directionsof input motion (X, Y, andZ). The resulting responsespectraare then combinedusing the square-root-of-the-sum-of-the-squares (SRSS)method. For example,the three ISRS at a specific location in North-South (NS) direction resulting from ground motion input; respectively,in the NS, East-West(EW), and vertical directionsare combinedusing SRSS. Subsequently,equipmentHCLPF calculationsand fragility evaluationsare performedbasedon the conservativedeterministicfailure margin (CDFM) approach. In accordancewith EPRI 1019200"SeismicFragilityApplicationsGuide Update" [19], the seismicanalysesare performedusing Best Estimate(BE) structurestiffness,massand damping characteristics,and the BE subsurfaceV5 profile compatiblewith the expectedseismicshearstrains. The resulting ISRS approximatelyrepresentthe 84th percentileresponsesuitablefor use in the CDFM calculations. Details of the developmentof the models,inputs, analysis,and resultsare presentedin ABSG ConsultingInc. (ABS Consulting)Report2734294-R-012,Revision 1,2014. 13$Gonsslting {}Rtzlo
2734294-R-020 Reoision0 Noaember3,2014 Page29 of 43 6.0 SEISMIC MARGIN EVALUATION APPROACH 6.L Sunnvranv oF METHoDoLocIES Usnn The seismicmarginsfor componentson the ESEL [6) aredevelopedfollowing the EPRI guidelinesdescribedin EPRI 6041[4], EPRI TR-103959[5] (Methodologyfor Developing SeismicFragilities)and EPRI 1002988(SeismicFragility Application Guide). Additionally, EPRI 1019200[19] is usedto developmarginsusing the CDFM approach. The ESEL is first groupedto identify similar componentsrelative to equipmentclasses (e.g.,Generic ImplementationProcedure[GIP]), and then sampledfor representativeitems based on the type of equipment,manufacturer,location, and anchorage,etc. Representativesamplesin eachequipmentgroup are then evaluatedto obtain the seismicmarginsusing the EPRI guidelines. The overall strategyfor developingseismicmargins for the various SSCsis as follows:
- 1. Perform screeningverification walkdown to documentthat caveatsassociatedto generic fragilities are met and perform anchoragecalculations.
- 2. Develop the HCLPF capacitiesbasedon availableexperiencedata,publishedgeneric ruggednessspectra,designcriteria documents,and designanalysis.
a J. Rank the componentsbasedon preliminary results.
- 4. Perform improved analysisof selectedequipment.
A number of componentson the ESEL arebreakersand switchesthat are housedina"parent" component,such as a motor control center(MCC) or switchgear. For the purposesof this evaluation,calculationsare not explicitly performedfor thesehousedcomponents.Instead,their HCLPF is assignedbasedon the parentcomponent. Seismicwalkdowns as describedin EPRI NP 6041 [4] are performedfor all "parent" componentson the ESEL t6l. SomeESEL componentswere walked down in February2013, in fsSGonsulting {}Rtzzo
2734294-R-020 Reaision0 Noaember3,20L4 Page30 of 43 supportof SPRA, ffid thesewalkdowns were credited,where applicable. The remaining componentswere walked down in May 2014, during a plant refueling outage. HCLPF calculationsare performedfor all "parent" components[6], as describedin,Section 6.3, which describesthe CDFM approach,and the calculationof structuraland functionalcapacities. 6.2 HCLPF SCRBnNINGPROCESS No componentswere screenedout basedon ruggedness.Rather,the screeninglevel HCLPFs provided in Table 2-4 of EPRI 6041 [4] were utilized to developmounting level capacities. HCLPF valuesare then calculatedfor eachcomponenton the ESEL, as describedinSection 6.3. 6.3 Snrsulc W^q.lr<nowNAppno,q,cH 6.3.1 SeismicWalkdown Approach The seismicwalkdowns of BVPS-2 were performedin accordancewith the criteria provided in Section5 of EPRI 3002000704 l2l, which refersto EPRI NP-604I 17)for the SMA process. The proceduresusedfor different equipmentcategoriesare summarizedbelow. The SeismicReview Team (SRT) reviewedequipmenton the equipmentwalkdown list that were reasonablyaccessibleand in non-radioactiveor moderatelyradioactiveenvironments. For componentsin high radioactiveenvironments,a smallerteam, and more hurried reviews were employed. For componentsthat were not accessible,the equipmentinspectionrelied on alternate means,such as photographsand plant qualification documents. In the eventthe walkdown team had a reasonablebasisfor assumingthat a group of components were similar and similarly anchored,a single representativecomponentout of this group was selectedfor examination. The similarity of a group of items was establishedbasedon equipment construction,dimensions,locations,seismicqualification requirement,anchoragetype, and configurations. The "similarity basis" was plannedto be confirmed during walk bys, which would also record anomaliesin installation or presenceof seismicinteraction,if any. The representativeitem was targetedfor a thorough review and documentation.All "representative" and "walk by" items were fullv documentedin SeismicEvaluation Work Sheets(SEWS). lStGqrsulting {}R{zz9'1
2734294-R-020 Reoision0 Noaember 3,2014 Page31.of 43 The SRT performed the walkdowns in an ad hoc manner. For eachrepresentativecomponent, the SRT performeda thorough inspectionand recordedinformation relatedto anchorage,load path configuration,and any potential seismicvulnerability associatedto the componentseismic capacity. Thesedetailsrecordedin SEWS were subsequentlyusedto verify as-built conditions and determineseismicfragilities. The 100 percent"walk by" is to look for outliers, lack of similarity, anchoragewhich is different from that shown on drawingsor prescribedin criteria for that component,potential SI [Seismic Interactionl] problems,situationsthat are atodds with the team members'past experience,and any other areasof seriousseismicconcern. If any such concernssurface,then the limited sample size of one componentof eachtype for thorough inspectionwill have to be increased.The increasein samplesize,which should be inspected,will dependupon the number of outliers and different anchorages,etc., which are observed. It is up to the SRT to ultimately selectthe sample size sincethey arethe oneswho are responsiblefor the seismicadequacyof all elementswhich they screenfrom the margin review. Walk bys also serveto provide the SRT with the sufficient degreeof confidencein relation to plant maintenanceand constructionpractices. This is especiallyusedto reinforcethe engineeringjudgment applied for the fragility assessment of inaccessiblecomponents.However, in casequestionableconstructionpracticesare observedin the SSCs,then the systemor componentclassmust be inspectedin closer detail until the systematicdef,rciencyis defined. For eachitem on the equipmentwalkdown list, a specific SEWS was preparedcovering the different caveats.Each SEWS consistsof: Generaldescriptionof the equipment: EquipmentID, Name, Equipment Category,and Building/Floor/Room Equipment Evaluation Caveats EPRI 3002000704lzlPage 5-4 limits the ESEP SI reviews to "nearby block walls" and "piping attachedto tanks," which are reviewed "to addressthe possibility of failures due to differential displacements."Other potential SI evaluationsare "deferred to the full seismicrisk evaluationsperformedin accordancewith EPRI 1025287[l5]." ASGonsulting {}Rtz19
2734294-R-020 Reaision0 Noaember 3,2AL4 Page32 of 43 Equipment Anchorage SeismicInteractionIssues A databaseof SEWS was developedin an electronicformat using iPad Computersto facilitate entry of the information collectedduring the walkdowns. The databaseincludesthe record of equipmentqualifications,walkdown observations,and photographs. 6.3.2 Application of Previous Walkdown Information Previousseismicwalkdowns were usedto supportthe ESEP seismicevaluations. Someof the componentson the ESEL were included in the NTTF 2.3 seismicwalkdowns [15] and SPRA seismicwalkdowns [16]. Thosewalkdowns were recentenoughthat they did not needto be repeatedfor the ESEP. 6.3.3 SignificantWalkdownFindings Consistentwith the guidancefrom NP-6041 [7], no significant outliers or anchorageconcerns were identified during the BVPS-2 seismicwalkdowns. The SRT did not identify any potential seismicvulnerabilitiesassociatedto any of the screened-inESEL componentsin BVPS-2. 6.4 HCLPF CALCULATIoNPROCESS ESEL items in the BVPS-2 were evaluatedusing the criteriain EPRI NP-6041 [4]. Those evaluationsincludedthe following steps: o Performing seismiccapability walkdowns for equipmentto verify the installed plant conditions o Performing screeningevaluationsusing the screeningtablesin EPRI NP-6041 as describedin Section 6.2
. PerformingHCLPF calculationsconsideringvarious failure modesthat include both structuralfailure modes(e.g.,anchorage,and load path, etc.) and functional failure modes lBtGonsufting
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2734294-R-020 Reaision0 Noaember3,2014 Page33 of 43 All HCLPF calculationswere performedusing the CDFM methodologyand are documentedin a BVPS-2 Reference[6]. 6.4.1 CDFM Approach HCLPF values for functionality and anchorageare calculated for eachrepresentativecomponent selectedfrom the ESEL. The functional HCLPF for equipmentis basedon experiencedata, GenericEquipmentRuggednessData (GERS), test responsedata,and designcriteria. The functional evaluation is supplementedwith the verification of the equipment anchorage following SeismicQualification Utility Group (SQUG)/GIP procedures.The seismicdemandon the equipment is basedon the floor responsespectranear the equipment support location, and the componentdampingvaluesas recommendedin EPRI 6041 [4]. The CDFM approachdescribedin EPRI 1019200[l9] is utilized to obtainthe component HCLPF values. The HCLPF capacitiesare statedin terms of a selectedground motion PGA. The CDFM approachis consistentwith EPRI NP-6041-SL [4], updatedto accommodatethe parameterspresentedin Table 6-1. The screeninglevel HCLPF valuesprovided in EPRI 6041 [4] Table 2-4 arepresentedin terms of the 5Hz spectralaccelerationatthe foundationlevel. In accordancewith EPRI 1019200[19] thesevaluesare usedto developmounting level capacityassuminga median structure amplificationfactor of 1.5. The ISRS describedinSection4.2 are comparedwith this mounting level capacityto developHCLPF associatedwith the GMRS shape. Anchoragechecksare performedbasedon the spectralaccelerationsat the estimatedequipmentfrequencies. lEGonsutting {}RtT7p
2734294-R-020 Reaision0 Nouember3,2014 Page34 of a3 TABLE 6.1
SUMMARY
OF CONSERVATIVE DETERMINISTIC FAILURE MARGIN APPROACH (BPRI 1019200, TABLE 4.1) TncnNrcALIssun RncomuENDEDMnrson Load Combination Normal + SME. Ground Response Anchor CDFM Capacityto definedresponsespectrumshape Spectrum without considerationof spectralshapevariability. Perform seismicdemandanalysisin accordancewith latest SeismicDemand versionof American Societyof Civil Engineers(ASCE) 4. Damping Conservativeestimateof median damping. StructuralModel BE (Median) + UncertaintyVariation in Frequency. Soil Structure BE (Median) + ParameterVariation. Interaction Use frequency shifting rather than peak broadeningto In-Structure(Floor) account for uncertainty plus use conservativeestimateof SpectraGeneration median damping. Code specifiedminimum strengthor 95o/oexceedanceactual Material Strength strengthif test dataare available. Code ultimate strength(ACI), maximum strength(AISC), ServiceLevel D (ASME), or functional limits. If test data Static Strength are availableto demonstrateexcessiveconservatismof code Equations equation then use 840/oexceedanceof test datafor strength equation. For non-brittle failure modesand linear analysis,use appropriateinelasticenergyabsorptionfactor from InelasticEnergy ASCE/SEI 43-05 to accountfor ductility benefits,or perform Absorption nonlinearanalysisand go to 95o/oexceedanceductility levels. 6.4.2 ComponentStructuralCapacity In general,the CDFM approach:
- 1. Developsthe elastic seismicresponsefor the structuresand componentsfor the ground motion.
- 2. Developsstrengthmargin factor using componentcapacitiesas describedin Table 6-1.
fBSGsrsulting {}R}2'z-9
2734294-R-020 Reaision0 Noaember 3,20L4 Page35 of 43
- 3. Developsinelasticenergyabsorptionfactor basedon ASCE 43-05or at about the 95 percentexceedanceprobability of ductility levels.
- 4. Calculatesthe CDFM capacityas:
HCLPF1DFM : Fs' Frr'PGA (Equution 6-1)
- where,
& - Strengthmargin factor, F, : Inelasticenergyabsorptionfactor The strengthmargin factor is defined as: S-Dns Fj- (Equation 6-2)
- where, c- Strengthof the structural element Dn, = Non-seismicdemand(normal operatingloads)
Ds- Seismicdemand 6.4.3 Functional Evaluations The HCLPF capacitiesfor functionality are basedon the comparisonof the demand(ISRS) with EPRI 6041 [4] screeninglevel HCLPFs, existing analysis,GERS, or test responsespectra. The screeninglevel HCLPF valuesprovided in EPRI 6041 [4] Table 2-4 arepresentedin terms of the 5 Hz spectralaccelerationat the foundationlevel. In accordancewith EPRI 1019200[19], thesevaluesare usedto developmounting level capacityassuminga median structure amplification factor of 1.5. The ISRS describedin Section 5.2 arecomparedwith this mounting level capacityto develop HCLPF associatedwith the GMRS shape. Anchoragechecksare performedbasedon the spectralaccelerationsat the estimatedequipmentfrequencies. Available plant specific seismicqualificationstestsare biaxial and all of the publishedGERS are constructedon the basisof the resultsof previousbiaxial testsof similar types of equipment. llESGonsulting (:Rt77o
2734294-R-020 Reaision0 Noaember 3,2014 Page36 of 43 Thesetestsapply table input motion in one-horizontaldirection and in the vertical direction. For most equipment,for which GERS are available,the vertical test responsespectrum(TRS) are at leastequalto the horizontal TRS. The publishedGERS define the horizontal componentof the table motion, which is, therefore, taken to representthe capacity statedeither in terms of the vertical or horizontal input. The seismicdemandon equipment,on the other hand, is typically defined by ISRS in three orthogonaldirections,two horizontaland one vertical. The procedureusedto developthe functional capacity comparesthe resultant horizontal and the vertical ISRS separatelywith the GERS or TRS. The minimum seismicmargin is taken to obtain the functional HCLPF capacity. 6.5 F UNcTIoNAL Bv.l,r,u,q.TIoNSoF RELAvS The only relays applicableto FLEX mitigating strategiesarethe relays that automaticallystart the TDAFWP. All other plant control is local at the component. The relays deenergizeSolenoid-OperatedValves (SOVs) that directly control the supply of steamto the TDAFWP. Sincethe Vital DC power systemis safetyrelatedand seismic,the SOVs remain energizedand closed until the relays signal the SOVs to open and admit steamto the TDAFWP. Therefore,theserelays were included for analysis. Both the relays that actuate on undervoltageof the 4KV bussesthat supply power to the normal main feed pumps and the relaysthat actuateon low steamgeneratorwater level were included for the AS/G only, as only one successpath is requiredfor this evaluation. Theserelays are slaverelays in the solid stateprotectionsystemand have no lock out function. Additionally, manualcontrol from the control room is availableto the operators,which deenergizesthe SOVs directly, without the needfor any relays. Finally, if DC is lost, suchthat there is no control power availableto the control room, the SOVs fail open,directly admitting steamto the TDAFWP. 6.6 T,tnuuq,TED ESEL HCLPF V,tluns (Ixcr,uDINGKnv F,qJLunn Monns) Attachment B tabulatesthe HCLPF valuesfor all componentson the ESEL. All HCLPF values exceedthe RLGM. The Table in Attachment B also identifies the method usedto developthe lBSGonsulting {}Rr,z7o
2734294-R-020 Reuision0 3,201-4 Noaember Page37 of 43 HCLPF valuesand the controlling failure mode. Most of the controlling failure modesare either anchoragefailure or loss of functionality and do not involve structural integrity.
2734294-R-020 Reaision0 Nouember 3,2014 Page38 of 43 7.0 INACCESSIBLE ITEMS 7.1 InnNrrrrcATroN oF ESBL rrnMs TNACCESSIBLE FoRwALKDowNS A total of sevenitems in the ESEL were inaccessibleduring walkdowns, mainly due to their location in confined spacesand high radiation areas. Table 7-1 providesthe descriptionof the seveninaccessiblecomponents,the reasonfor their inaccessibilityand the criteria implemented to confirm the installed condition and, therefore,evaluatetheir seismicfragility. The criteria implementedto confirm the installedcondition follows EPRI NP 6041 I7l, where a number of ways of confirming the installed condition of equipment,including follow up walkdowns, photographicor other confirmatory evidenceis provided. TABLE 7-1
SUMMARY
OF INACCESSIBLBITEMS IN BVPS.2ESEL RnnsoNnon CovrpoxnnrID DnscnrprroN Rnsor,uuoN Itrt.l,ccnssIBLE Neutron Element- High radiation Fragility is calculatedbased BV.2NMS-NE31 SourceRange area(RCBX EL on designdocumentationand Neutron Monitor 6e2) installationdrawines [6.l. High radiation Fragility is calculatedbased Incore BV-2RCS.TEO1E area(RCBX EL on designdocumentationand Thermocouple 692) installationdrawines [6-l. High radiation Fragility is calculatedbased React Clnt Hot BV-2RCS-TE413 area(RCBX EL on designdocumentationand LegLP 21 732\ installationdrawings [6]. ReactClnt Cold High radiation Fragility is calculatedbased BV.2RCS-TE41O Leg LP 21 Temp area(RCBX EL on designdocumentationand Element 732\ installationdrawines [6-l. SteamGenerator High radiation Fragility is calculatedbased BV-2FWS-LT474 21aLevel area(RCBX EL on designdocumentationand Transmitter 738) installationdrawines [6]. (2rcs*Sg2la) High radiation Fragility is calculatedbased BV-2FWS-LT477 Wide RangeLevel area(RCBX EL on designdocumentationand Transmitter 767\ installationdrawings [6-l. Reviewedplant drawingsto High radiation RegenerativeHeat obtain information for BV.2CHS-E23 area(RCBX EL Exchanger structural/anchorage 7 18 ) evaluation16l. ls$Gonsulting {}R,z7o
2734294-R-020 Reaision0 3,20L4 Noaember Page39 of 43 8.0 ESEPCONCLUSIONSAND RESULTS The conclusionsand resultsof the ESEPevaluationare presentedin this Section,including the identification of any requiredplant modificationsand schedulesfor any follow up actions. 8.1 SupponrrNc INponnrATroN BVPS-2 has performedthe ESEP as an interim action in responseto the NRC's 50.54(f) letter [1]. The ESEP demonstratesthat BVPS-2 has additional seismicmarginplant equipment that can be relied upon to protectthe reactorcore following a beyond designbasisseismicevent. It was performedusing the methodologiesin the NRC endorsedguidancein EPRr3002000704l2l. The ESEP provides an important demonstrationof seismicmargin and expeditesplant safety enhancementsthrough evaluationsand potential near-term modifications of plant equipmentthat can be relied upon to protect the reactorcore following beyond designbasisseismicevents. The ESEP is part of the overall BVPS-2 responseto theNRC's 50.54(f)letter [l]. On March12, 2}l4,Nuclear Energy Institute (NEI) submittedto the NRC resultsof a study l7l of seismiccore damagerisk estimatesbasedon updatedseismichazardinformation as it appliesto operating nuclearreactorsin the Central and EasternUnited States(CEUS). The study concludedthat "site-specific seismichazardsshow that there has not beenan overall increasein seismicrisk for the fleet of U.S. plants," basedon the reevaluatedseismichazards. As such,the "current seismic design of operating reactorscontinuesto provide a safety margin to withstand potential earthquakesexceedingthe seismicdesignbasis." The NRC's May 9,2014, NTTF 2.1Screeningand Prioritizationletter [9] concludedthat the "fleetwide seismicrisk estimatesare consistentwith the approachand resultsusedin the Gl- 199 safety/riskassessment."The letter also statedthat "as a result, the staff has confirmedthat the conclusionsreachedin Gl- 199 safety/riskassessment remain valid and that the plants can continueto operatewhile additionalevaluationsare conducted." fBSGsrsulting {}Rt,zzp
2734294-R-020 Reaision0 Noaember 3,2014 Page40 of 43 An assessment of the changein seismicrisk for BVPS-2 was included in the fleet risk evaluation submittedin the March 12,2014,NEI letter [7], therefore,the conclusionsin the NRC's May 9 letter [9] also apply to BVPS-2. In addition, the March 12,2014,NEI letter [7] provided an attached"Perspectiveson the Seismic Capacityof OperatingPlants,"which (l) assesseda number of qualitativereasonswhy the designof SSCsinherently contain margin beyondtheir designlevel, (2) discussedindustrial seismicexperiencedatabasesof performanceof industry facility componentssimilar to nuclear SSCs,and (3) discussedearthquakeexperienceat operatingplants. The fleet of currently operatingNPPS was designedusing conservativepractices,such that the plants have significant margin to withstand large ground motions safely. This hasbeenborne out for thoseplants that have actually experiencedsignificant earthquakes.The seismicdesign processhas inherent(and intentional)conservatismswhich result in significant seismicmargins within SSCs. Theseconservatismsare reflectedin severalkey aspectsof the seismicdesign process,including: Safetyfactorsapplied in designcalculations Damping valuesusedin dynamic analysisof SSCs Bounding syntheticTHs for ISRS calculations Broadeningcriteria for ISRS Responsespectraenvelopingcriteria typically used in SSCsanalysisand testing applications
. Responsespectrabasedfrequencydomain analysisrather than explicit TH basedtime domain analysis Bounding requirementsin codesand standards Use of minimum strengthrequirementsof structuralcomponents(concrete and steel)
Bounding testingrequirements Ductile behaviorof the primary materials(that is, not crediting the additional capacityof materials,suchas steeland reinforced concretebeyondthe essentiallyelasticrange,etc.) ABSGoneulting {}81279
2734294-R-020 Reuision0 Noaember 3,2014 Page41.of 43 Thesedesignpracticescombineto result in margins, suchthat the SSCswill continueto fulfil1 their functions at ground motions well abovethe SSE. The intent of the ESEP is to perform an interim action in responseto the NRC's 50.54(0 letter [1] to demonstrateseismicmargin through a review of a subsetof the plant equipmentthat can be relied upon to protect the reactorcore following beyond designbasis seismicevents. Becausethe SPRA for BVPS-2 is alreadyunder w&y, the GMRS usedin the SPRA is also usedas the RLGM for the ESEP evaluation. To more fully characterizethe risk impactsof the seismicgroundmotion representedby the GMRS on a plant specific basis,a more detailedseismicrisk assessment (SPRA or risk-basedSMA) is being performedin accordance with EPRI 1025287[0]. As identified in the BVPS-2 SeismicHazardand GMRS submittal [3], BVPS-2 screensin for a risk evaluation. The completerisk evaluationwill more completely characterizetheprobabilisticseismicground motion input into the plant, the plant responseto that probabilistic seismicgroundmotion input, and the resultingplant risk characterization. BVPS-2 will completethat evaluationin accordancewith the scheduleidentified in NEI's letter datedApril9,2013, [8] andendorsedbytheNRCintheirMay 7,2013 letter[11]. 8.2 IunNrrnICATroN oF PLANNEDMontnICATIoNS As discussedin Section 6.6 and presentedinAttachment B, all componentson the ESEL have a HCLPF greaterthan the RLGM (0.2ag). Therefore,no modificationsrelatedto the ESEP are planned. 8.3 MoornrcATIoN IruplnnaENTATIoN ScHEDULE As no modifications are planned,this Sectionis not applicable. 8.4 Suurnnany oF RncularoRy CommrrMENTs None ABSGonsufring {}Rtzzo
2734294-R-020 ReuisionA Noaember 3,201.4 Page42 of a3 9.0 REFBRENCES
- 1. NRC (E,Leedsand M Johnson)Letter to All Power ReactorLicenseeset al., "Requestfor Information Pursuantto Title l0 of the Code of FederalRegulations50.54(0 Regarding Recommendations2.l,2.3and 9.3 of the Near-TermTask ForceReview of Insightsfrom the FukushimaDai-Ichi Accident," March 12,2012.
- 2. EPRI, SeismicEvaluationGuidance:AugmentedApproach for the Resolutionof FukushimaNear-TermTask Force Recommendation2.1 - Seismic.Palo Alto, California:
May 2013,3002000704. J. ABS Consultingand Rizzo Associates,"Probabilistic SeismicHazardAnalysis and FoundationInput ResponseSpectraBeaverValley Power StationSeismicProbabilistic Risk AssessmentProject,"2734294-R-003(RIZZO R3 12-4735),Revision l, October31,2014.
- 4. EPRI, "A Methodology for Assessmentof Nuclear Power Plant SeismicMargin," EPRI NP-6041-SL,Revisionl, PaloAlto, California,August 1991.
- 5. EPRI, "Methodologyfor DevelopingSeismicFragilities,"EPRI TR-l03959, June 1994.
- 6. ABS Consultingand Rizzo Associates,"BVPS-2 SeismicFragility of ESEP Components, " Calculation 273 4294 -C-502I 12-4735-C- 5 02, Revision l, 20I 4 .
- 7. Nuclear Energy Institute,A. Pietrangelo,Letterto D. Skeenof the USNRC, "Seismic Core DamageRisk EstimatesUsing the UpdatedSeismicHazardsfor the Operating Nuclear Plantsin the Central and EasternUnited States,"March 12,2014.
- 8. Nuclear Energy Institute,A. Pietrangelo,Letter to D. Skeenof the USNRC, "Proposed PathForwardfor NTTF Recommendation 2.1: SeismicReevaluations," April 9,2013.
- 9. Nuclear RegulatoryCommission,NRC (E Leeds)Letter to All Power ReactorLicensees et al., "screening and Prioritization ResultsRegardingInformation Pursuantto Title 10 of the Code of FederalRegulations50.54(F)RegardingSeismicHazardRe-Evaluationsfor Recommendation2.1 of the Near-Term Task Force Review of Insights From the FukushimaDai-Ichi Accident," May 9,2014.
- 10. EPRI, "seismic EvaluationGuidance: Screening,Priori tization, and Implementation Details (SPID) for the Resolutionof FukushimaNear-Term Task Force Recommendation 2.1: Seismic,"Palo Alto, CA: February2013, 1025287,2013.
- 11. Nuclear RegulatoryCommission,NRC (E Leeds)Letter to NEI (J Pollock), "Electric Power ResearchInstitute Final Draft Report Xxxxxx, "seismic EvaluationGuidance:
AugmentedApproach for the Resolutionof FukushimaNear-Term Task Force l3SConeuhilq {}Rt:zTg
2734294-R-020 Reaision0 Nouember 3,201-4 Page43 of 43 Recommendation2.1: Seismic," as an AcceptableAlternative to the March 12,2012, InformationRequestfor SeismicReevaluations,"May 7,2013.
- 12. Newmark, N.M and W. J Hall 1969,"Seismic Design Criteria for Nuclear Reactor Facilities," Proc. World Conf. EarthquakeEng., 4th,Santiago,Chile, 1969.
- 13. Nuclear RegulatoryCommission,RegulatoryGuide l.92, "Combining Modal Responses and SpatialComponentsin SeismicResponseAnalysis," July 2006.
t4. Stokoe,K. H., W. K. Choi, and F-Y Menq, 2003, "Summary Report: Dynamic LaboratoryTests:Unweatheredand WeatheredShaleProposedSite of Building 9720-82Y-l2 National Security Complex, Oak Ridge, Tennessee,"Department of Civil Engineering,The University of Texasat Austin, Austin, Texas,2043.
- 15. ABS Consultingand Paul C. Rizzo Associates,Inc., "Beaver Valley Power StationUnit 2 Near Term Task Force2.3 SeismicWalkdown Report," 2734294-R-008 (RIZZO R5 l2-4736), Revision 1, September4,2013.
- 16. ABS Consultingand Rizzo Associates,"seismic Walkdown of BeaverValley Unit2 NuclearPower StationSeismicPRA Project,"2734294-R-01 l (RIZZO R6 l2-4736),
Revision l - 2014.
- 17. BVPS Overall IntegratedPlan (OIP) in Responseto the March 12,2012, Commission Order EA- 12-049,FirstEnergyCorp., Letter No. L-14-25, "FirstEnergyNuclear OperatingCompany'sThird Six-Month StatusReport in Responseto March 12,2012 CommissionOrder Modifying Licenseswith Regardto Requirementsfor Mitigation Strategiesfor Beyond-Design-BasisExternal Events (Order Number EA- 12-049)
(TAC Nos. MF084l, MF0842,MF096l, and MF0962),"datedAugust28,2014.
- 18. U.S. Nuclear RegulatoryCommission,"Interim Staff Guidanceon Ensuring Hazard-ConsistentSeismicInput for Site Responseand Soil StructureInteraction Analyses"DC/COL-ISG-017,Washington,D.C., March 2010.
- 19. Electric Power ResearchInstitute, "seismic Fragility Applications Guide Update," EPRI Report 1019200,Palo Alto, CA, December2009.
lFGonsulting {}R\zzo
ATTACHMENTA: EXPEDITED SEISMIC EQUIPMENT I,IST lSGonsulting {}Rtz79
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FENOC 76 SouthMain Street FirstEnergyNuclear Operating Company Akron, Ohio 44308 Peter P. Serlialll Presidentand ChiefOperatingOfficer December 19,2014 L-14-401 10cFR50.54(0 ATTN: Document ControlDesk U.S.NuclearRegulatory Commission 11555Rockvilfe Pike Rockville,MD 20852 t
SUBJECT:
BeaverValleyPowerStation,UnitNos.1 and2 DocketNo.50-334,LicenseNo. DPR-66 DocketNo.50-412,LicenseNo. NPF-73 Davis-Besse NuclearPowerStation DocketNo.50-346,LicenseNo. NPF-3 PerryNuclearPowerPlant DocketNo.50-440,LicenseNo. NPF-58 FirstEnersy NuclearOperatinq Companv(FENOC)Expedited SeismicEvaluation Process (ESEP) Reports,Responseto NRCRequestfor Information Pursuantto 10 CFR50.54(flReoardinq Recommendation 2.1of the Near-Term TaskForce(NTTF) Reviewof Insiqhtsfromthe FukushimaDaijchiAccident On March12,2A12,the NuclearRegulatory Commission (NRC)issuedReference 1 to all power reactorlicenseesand holdersof construction permitsin activeor deferred status. Enclosure1 of Reference1 requestedeachaddresseeto reevaluate the site seismichazardusingupdatedseismicinformation and present-day guidance regulatory and methodologies and,if necess?ry,to performa riskevaluation. In Reference 2, the NuclearEnergyInstitute(NEl)requested NRCagreement to a path forwardto completethe seismicreevaluations. This path forward,an augmented approachto responding to Reference 1, includeduseof a deterministicESEPas presentedin the ElectricPowerResearchInstitute(EPRI)draftreport,Seismic EvaluationGuidance:AugmentedApproachfor fhe Resolutionof FukushimaNear-Termlask ForceRecommendation 2.1: Seismic.NEIalsoproposedthatthe ESEP reportsfor Centraland EasternU.S.plantswouldbe submitted to the NRCby December31,2014. In Reference 3, the NRCagreedwiththe pathforwardandthe augmented approachpresentedin the EPRIreport,whichwas subsequently issuedas EPRIReport300200A704 (Reference 4).
BeaverValleyPowerStation,UnitNos.1 and2 Davis-Besse NuclearPowerStation PerryNuclearPowerPlant L-14401 Page2 FENOCusedthe guidancein Reference 4 to developthe ESEPreportsfor Beaver ValleyPowerStation(BVPS)UnitNo. 1, BVPSUnitNo.2, Davis-Besse NuclearPower Station(DBNPS),and PerryNuclearPowerPlant(PNPP).Thisguidanceallowsthe useof groundmotionresponsespectra(GMRS)as the reviewlevelgroundmotion (RLGM)seismicdemandin lieuof usingscaledsafeshutdownearthquake (SSE) responsespectrumto demonstrate thatthe resultinghighconfidence of low probability of failure(HCLPF)valuesfor the expedited seismicequipment list(ESEL)components are acceptable.The rationale thathasbeenusedby FENOCfor the selectionof the RLGMfor the ESEPsis illustrated in redon the attachedflowchart(Figure1-2from Reference 4). TheenclosedESEPreportsfor BVPSUnitNo.1, BVPSUnitNo.2, DBNPS,andPNPP (Enclosures A, B, C, and D, respectively)providethe information describedin Reference4 in accordance withthe scheduleidentifiedin Reference2. Thereare no new regulatorycommitments containedin this letter. lf thereare any questionsor if additionalinformation is required,pleasecontactMr.ThomasA. Lentz, Manager - FleetLicensing, at 330-315-6810. I declareunderpenaltyof perjurythatthe foregoingis trueand correct.Executedon December /q ,2014. Respectfullv, kP 17 > PeterP. Senalll Attachment FlowChartlllustrating FENOCRationale
Enclosures:
A Expedited SeismicEvaluation Process(ESEP)ReportBeaverValleyPower Station Unit1 B Expedited SeismicEvaluation Process(ESEP)ReportBeaverValleyPower Station Unit2 C Expedited SeismicEvaluation Process(ESEP)ReportDavis-Besse NuclearPower Station D Expedited SeismicEvaluation Process(ESEP)ReportPerryNuclearPowerPlant
BeaverValleyPowerStation,UnitNos.1 and2 Davis-Besse NuclearPowerStation PerryNuclearPowerPlant L-14-401 Page3
References:
- 1. NRC Letter,Reguestfor lnformationPursuantto Title10 of the Codeof Federal Regulations50.54(0RegardingRecommendations 2.1, 2.3, and 9.3, of the Near-Term lask force Reviewof lnsightsfrom the FukushimaDai-ichiAccidenf,dated March12,2012,Agencywide Documents Accessand Management System (ADAMS)AccessionNo.ML12053A340 2 . NEf Letter,ProposedPath Forwardfor NTTFRecommendatian 2.1: Seismic Reevaluations,datedApril9, 2013,ADAMSAccession No.ML13101A379 3 . NRC Letter,ElectricPowerResearchlnstituteFinalDraft ReportXWXIQ{
'seismicEvaluationGuidance:AugmentedApproachfor fhe Resolutionof FukushimaNear-Termlask ForceRecommendation 2.1: Seismrb,"as an Acceptable Alternativeto the March12, 2012,lnformationReguestfor Setsmic Reevaluations, datedMay7,2013,ADAMSAccessionNo. ML13106A331 4 . EPRfReport3002000704, SeismicEvaluationGuidance:AugmentedApproach for the Resolutionof FukushimaNear-Termlask ForceRecommendation 2.1:
Seismic,datedApril2013,ADAMSAccessionNo.ML131078387 cc: Director,Officeof NuclearReactorRegulation (NRR) NRCRegionI Administrator NRCRegionlll Administrator NRCResidentInspector (BVPS) NRCResidentInspector (DBNPS) NRCResidentInspector (PNPP) NRRProjectManager(BVPS) NRRProjectManager(DBNPS) NRRProjectManager(PNPP) DirectorBRP/DEP(withoutEnclosures) Site BRP/DEPRepresentative (withoutEnclosures) UtilityRadiologicalSafetyBoard(withoutEnclosures)
Attachment L-14-401 FlowChartlllustrating FENOCRationale Page1 of 1 Recelve updated site Speclflc Seismlc Hazardsand GMRS GilRs< ssE Betwuen lHr andt0Hz Section 2 Screening frcquency (<25Hzl GTURS to SSE Section3 Iletermine Expedited Limit the Expedited Equipment Selrmlc EquipmentList SeismicEquipmentList Selection (ESELIand Functional (ESEL, items to itrems Requirements wlth fn S 25 Hz New GIIRS using GMRSand based Section 4 < G U R S< A RLGM Betwoen Criteria lHz and 10Hz Section 5 EvaluateESELitems using HCLPF RLGilI Demandand NP041 Evaluation and/or TR-l 03959Capacities Section 6 Modlfications Figure 1-2 DetailedFlow Chart of the ESEP for the AugmentedApproach
Enclosure A L-14-401 Expedited Seismic Evaluation Process (ESEP) Report Beaver Valley Power Station - Unit 1 (70 pages follow)
AESGonsultlng 2734294-R-019 Revision0 ExpeditedSeismicEvaluation Process(ESEP)Report BeaverValleyPowerStation- Unit 1 November3, 2014 Preparedfor: FirstEnergyNuclearOperatingGompany ABSG ConsultingInc. . 300 CommerceDrive,Suite200 . lrvine,California 92602
2734294-R-019 Reaision0 3,2014 Noaember Page2 of a3 EXPEDITED SEISMIC EVALUATION PROCESS (ESEP)REPORT BEAVERVALLEY POWERSTATION-UNIT 1 ABSG ConsuLrINGINC.Rnponr No. 2734294-R-019 RnvrsroN0 R'IZZO Rrponr No. Rll 12-4735 NovnuBER3,2014 ABSG ConsulTrNc INC. R'IZZO ASSOCIATES ABSGonsutting {}Rtzzo
273429+R419 Reuisiorr0 Noaetnber42014 APPROVAL$ fieport Narnel ssi{BSEP)Report Expedi tedSei3rni6 EvaidationProce BeavgrVallpyPo$'er:statipnUnitl. Datpr November 3, 2014 Revi+iqn,Np,l Rgvisio;t0 prepa-1edby; I ri034gt4" "- Date Revleweeiliyl 7fr'T i.L/7/zo:.'+ FaizinBeigi (ABSGConsultingtnc) Date
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RyfnKsok(FENOC) _Jttt/se_!,t_* Date t\-T--2o\+ Mohanrmcd AIvi (FENOC) Date 7{-1o-/4 Approvedby: EugeneE. Ebeck(FENOC) AE$Oonsulting {}Bl44,Q
2734294-R-019 Reaision0 Noaember3,2014 Page4 of 43 Table of Revisions Revision No. Date Description of Revision 0 November3, 2014 Original issue. ABSGonsulting {}R}zzo
2734294-R-0L9 Reaision0 Noaember 3,2014 Page5 of a3 TABLE OF CONTENTS PAGE LISTOF TABLES ........7 LISTOF FIGURES ..................8 LIST OF ACRONYMS .........9 I.O PURPOSE AND OBJECTIVE ...............13 2.0 BRIEF
SUMMARY
OF THE FLEX SEISMICIMPLEMENTATION STRATEGIES..... ...I5 3.0 EQUIPMENTSELECTION PROCESS AND ESEL ...............17 3.I EqurrrraENr SELECIoN Pnocr,ssANDESEL ...17 4.0 GROUNDMOTIONRESPONSE SPECTRUM... .....21 4.1 Plor oFGMRSSueN4lrrED By rHELrcENspE ........... .....21 4.2 CoupnnrsoN ro SSE.. ..........23 5.0 REVIEw LEVELGRoUNDMorIoN....... ..............25 5.1 DnscRrprroN opRLGMSptpcrED... ...............25 5.2 MprHonro EsrrMnrp ISRS.......... .....25 6.0 SEISMICMARGIN EVALUATIONAPPROACH ....29 6.1 Suvl,ranyoFMerHonoLoGIES Uspn..... ...29 6.2 HCLPFScnpeNrNc PnocESS.... ................30 6.3 WnlrnowN AppnoACH Sststr,rc ................30 6.4 HCLPFcALCULATToN pRocESS ...........33 6.5 FuNcrtoNALEvnr-uRTloNS or Rrr-nys......... ................36 6.6 Taeut-arEn ESEL HCLPF Valur,s (INcr-UDING Kpv Fau-uRn, MonEs) ....37 7.0 INACCESSIBLEITEMS ....38 7.1 IoeNrrprcATroN or ESEL IrEMSTNACCESSIBLE FoRwALKDowNS............38 8.0 ESEPCONCLUSIONSAND RESULTS......... ...39 8.1 SupponrtNcINpoRMArtoN ........39 8.2 IopNrtpICATIoN or PIINNEDMouncATIoNS.. ......41 8.3 MonrptcATIoNItvtpt-pvpNTATIoN ScHnnuLE......... .......41
2734294-R-019 Reaision0 Noaember 3,201'4 Page6 of a3 TABLE OF CONTENTS (CONTII\IUED) PAGE 8.4 SuMMARYoFREcuLAToRY CoMMITMENrs......................................'.......41
9.0 REFERENCES
........................42 ATTACHMENT A EXPEDITED SEISMICEQUIPMENT LIST ATTACHMENT B TABULATED HCLPF VALUES AB$Gqrsulting
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2734294-R-0L9 Reaision0 Noaember 3,2014 Page7 of a3 LIST OF TABLES TABLE NO. TITLE PAGE TABLE 4.I UHRSAND GMRSUSEDIN BVPS.ISPRA,EL 681...............22 TABLE 4-2 SSEHORIZONTALGROUNDMOTIONRESPONSE SPECTRUM FORBVPS-I..... ...,.....24 TABLE 5.1
SUMMARY
OF GEOTECHNICALPROFILEDATA UNDERLYINGTHEBV SITE ...........26 TABLE 5-2 NORMALIZED STRAINCOMPATIBLESHEAR MODULI AND DAMPING FOR SOIL UNITS AT THE BV SITE ..........27 TABLE 6-1
SUMMARY
OF CONSERVATIVEDETERMINISTIC FAILUREMARGINAPPROACH ..............34 TABLE 7.I
SUMMARY
OF INACCESSIBLEITEMSIN BVPS-I ESEL ...............38 lBgGonsulting {}Rtzzo
2734294-R-0L9 Reoision0 Noaember 3,20L4 PageI of a3 LIST OF FIGURES FIGURE NO. TITLB PAGE FIGURE4.I COMPARISONBETWEENGMRSAT CONTROL POINTREPORTEDIN SPIDMARCH 2OI4 SUBMITTALAND GMRSUSEDIN BVPS-I SPRA PROJECT.......... ...............22 FIGURE4-2 COMPARISONOF GMRSAND SSEAT CONTROL POINTELEVATION ..........24 ()Rtzzo
2734294-R-01.9 Reaision0 3,2014 Noaember Page9 of a3 LIST OF ACRONYMS ABS ABSGCONSULTINGINC. AC AIR.CONDITIONING ACI AMERICAN CONCRETEINSTITUTE AFW AUXILIARY FEEDWATER SYSTEM AISC AMERICANINSTITUTEFOR STEELCONSTRUCTION ANS AMERICANNUCLEARSOCIETY AOV AIR-OPERATEDVALVE ASCE AMERICANSOCIETYOF CIVIL ENGINEERS ASDV ATMOSPHERICSTEAMDUMP VALVES ASME AMERICAN SOCIETYOF MECHANICAL ENGINEERS AUX AUXILIARY BUILDING BDBEE BEYONDDE,SIGNBASISEXTERNAL EVENT BE BESTESTIMATE BVPS BEAVERVALLEY POWERSTATION BVPS.I BEAVERVALLEY POWERSTATION. UNIT 1 CCR REACTORPLANT COMPONENTAND NEURONTANK CDFM CONSERVATIVEDETERMINISTICFAILURE,MARGIN CEUS CENTRALAND EASTERNUNITED STATES CNTB CONTROLBUILDING DC DIRECTCURRENT DGB DIESELGENERATORBUILDING EDG EMERGENCYDIESELGENERATORS EL ELEVATION ELAP EXTENDEDLOSSOF ALL ALTERNATINGCURRENTPOWER EPRI ELECTRICPOWERRESEARCHINSTITUTE ERFS EMERGENCYRESPONSE FACILITY SUBSTATION ESEL EXPEDITEDSEISMICEQUIPMENTLIST ESEP EXPEDITEDSEISMICEVALUATIONPROCESS 13$Gonsulting {}Rt"zza
2734294-R-01-9 Reaision0 3,2014 Noaember Page1.0of 43 LIST OF ACRONYMS (coNTINUED) EW EAST-WESTDIRECTION FDB FUEL DECONTAMINATIONBUILDING FE FINITE ELEMENT FENOC FIRSTENE,RGY NUCLEAR OPERATINGCOMPANY FIRS FOUNDATIONINPUTRESPONSE SPECTRA ft FEET ft/s FEETPERSECOND FULB FUEL HANDLINGBUILDING FWS STEAMGENERATORFEEDWATERSYSTEM g ACCELERATIONOF GRAVITY GERS GENERICEQUIPMENTRUGGEDNESS DATA GIP GENERICIMPLEMENTATIONPROCEDURE GMRS GROLINDMOTION RESPONSESPECTRA HCLPF HIGH CONFIDENCEOF LOW PROBABILITYOF FAILURE HVAC HEATING,VENTILATION, AND AIR.CONDITIONING Hz HERTZ INTS INTAKE STRUCTURE IPEEE INDIVIDUAL PLANT EXAMINATION OF EXTERNALEVENTS ISRS IN.STRUCTURE RESPONSESPECTRA MAFE MEAN ANNUAL FREQUENCYOF EXCEEDANCE MCC MOTORCONTROLCENTER MOV MOTOR-OPERATED VALVE MSVCV MAIN STEAMVALVE AND CABLE VAULT BUILDING NEI NUCLEARENERGYINSTITUTE NPP NUCLEARPOWERPLANT NRC TINITEDSTATESNUCLEARREGULATORYCOMMISSION NS NORTH-SOUTHDIRECTION l3$Gonsulting {}F}zza
2734294-R-019 Reaision0 3,20'l-4 Noaember Page1.Lof 43 LIST OF ACRONYMS (coNTINUED) NSSS NUCLEARSTEAMSUPPLYSYSTEM NTTF NEAR-TERMTASK FORCE OIP OVERALL INTEGRATEDPLAN P&ID PROCESS AND INSTRUMENTATIONDIAGRAM pcf POUNDSPERCUBICFOOT PGA PEAK GROUNDACCELERATION PPDWST PRIMARY PLANT DEMINERALIZEDWATER STORAGETANK psig POI-INDSPERSQUAREINCH GAUGE RB REACTORBUILDING RCBX REACTORCONTAINMENTSTRUCTURE RCIC REACTORCOREISOLATIONCOOLING RCS REACTORCOOLANTSYSTEM F..I.ZZO ASSOCIATES P..TZZO RLGM REVIEWLEVEL GROUNDMOTION RWS RIVERWATERSYSTEM SASSI SYSTEMFORANALYSISFORSOIL STRUCTUREINTERACTION SBO STATIONBLACK-OUT SCE SEISMICCAPABILITYENGINEER SEWS SEISMICEVALUATIONWORK SHEETS SFGB SAFEGUARDS BUILDING SG STEAMGENERATOR SI SEISMICINTERACTION SMA SEISMICMARGIN ASSESSMENT SOV SOLENOID-OPERATED VALVE SPRA SEISMICPROBABILISTICRISK ASSESSMENT SQUG SEISMICQUALITY UTILTY GROUP SRSS sQUARE-ROOT- OF-THE-SUM-OF-THE-SQUARES 13$Gststtltktg {}R}zzo
2734294-R-019 Reaision0 Nouember3,2A14 PageL2 of 43 LIST OF ACRONYMS (coNTTNUED) SRT SEISMICREVIEWTEAM SRV SERVICEBUILDING SSCs STRUCTURES, SYSTEMS,AND COMPONENTS SSE SAFESHUTDOWNEARTHQUAKE SSI SOIL STRUCTUREINTERACTION TDAFWP TURBINEDRIVEN AUXILIARY FEEDWATER PUMP TH TIME HISTORY TRS TESTRESPONSE SPECTRUM TURB TURBINEBUILDING UHRS UNIFORMHAZARD RESPONSESPECTRA USNRC U.S.NUCLEARREGULATORYCOMMISSION VAC VOLTAGE ALTERNATINGCURRENT Vs SHEARWAVE VELOCITY ABtGstsulting {}Rlzzo
2734294-R-01.9 Reuision0 Noaember 3,20L4 Page1.3of 43 EXPEDITED SEISMIC EVALUATION PROCESSREPORT BEAVER VALLEY POWER STATION - UNIT 1 1.0 PURPOSBAND OBJBCTIVE Following the accidentat the FukushimaDai-ichi Nuclear Power Plant (NPP) resulting from the March ll,20l 1, Great Tohoku Earthquake,and subsequenttsunami,the Nuclear Regulatory Commission(NRC) establisheda Near-Term Task Force (NTTF) to conducta systematicreview of NRC processesand regulationsand to determineif the agencyshouldmake additional improvementsto its regulatorysystem. The NTTF developeda set of recommendationsintended to clarify and strengthenthe regulatory framework for protection againstnatural phenomena. Subsequently,the NRC issueda 50.54(f) letter on March 12,2012 [1], requestinginformation to assurethat theserecommendationsare addressedby all United States(U.S.) NPPs. The 50.54(f) letter requeststhat licenseesand holdersof constructionpermits under 10 CFR Part 50 reevaluatethe seismichazardsat their sitesagainstpresent-dayNRC requirementsand guidance. Dependingon the comparisonbetweenthe reevaluatedseismichazardand the currentdesign basis,further risk assessment may be required. Assessmentapproachesacceptableto the staff include a SeismicProbabilisticRisk Assessment(SPRA), or a SeismicMargin Assessment(SMA). Basedupon the assessment results,the NRC staff will determinewhether additionalregulatoryactionsare necessary. This Report describesthe ExpeditedSeismicEvaluationProcess(ESEP)undertakenfor Beaver Valley PowerStation-Unit 1 (BVPS-1). The intent of the ESEPis to perform an interim action in responseto the NRC's 50.54(f) letter [] to demonstrateseismicmargin through a review of a subsetof the plant equipmentthat can be relied upon to protect the reactorcore following beyond designbasisseismicevents. The ESEP is implementedusing the methodologiesin the NRC endorsedguidancein Electric Power ResearchInstitute (EPRI) 3002000704I2l. ABSGonsulting {}Rtzzo
2734294-R-01.9 Reuision0 Noaember3,201.4 PageL4 of 43 The objective of this Report is to provide summaryinformation describingthe ESEP evaluations and results. The level of detail provided in the Report is intendedto enableNRC to understand the inputs used,the evaluationsperformed,and the decisionsmade as a result of the interim evaluations. lSGqrsulting ()Rlz7.o
2734294-R-01,9 Reaision0 Noaember3,201.4 Page15 of 43 2.0 BRIEF
SUMMARY
OF THE FLEX SEISMIC IMPLEMENTATION STRATBGIES The BeaverValley Power Station (BVPS) FLEX strategiesfor ReactorCore Cooling and Heat Removal,ReactorInventory Control/Long-term Subcriticality,and ContainmentFunction are summarizedbelow. This summaryis derived from the BVPS Overall IntegratedPlan (OIP) in responseto the March 12,2012 CommissionOrder EA-12-049 Il7). During Phase1, ReactorCore Cooling and Heat Removal is accomplishedvia steamrelease from the steamgeneratorswith make-upsuppliedvia the Auxiliary FeedWater System(AFW). The primary plant demineralizedwater storagetank (PPDWST), Turbine Driven Auxiliary Feed Water Pump (TDAFWP), and all neededflow paths for feeding steamgeneratorsand the flow paths for steamreleasefrom the steamgeneratorsand steamsupply to the TDAFWP are protectedfrom all hazards. AFW Flow Control Valves and AtmosphericSteamDump Valves (ASDV) are controlled locally and do not needelectricity or air for local control. During Phase2, cooling water make-upto the PPDWST is via a FLEX portablePumP,with suctionfrom the Ohio River. Make-up water is supplieddirectly to the PPDWST via a new FLEX connectionpoint. The sameReactorCore Cooling and Heat Removal strategyappliesfor Phase3, exceptthat water purification equipmentfrom the National SAFER ResponseCenteris usedto purify the make-upwater to the PPDWST. ReactorInventory Control is maintainedthrough the use of low leakagereactorcoolant pump (RCP) seals. Other than installationof the seals,there are no requiredplant modifications. With low leakageseals,make-upto the reactorcoolant system(RCS) is not requiredduring Phasel. During Phase2, ReactorInventory Control/Long-termSubcriticality is maintainedby pumping boratedwater from the Boric Acid StorageTanks (BAST) to the RCS using a FLEX high pressureportablepump and new FLEX connectionpoints at the BASTs and downstreamof the ChargingPumps. fEtGonsulting
2734294-R-019 Reaision0 3,2014 Noaember Page1.6of 43 The sameReactorInventory Control/Long-term Subcriticality strategyappliesfor Phase3, exceptNational SAFER ResponseCenterequipmentis usedto mix boratedwater to replacethe contentsof the BASTs. Key parametersare availablein the control room and communicationswill be availablebetween the control room and operatorsthat are controlling the valves locally. Electrical components required to maintain the key parameterindication during PhaseI include the installed safety relatedbatteries,inverters,vital Alternating Current (AC) and Direct Current (DC) buses, instrument racks and control room indicators that are neededfor monitoring key rcactor parametersin the control room. A load shedstrategyis employedto increasethe battery life. During Phase2, aFLEX portable generatorsupplies power to the battery chargersthrough a new F'LEX connectionpoint to maintain key parameterindication. The generatorback feedspower throughthe safetyrelated480 Voltage Alternating Current (VAC) electricaldistribution system to the battery chargers. There are no FLEX actionsneededto maintain containmentintegrity. Low leakageRCP seals minimize the energy input into containment from the RCS. Containmentpressureremains less than 5 poundsper squareinch gauge(psig) after 7 days post event. Containmenttemperature and pressureare addressedin recovery actions. ABSGonsuhing {}F}zz9
2734294-R-0L9 Reaision0 Noaember 3,2014 Page17 of 43 3.0 EQUIPMENT SELECTIONPROCESSAND ESEL 3.1 EeuIpnnENTSELECTToN Pnocnss ANDESEL The selectionof equipmentto be included on the ExpeditedSeismicEquipment List (ESEL) was basedon installedplant equipmentcreditedin the FLEX strategiesduring Phases1,2, and 3 mitigation of a Beyond Design Basis External Event (BDBEE), as outlined in the BVPS OIP in Responseto the March 12,2012, CommissionOrder EA- 12-049l3l. The OIP provides the BVPS FLEX mitigation strategyand seryesas the basisfor equipmentselectedfor the ESEP. The scopeof "installed plant equipment" includesequipmentrelied upon for the FLEX strategies to sustainthe critical functions of core cooling and containmentintegrity consistentwith the BVPS OIP [3]. FLEX recoveryactionsare excludedfromthe ESEP scopeper EPRI 3002000704I2l. The overall list of plannedFLEX modificationsand the scopefor considerationherein is limited to thoserequiredto supportcore cooling, reactorcoolant inventory and subcriticality, and containmentintegrity functions. Portableand pre-stagedFLEX equipment(not pennanentlyinstalled) are excludedfrom the ESEL per EPRI 3002000704l2l. The ESEL componentselectionfollowedthe EPRI guidanceoutlinedin Section3.2of EPRI 3002000704.
- 1. The scopeof componentsis limited to that requiredto accomplishthe core cooling and containmentsafetyfunctions identified in Table 3-2 of EPRI 3002000704. The instrumentationmonitoring requirementsfor core cooling/containmentsafety functions are limited to thoseoutlined in the EPRI 3002000704guidance,and are a subsetof those outlinedin the BVPS OIP [3].
- 2. The scopeof componentsis limited to installedplant equipment,and FLEX connections necessaryto implement the BVPS OIP [3] as describedinSection 2.0.
a J. The scopeof componentsassumesthe creditedFLEX connectionmodifications are implemented,and are limited to thoserequiredto supporta single FLEX successpath;
- i. e., either "Prim ary" or "Back-up/Alternate".
- 4. The "Primary" FLEX successpath is to be specified. Selectionof the "Back-up/Alternate"FLEX successpath must be justified.
ABSGonsulting {:R}.2!Q
2734294-R-019 Reaision0 Nouember 3,2014 Page of 43 18
- 5. Phase3 coping strategiesare included in the ESEP scope,whereasrecovery strategiesare excluded.
- 6. Structures,systems,and components(SSC)excludedper the EPRI 3002000704I2l guidanceare:
Structures(e.g., Containment,ReactorBuilding [RB], Control Building [CNTB], Auxiliary Building [AUX], etc.). Piping, cabling, conduit, heating,ventilation, and air-conditioning (HVAC), and their supports. Manual valves and rupture disks. o Power-operatedvalves not requiredto changestateas part of the FLEX mitigation strategies. o Nuclear steamsupply systemcomponents(e.g.,reactorpressurevesseland internals,RCPs, and seals,etc.)
- 7. For casesin which neither train was specifiedas a primary or back-up strategy,then only one train component(generally 'A' train) is included in the ESEL.
3.1.1 ESEL Development The ESEL was developedby reviewing the BVPS OIP [3] to determinethe maior equipment involved in the FLEX strategies.Further reviews of plant drawings (e.g.,Processand InstrumentationDiagrams [P&ID] and Electrical One-Line Diagrams)were performedto identify the boundariesof the flowpaths to be used in the FLEX strategiesand to identify specific componentsin the flowpaths neededto supportimplementationof the FLEX strategies. Boundarieswere establishedat an electricalor mechanicalisolation device (e.g., isolation amplifier, valve, etc.) in branchcircuits / branchlines off the defined strategyelectrical or fluid flowpath. P&IDs were the primary referencedocumentsusedto identify mechanical componentsand instrumentation. The flow pathsusedfor FLEX strategieswere selectedand specific componentswere identified using detailedequipmentand instrumentdrawitrgs,piping isometrics,electrical schematicsand one-line drawings,systemdescriptions,designbasis,and documents,etc., as necessary. AB$Consulting {}R},zzo,;
2734294-R-019 Reaision0 Noaember 3,2014 Page19 of 43 3.1.2 Power-OperatedValves Page3-3 of EPRI 3002000704I2l notesthat power-operatedvalves not requiredto changestate are excludedfrom the ESEL. Page3-2 also notesthat "functional failure modesof electricaland mechanicalportions of the installed PhaseI equipmentshould be considered(e.g.,reactorcore isolation cooling (IRCICI/AFW trips)." To addressthis concern,the following guidanceis applied in the BVPS ESEL for functional failure modesassociatedwith power-operatedvalves: Power-operatedvalves that remain energizedduring the ExtendedLoss of all Alternating Current Power (ELAP) events(such as DC poweredvalves),were included on the ESEL. Power-operatedvalves not requiredto changestateas part of the FLEX mitigation strategieswere included on the ESEL, but indicatedas screening out of evaluation. The seismicevent also causesthe ELAP event;therefore, the valves are incapableof spuriousoperationas they would be de-energized. Power-operatedvalves not requiredto changestateas part of the FLEX mitigation strategiesduring Phasel, and are re-energizedand operatedduring subsequentPhases2 and 3 strategies,were not evaluatedfor spuriousvalve operationas the seismiceventthat causedthe ELAP has passedbefore the valves are re-powered. 3.1.3 Pull Boxes Pull boxeswere deemedunnecessaryto add to the ESELs, as thesecomponentsprovide completelypassivelocationsfor pulling or installing cables. No breaksor connectionsin the cabling are included in pull boxes. Pull boxeswere consideredpart of conduit and cabling, which are excludedin accordancewith EPRI 3002000704[2]. 3.1.4 Termination Cabinets Terminationcabinets,including cabinetsnecessaryfor FLEX Phase2 andPhase3 connections, provide consolidatedlocationsfor pennanentlyconnectingmultiple cables. The termination cabinetsand the internal connectionsprovide a completelypassivefunction; however,the cabinetsare included in the ESEL to ensureindustry knowledge on panel/anchoragefailure vulnerabilitiesis addressed. ASSGonsslting
2734294-R-0L9 Reuision0 Noaember 3,20L4 Page20 of 43 3.1.5 Critical Instrumentation Indicators Critical indicatorsand recordersare typically physically locatedon panels/cabinetsandarc included as separatecomponents;however,seismicevaluationof the instrumentindication may be included in the panel/cabinetseismicevaluation(rule-of-the-box). 3.L.6 Phase2 and Phase3 Piping Connections Item 2 in Section 3.l abovenotesthat the scopeof equipmentin the ESEL includes"...FLEX connectionsnecessaryto implement the BVPS OIP [3] as describedin Secbion2." Item 3 in Section 3.1 also notesthat "The scopeof componentsassumesthe creditedFLEX connection modifications are implemented,and are limited to thoserequiredto supporta single FLEX successpath (i.e., either "Primary" or "Back-up/Alternate")." Item 6 in Section 3.0 abovegoeson to explain that "piping, cabling, conduit, HVAC, and their supports" areexcludedfrom the ESEL scopein accordancewith EPRI 3002000704[2]. Therefore,piping and pipe supportsassociatedwith FLEX Phase2 andPhase3 connectionsare excludedfrom the scopeof the ESEP evaluation. However, afiy active valves in FLEX Phase2 and Phase3 connectionflow path are included in the ESEL. ABtConsulting {}Ft,77Q
2734294-R-0L9 Reaision0 Noaember 3,2014 Page2L of 43 4.0 GROUNDMOTION RESPONSESPECTRUM 4.1 Plor oF GMRS SunutrrED By rHE LtcnNspn The BVPS-1 major structuresare foundedin the PleistoceneTerracedepositsor on compacted granular structural backfill at foundation elevations varying between 637 feel (ft) for the Intake Structure(INTS) to 735 ft for the Diesel GeneratorBuilding (DGB). The designbasisanalysis appliesthe safeshutdownearthquake(SSE) ground motion at the respectivebuilding foundations. Therefore,the SSE,and the ground motion responsespectra(GMRS), control point elevationis taken to be at the baseof the ReactorContainmentStructure(RCBX), elevation(EL) 681. The bedrockimmediatelyunderlying the RCBX foundation (EL 561) is characterizedbyshearwave velocities(Vs) of about 5,000 feet per second(ft/s). Figure 4-1 presentsthe GMRS atthe control point EL 681 and comparesthis to the GMRS reportedinthe BVPS-I March 2014 submittal [3]. The differenceis attributedto:
- 1. The material dampingusedfor the rock material over the upper 500 ft. While the GMRS, reportedinthe March 2014,submittal is basedonthe low strain damping of 3.2percent over a 500-foot depth of bedrock,the GMRS usedin the BV-l SPRA limits this damping value to the upper 100 ft where the rock is consideredas weatheredor fractured. Within the depth rangeof 100 ft to 500 ft, a damping of I percentis usedbasedon the unweatheredshaledynamic propertiesfrom Stokoe etal., [14]. Below a depth of 500 ft, linear material behavioris adoptedwith the damping value of 0.5 percentis specified consistentwith the kappaestimatefor the Site.
- 2. The subsurfaceprofile usedin the site amplification analysis. While the GMRS, reported in the March 2014, submittal is basedon a profile which extendsfrom the bottom of the RCBX foundationto at depth hard rock, the GMRS usedin the SPRA developsfrom the analysisof the full soil column to plant grade,subsequentlytruncatedto the RB foundationlevel, in accordance with ISG-17 [18].
Table 4-1 presentsthe spectralaccelerationsat selectedfrequenciesdefining the GMRS usedin the ESEP. The developmentof this GMRS is more fully describedin [3]. This GMRS is also being utilized as basisto obtain fragilities in supportof the on-going SPRA. Becausethe GMRS definesthe ground motion at the RCBX foundation,it is also called the RCBX foundationinput responsespectrum(FIRS). nBtGonsulting {}Rtzzq
2734294-R-019 Reaision0 Noaember3,2014 Page22 of a3 A {r 0.6 C a-o P g 0.4 g o I
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E o.o 100.00 CL 0.L0 L.00 10.00 ltl FrequencY (Hz) FIGURE 4.1 COMPARISON BETWEEN GMRS AT CONTROL POINT REPORTED IN SPID MARCH 2014SUBMITTAL AND GMRS USEDIN BVPS.I SPRAPROJECT TABLE 4-I UHRS AND GMRS USEDIN BVPS-I SPRA,EL 681 HonrzoNTAL SpncrRAL AccnLERATroN (g) .tr THEFoUNDATION FnneuENCY ElnvlrIoN (Hz) 1X1O-5MAFE UHRS GMRS MAFE UHRS 1X1O-4 0.10 0.0027 0.0069 0.0034 0.13 0.0039 0.0098 0.0049 0.16 0.0057 0.0143 0.0071 0.20 0.0087 0.0213 0.0107 0.26 0.0136 0.032s 0.0164 0.33 0.0206 0.0481 0.0244 0.42 0.0289 0.06s3 0.0333 0.50 0.0359 0.0792 0.0406 0.53 0.0357 0.0793 0.0406 0.67 0.0370 0.083 3 0.042s 0.85 0.0464 0 . 10 7 3 0.0544 1.00 0.0539 0.1252 0.0635 1.08 0.0577 0 . 13 6 8 0.0691 r.37 0.0675 0.1729 0.0859 1.74 0.0825 0.2309 0.1128 2.2r 0.1104 0.3432 0.164r 2.50 0.1296 0.4307 0.2033 l3sGonsulting Rl7-.T-C1
2734294-R-01,9 Reaision0 Nooember 3,2014 TABLE 4-1 UHRS AND GMRS USBD IN BVPS-I SPRA,EL 681 (coNTINUED) HoRrzoxrll SpnCTRALACCnIPRATIoN (g) ,tr rnn FoUNDATION FnBeurNCY ElnvnrtoN (Hz) GMRS 1X1O-*MAFE UHRS MAFE UHRS 1X1O'5 2.8r 0J642 0.5745 0.2683 3.56 0.2793 0.9716 0.4543 4.52 0.42t4 1.2647 0.6091 5.00 0.4476 1.2715 0.619r 5.74 0.4380 1.2228 0.5975 7.28 0.3789 1.1069 0.s360 9.24 0.3272 1.1010 0.5182 10.00 0.3340 r.t760 0.5486 tt.72 0.3720 r.2420 0.s85s 14.87 0.3887 1.1434 0.5529 18.87 0.3559 t.0245 0.4915 23.9s a.2994 0.8556 0.4161 2s.00 0.2891 0.836s 0.4058 30.39 0.2709 0 . 75 l I 0.3699 38.57 0.2506 0.6773 0.3331 48.94 0.2357 0.6196 0.3064 62.10 0.2136 0.5531 0.2743 78.80 0 .I 8 7 1 0.4879 0.2417 100.00 0.1765 0.4841 0.237 4 Note: MAFE : mean annualfrequencyof exceedance. 4.2 ComplnrsoN ro SSB Figure 4-2 comparesthe GMRS with the Site SSE at the control point elevation. The SSE horizontal spectrumis characterizedbya peak ground acceleration(PGA) of 0.125 acceleration of gravity (g) and a shapederived from the five percent-dampedaverageresponsespectraof severalaccelerationrecords. This shapeis similar to that suggestedby Newmark, et al., [12]. The comparisonpresentedon Figure 4-2 rllustratesthat the maximum ratio of spectral accelerations(GMRS/SSE)is about 2.8 at about l0 Hertz (Hz).
2734294-R-01,9 Reaision0 3, 2014 Nouember Page24 of a3 TABLF, 4.2 SSEHORIZONTAL GROUNDMOTION RESPONSESPECTRUMFOR BVPS.I FnneuENCY SpBcTRAL AccnLERATIoN IHzl lgl 0.20 0.0r2 0 .5 0 0.076 2.00 0.325 5 .0 0 0.325 20.00 0.125 100.00 0.125
.A Y
b0 a - 5 0.6 P ru L o o I tJ IE S
+,
(J o CL tn 0.2 (Hz) FrequencY FIGURE 4.2 COMPARISON OF GMRS AND SSEAT CONTROL POINT ELEVATION ABsGottsttlting
2734294-R-0L9 Reuision0 Noaember3,2014 Page25 of 43 5.0 REVIEW LEVEL GROUND MOTION 5.1 DnscnrprroNoF ttLGM SnlncrED The ESEP is being completedas part of the AugmentedApproach becausethe GMRS exceedthe SSEinthe lHzto 10 Hzrange. The ESEP guidance(EPRI-3002000704) allows the useof the GMRS as the review level ground motion (RLGM) in lieu of using scaledSSE response spectrumto demonstrateacceptanceof the high confidencelow probability of failure (HCLPF) valuesfor the ESEL components. BecauseBVPS-I is currently performing a SPRA, the fragilities developedin supportare being usedto the extent applicablealso to accomplishthe ESEP. The SPRA GMRS shown on Figure 4-I representsthe ground motion input used to obtain new seismic demandon the componentson the ESEL, and to obtain HCLPF and fragilities for the ESEL components. Table 4-1 presentsthe spectralaccelerationsat specific frequenciesdefining the RLGM. 5.2 Mnrnou ro ESTTMATE ISRS The processfor obtaining in-structureresponsespectra(ISRS) from the building seismicanalysis incorporatesthe effectsof soil structureinteraction(SSf on the seismicresponseof the building structures. SSI analysisemploying the Systemfor Analysis for Soil Structure Interaction(SASSI) codewas performedfor the buildings of the BVPS-l becausetheir foundationmat bearson native soils or on ClassA Fill. The analyticalmodel for the SSI analysiscombinesa horizontally layeredrepresentationof the subsurfacesoil column with a finite element (FE) representationof the structure. Tsbte 5-1 describesthe elevationsand Vs of the soil layersthat were usedto conductthe site responseanalysisby RIZZO Associates(P.IZZO) t3l. This analysisdevelopedstraincompatible dynamic propertiesof the subsurfacelayers at the BeaverValley Site, following the normalized curveslisted in Table 5-2. Thesepropertiesare usedin the SSI analysesperformedwith the SASSIcode. fSGonsultitg {}Rtzzq
2734294-R-019 Reaision0 Noaember 3,2014 Page26 of 43 TABLE 5.1
SUMMARY
OF GEOTBCHNICAL PROFILE DATA UNDBRLYING THE BV SITB (REFERENCE[3]) Er,nvArIoN DnNsrrv Mnnr^q,n COV Mnnm,x Srn,l,rn TH (ft) (ft) (pcfl V* (ftls) Vs 735 StructuralBackfill 136 730 0.25 I 5.00 720 Structural Backfill 136 1 , 0 1 5 0.25 3 9 . 0 1 (ld) PleistoceneUpper and 680.9 125 1,100 0.25 15.90 Lower Terrace (1e) PleistoceneUpper and 665 136 1,200 0.25 40.00 Lower Terrace (2) M. Pennsylvanian 625 160 5,000 0.20 75 . 0 0 Alleeheny Shale (3) L. Pennsylvanian 550 160 6,026 0 . 1I 200.00 Pottsville SS, Conglomerate (4) U. Mississippian Mauch 350 155 6,744 0 . 11 50.00 ChunkShale (5) L. MississippianPocono 300 155 6,744 0 . 1I 420.00 Sandstone,Conglomerate
-120 (6a) U. Devonian Interbedded 155 7,112 0 . 1I 2874.00 Shale.Sands.Siltstone -2994 (6b) U. Devonian Interbedded 155 6,416 0 . 1I 706.00 Shale,Sands,Siltstone -3700 Half Space r68 9.200 lSSGqrsulting
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2734294-R-019 Reuision0 Noaember 3,20L4 Page27 of 43 TABLE 5-2 NORMALTZED STRAIN COMPATIBLE SHEAR MODULI AND DAMPING FOR SOIL UNITS AT THB BV SITE SrnucruRAL PLsrsrocENEUppnn PlnrsrocENn UppnR SrnqlN Blcxrrll a.noLownn Tnnnq,cn nNu Lownn Tnnn^Lcn (%) DAMptI{c D,q,vIprNc D,{MptNc G/Gn,u* G/Gr"* G/G,n"* ("hl ("hl ehl 0.0001 1.0000 1.49 1.0000 r.26 1.0000 1.02 0.0003l6 0.9968 1.s7 0.9977 t.27 0.9982 1.05 0.00100 0.9707 1.84 0.9845 1.50 0.9925 t.26 0.0020 0.941 5 2.30 0.9632 1.80 0.9812 1.48 0.00300 0.9123 2.77 0.9419 2.09 0.9699 r.7l 0.0050 0.8663 3.4r 0.9070 2.55 0.9412 2.03 0.0070 0.8216 4.05 0.8731 2.99 0.9119 2.35 0.0100 0.7545 5.02 0.8221 3.66 0.8680 2.83 0.0200 0.6419 7.00 0.7224 5.22 0.7805 4.08 0.0300 0.5292 8.98 0.6227 6.79 0.6929 s.33 0.0s00 0.4486 l 0.89 0.5466 8.45 0.6170 6.78 0.0700 0.3772 12.57 0.4783 9.97 0.547 5 8 .1 4 0.1 0.2702 15.08 0.37 60 12.25 0.443r 10.17 0.2 0.1961 18.11 0.277 4 15.30 0.3399 12.95 0.3 0.1228 2r.05 0.l 789 18.34 0.2353 15.73 I 0.0392 26.60 0.0587 24.68 0.0895 22.67 Note: G/G.u*: shearmodulus(G) normalizedby the low strainshearmodulus(G.u*). A review of existing lumped-massand stiffnessmodels of the BVPS-l structuresconcludedthat thesemodelswere not sufficiently adequateto use as basisto scalethe building seismic response.Therefore,the building seismicresponseusedin the ESEP (and in the SPRA) is obtainedusing new FE,models of the structures. The analyticalFE models developedhere are basedon geometricinformation, such as configurationof floors and walls, dimensions,wall and slab thicknesses,locations,and size of openings,etc.,taken from appropriatestructurelayout drawingsand details. The parametric information, suchas the material properties,live loads,equipmentloads,and boundary conditionsare also obtainedfrom drawings,existing reports,ffid prevalentcodesand standards. AESGonsulting {}B}72p.
2734294-R-0L9 Reuision0 Nouember 3,2014 The responsespectraat the respectivefoundation levels representthe foundation input ground motion. The seismic Category I structuresthat have been analyzedare supportedat the different foundationdepths. Although, the GMRS reportedin [3] appliesonly to the RCBX, the horizontal FIRS were developedfor other structuressupportedat the following elevations: 8L713 for the analysesof the AUX, the ServiceBuilding (SRV), and the Main SteamValve and Cable Vault Building (MSVCV) EL 723.5for the analysesof the Fuel DecontaminationBuilding (FDB), the INTS, and the SafeguardsBuilding (SFGB) EL 735 for the analysisof the DGB The seismicresponse,including the ISRS for the BVPS-I structuresare developedutilizing the time history (TH) modal synthesisin which the input time historiesrepresentthe horizontal and vertical FIRS at the respectivebuilding foundationlevels consistentwith the GMRS describedin Section 4.0. ISRS at selectedlocationsare obtainedseparately,due to three directionsof input motion (X, Y, andZ). The resultingresponsespectraare then combinedusing the square-root-of-the-sum-of-the-squares (SRSS)method. For example,the three ISRS at a specific location in North-South (NS) direction resulting from groundmotion input; respectively,in the NS, East-West(EW), and vertical directionsare combinedusing SRSS. Subsequently,equipmentHCLPF calculationsand fragility evaluationsare performedbasedon the conservativedeterministicfailure margin (CDFM) approach. In accordancewith EPRI 1019200"SeismicFragility ApplicationsGuide Update,"[19] the seismicanalysesare performedusing Best Estimate(BE) structurestiffness,massand damping characteristics,and the BE subsurfaceVs profile compatiblewith the expectedseismicshearstrains. The resulting ISRS approximatelyrepresentthe 84thpercentileresponsesuitablefor use in the CDFM calculations. Details of the developmentof the models,inputs, analysis,and resultsare presentedin ABSG ConsultingInc. (ABS Consulting)IRIZZOReport2734294-R-005, Revision I ,2074-A3$Gonsulting {}F}z7o
'*';f,x:,::3 l Noaember3,2014 l l
6.1 Suruu,lnv or METHoDoLocrEsUSED The seismicmarginsfor componentson the ESEL [6] aredevelopedfollowing the EPRI I I I guidelinesdescribedin EPRI6041[4], EPRITR-103959[5] (Methodologyfor Developing I SeismicFragilities)and EPRI 1002988(SeismicFragility Application Guide). Additionally, I EPRI 1019200[l9] is usedto developmarginsusingthe CDFM approach. I TheESEL is first groupedto identiff similar componentsrelativeto equipmentclasses I (e.g.,GenericImplementationProcedure[GIP]), andthen sampledfor representativeitemsbased I on the type of equipment,manufacturer,location,andanchorage,etc. Representativesamplesin I eachequipmentgrouparethen evaluatedto obtainthe seismicmarginsusingthe EPRI I guidelines. I Theoverallstrategyfor developingseismicmarginsfor thevariousSSCsis asfollows: I
- l. Performscreeningverification walkdownto documentthat caveatsassociatedto generic I fragilities aremet andperform anchoragecalculations.
I
- 2. Developthe HCLPF capacitiesbasedon availableexperiencedata,publishedgeneric I ruggednessspectr4designcriteria documents,anddesignanalysis.
'o), I Hffff:",^**:,:"ffi# l A numberof componentson the ESEL arebreakersandswitchesthat arehousedin a "parent" I component,suchasa motor control center(MCC) or switchgear.For the purposesof this I evaluation,calculationsarenot explicitly performedfor thesehousedcomponents.Instead,their I HCLPF is assignedbasedon the parentcomponent I Seismicwalkdownsasdescribedin EPRI NP 6041 [4] areperformedfor all "parent" I components on the ESEL [6]. SomeESELcomponents werewalkeddownin February2013,in I ll$Gomulting I (}Flz40 l
2734294-R-0L9 Reaision0 Noaember3,20L4 Page30 of 43 supportof SPRA, and thesewalkdowns were credited,where applicable. The remaining componentswere walked down in October 2013,during a plant refueling outage. HCLPF calculationsare performedfor all "parent" components[6], as describedinSection 6.3, which describesthe CDFM approach,and the calculationof structuraland functional capacities. 6.2 HCLPF ScnnnxrNcPRocEss No componentswere screenedout basedon ruggedness.Rather,the screeninglevel HCLPFs provided in Table 2-4 of EPRI 6041 [4] were utilized to developmounting level capacities. HCLPF valuesare then calculatedfor eachcomponenton the ESEL, as described in Section 6.3. 6.3 Snrcutc W,tt xrowN AppnoncH 6.3.1 SeismicWalkdown Approach The seismicwalkdowns of BVPS-l were performedin accordancewiththe criteriaprovided in Section5 of EPRI 3002000704l2l, which refersto EPRI NP-6041 [7] for the SMA process.The proceduresusedfor different equipmentcategoriesare summarizedbelow. The SeismicReview Team (SRT) reviewedequipmenton the equipmentwalkdown list that were reasonablyaccessibleand in non-radioactiveor moderatelyradioactiveenvironments. For componentsin high radioactiveenvironments,a smallerteam, and more hunied reviews were employed. For componentsthat were not accessible,the equipmentinspectionrelied on alternate means,such as photographsand plant qualification documents. In the event the walkdown team had a reasonablebasis for assumingthat a group of components were similar and similarly anchored,a single representativecomponentout of this group was selectedfor examination. The similarity of a group of items was establishedbasedon equipment construction,dimensions,locations,seismicqualification requirement,anchoragetype, and configurations. The "similarity basis" was plannedto be confirmed during walk-bys, which would also record anomaliesin installation or presenceof seismicinteraction,if any. The representativeitem was targetedfor a thorough review and documentation. All "representative" and "walk by" items were fullv documentedin SeismicEvaluationWork Sheets(SEWS). ABSGonsulting {}Ftzl?:
2734294-R-01,9 Reaision0 Noaember 3,2014 Page31 of 43 The SRT performed the walkdowns in an ad hoc manner. For each representativecomponent, the SRT performeda thorough inspectionand recordedinformation relatedto anchorage,load path configuration,and any potential seismicvulnerability associatedto the componentseismic capacity. Thesedetailsrecordedin SEWS were subsequentlyusedto verify as-built conditions and determineseismicfragilities. The 100 percent"walk by" is to look for outliers, lack of similarity, anchoragewhich is different from that shown on drawings or prescribedin criteria for that component,potential SI [Seismic Interactionl] problems,situationsthat are atoddswith the team members' past experience,and any other areasof seriousseismicconcern. If any such concernssurface,then the limited sample size of one componentof eachtype for thoroughinspectionwill have to be increased.The increasein sample size,which should be inspected,will dependupon the number of outliers and different anchorages,etc., which are observed. It is up to the SRT to ultimately selectthe sample size sincethey are the oneswho are responsiblefor the seismicadequacyof all elementswhich they screenfrom the margin review. Walk bys also serveto provide the SRT with the sufficient degreeof confidencein relation to plant maintenanceand constructionpractices. This is especiallyusedto reinforce the engineeringjudgment applied for the fragility assessment of inaccessiblecomponents. However, in casequestionableconstructionpracticesare observedin the SSCs,then the systemor componentclassmust be inspectedin closerdetail until the systematicdeficiency is defined. For eachitem on the equipmentwalkdown list, a specific SEWS was preparedcovering the different caveats. Each SEWS consistsof: Generaldescriptionof the equipment: EquipmentID, Name, Equipment Category,and Building/Floor/Room Equipment Evaluation Caveats EPRI 3002000704I2j Page5-4 limits the ESEP SI reviews to "nearby block walls" and "piping attachedto tanks," which are reviewed "to addressthe possibility of failures due to differential displacements." Other potential SI evaluationsare "deferred to the full seismicrisk evaluationsperformed in accordancewith EPRI 1025287F51." ABSConsulting tlFtzz.o
2734294-R-0L9 Reaision0 Noaember3,20L4 Page32 of 43 Equipment Anchorage SeismicInteractionIssues A databaseof SEWS was developedin an electronicformat using iPad Computersto facilitate entry of the information collectedduring the walkdowns. The databaseincludesthe record of equipmentqualifi cations,walkdown observations,and photographs. 6.3.2 Application of Previous \ilalkdown Information Previousseismicwalkdowns were usedto supportthe ESEP seismicevaluations. Someof the componentson the ESEL were included in the NTTF 2.3 seismicwalkdowns [ 5] and SPRA seismicwalkdowns [16]. Thosewalkdowns were recentenoughthat they did not needto be repeatedfor the ESEP. SeveralESEL items were previously walked down during the BVPS-1 Seismicindividual plant examinationof externalevents(IPEEE) program. Thosewalkdown resultswere reviewed and the following stepswere taken to confirm that the previous walkdown conclusions remained valid. o A walk by was performed to confirm that the equipment material condition and configuration is consistentwith the walkdown conclusionsand that no new significant interactionsrelatedto block walls or piping attachedto tanks exist. o If the ESEL item was screenedout basedon the previous walkdown, that screeningevaluationwas reviewedand reconfirmedfor the ESEP. 6.3.3 SignificantWalkdownFindings Consistentwith the guidancefrom NP-604l I7l, no significant outliers or anchorageconcerns were identified during the BVPS-I Seismicwalkdowns. The following findings were noted during the walkdowns. Block walls were identified in the vicinity of the l25V DC batterieslocatedin the SRV atEL713. Theseblock walls were assessedfor their structural adequacy[6] to withstandthe seismicloads associatedto the plant's RLGM demandlevel. ABSGqrsultittg {}F\zz9
2734294-R-01.9 Reaision0 Nouember 3,2014 Page33 of 43 6.4 HCLPF CALCULATIONPROCESS ESEL items in the BVPS-1 were evaluatedusing the criteria in EPRI NP-6041 l4l. Those evaluationsincluded the following steps: o Performing seismic capability walkdowns for equipment to verify the installed plant conditions o Performing screeningevaluationsusing the screeningtables in EPRI NP-6041 as describedin Section 6.2 o Performing HCLPF calculationsconsideringvarious failure modesthat include both structuralfailure modes(e.g., anchorage,and load path, etc.) and functional failure modes All HCLPF calculationswere performedusing the CDFM methodologyand are documentedin a BVPS-I Reference[6]. 6.4.L CDFM Approach HCLPF values for functionality and anchorageare calculatedfor eachrepresentativecomponent selectedfrom the ESEL. The functional HCLPF for equipmentis basedon experiencedata, GenericEquipment RuggednessData (GERS), test responsedata,and designcriteria. The functional evaluation is supplementedwith the verification of the equipment anchotage following SeismicQualification Utility Group (SQUG)/GIP procedures. The seismicdemandon the equipmentis basedon the floor responsespectranear the equipmentsupportlocation, and the componentdampingvalues as recommendedin EPRI 6041 [4]. The CDFM approachdescribedin EPRI 1019200[ 9] is utilized to obtain the component HCLPF values. The HCLPF capacitiesare statedin terms of a selectedground motion PGA. The CDFM approachis consistentwith EPRI NP-6041-SL [4], updatedto accommodatethe parameterspresentedin Table 6-1. The screeninglevel HCLPF valuesprovided in EPRI 6041 [4] Table 2-4 arepresentedin terms of the 5 Hz spectralaccelerationat the foundationlevel. In accordancewith EPRI 1019200U9], thesevaluesare usedto developmounting level capacityassuminga median structure lSGonsulting {}B\2zol
,rtnt;:#::no Noaember3,201,4 Page34 of 43 amplification factor of 1.5. The ISRS describedin Section 4,2 arecomparedwith this mounting level capacityto develop HCLPF associatedwith the GMRS shape. Anchoragechecksare performedbasedon the spectralaccelerationsat the estimatedequipmentfrequencies.
TABLE 6.1
SUMMARY
OF CONSERVATIVB DETBRMINISTIC FAILURE MARGIN APPROACH (EPRI 1019200, TABLE A.1) TncHNrcALIssun RncorrrvtENDED MnrHop Load Combination Normal + SME. Ground Response Anchor CDFM Capacityto defined responsespectrumshape Spectrum without considerationof spectralshapevariability. Perform seismicdemandanalysisin accordancewith latest SeismicDemand versionof American Societyof Civil Engineers(ASCE) 4. Damping Conservativeestimateof median damping. Structural Model BE (Median) + Uncertainty Variation in Frequency. Soil Structure BE (Median) + ParameterVariation. Interaction Use frequency shifting rather than peak broadeningto In-Structure(Floor) accountfor uncertaintyplus use conservativeestimateof SpectraGeneration mediandamping. Code specifiedminimum strengthor 95o/oexceedanceactual Material Strength strengthif test dataare available. Code ultimate strength(ACI), maximum strength(AISC), ServiceLevel D (ASME), or functional limits. If test data Static Strength are availableto demonstrateexcessiveconservatismof code Equations equationthen use 84% exceedanceof test datafor strength equation. For non-brittle failure modesand linear analysis,use appropriateinelastic energyabsorptionfactor from InelasticEnergy ASCE/SEI 43-05 to accountfor ductility benefits,or perform Absorption nonlinearanalysisand go to 95%oexceedanceductility levels. lSGonsultiro {}Bt"zzo
2734294-R-01,9 Reaision0 Nouember 3,201.4 Page35 of 43 6.4.2 ComponentStructuralCapacity In general,the CDFM approach:
- 1. Developsthe elasticseismicresponse andcomponents for the structures for the ground mot10n.
- 2. Developsstrengthmargin factor using componentcapacitiesas describedin Table 6-1.
a J. Developsinelasticenergyabsorptionfactor basedon ASCE 43-05 or at aboutthe 95 percentexceedanceprobability of ductility levels.
- 4. Calculatesthe CDFM capacityas:
HCLPF1DFM = Fs' Frr'PGA (Equation6-1)
- where,
& - Strengthmargin factor, Fr,: Inelastic energy absorptionfactor The strengthmargin factor is defined as: S-Dns 11
,-s = (Equation6-2)
- where, S- Strength of the structural element Dn, = Non-seismicdemand(normal operatingloads)
Ds = Seismicdemand 6.4.3 FunctionalEvaluations The HCLPF capacitiesfor functionality are basedon the comparisonof the demand(ISRS) with EPRI 6041 [4] screeninglevel HCLPFs, existing analysis,GERS, or test responsespectra. lSSGonsulting {}Blz7o
2734294-R-01,9 Reaision0 Noaember3,20L4 Page36 of 43 The screeninglevel HCLPF valuesprovided in EPRI 6041 [4] Table 2-4 arepresentedin terms of the 5Hzspectral accelerationatthe foundationlevel. In accordancewith EPRI 1019200[19], thesevaluesare usedto developmounting level capacityassuminga median structure amplification factor of 1.5. The ISRS describedin^Section5.2 are comparedwiththis mounting level capacityto developHCLPF associatedwith the GMRS shape. Anchoragechecksare performedbasedon the spectralaccelerationsat the estimatedequipmentfrequencies. Available plant specific seismicqualificationstestsare biaxial and all of the publishedGERS are constructedon the basisof the resultsof previous biaxial testsof similar types of equipment. Thesetestsapply table input motion in one-horizontaldirection and in the vertical direction. For most equipment,for which GERS are available,the vertical test responsespectrum(TRS) areat leastequalto the horizontal TRS. The publishedGERS define the horizontal componentof the table motion, which is, therefore,taken to representthe capacitystatedeither in terms of the vertical or horizontal input. The seismicdemandon equipment,on the other hand, is typically defined by ISRS in three orthogonaldirections,two horizontal and one vertical. The procedureusedto developthe functional capacity comparesthe resultant horizontal and the vertical ISRS separatelywith the GERS or TRS. The minimum seismicmargin is taken to obtain the functional HCLPF capacity. 6.5 FuNcuoNAL Ev,q.LuarIoNS oF RELAyS The only relays applicableto FLEX mitigating strategiesare the relays that automaticallystart the TDAFWP. All other plant control is local at the component. The relays deenergizeSolenoid-Operated Valves (SOVs) that port instrumentair away from two Air-OperatedValves (AOVs) that control the supply of steamto the TDAFWP in parallel steam supply pipes. The AOVs fail open on loss of instrumentair. As instrumentair is not seismic,the failure of air resultsin automaticopeningof the AOVs regardlessof relay function. Therefore, the relays are not included in this evaluation. Theserelays are slaverelays in the solid stateprotection systemand have no lock out function. Additionally,manual control from the control room is availableto the operators,which deenergizesthe SOVs directly, without the needfor any relays. Finally, if DC is lost, suchthat lEShulting {}nt77p;1
2734294-R-019 Reaision0 Noaember 3,201,4 Page37 of 43 thereis no control power availableto the control room, the SOVs fail open,porting air from the AOVs and admitting steamto the TDAFWP. T,q.nularEDESEL HCLPF Vlluns (IxcluDrNG Knv F.qrluRnMonns) Attachment B tabulatesthe HCLPF values for all componentson the ESEL. All HCLPF values exceedthe RLGM. The Table in Attachment B also identifies the methodusedto developthe HCLPF valuesand the controlling failure mode. Most of the controlling failure modesare either anchoragefailure or loss of functionality and do not involve structural integrity. For a limited number of components,the controlling failure mode is the failure of a nearbymasonryblock wall. Thesecasesare also identified in the Table. AESGqrsulting {}Rlz7o
2734294-R-019 Reaision0 Noaember3,2014 Page38 of 43 7.0 INACCESSIBLEITEMS 7.I IUnITTTICATIoN oF ESBL ITEMs INACCESSIBLE FORWALKDOWNS A total of sevenitems in the ESEL were inaccessibleduring walkdownsmainly due to their location in confined spacesand high radiation areas. Table 7-1 providesthe descriptionof the seveninaccessiblecomponents,the reasonfor their inaccessibilityand the criteria implemented to confirm the installedcondition and, therefore,evaluatetheir seismicfragility. The criteria implementedto confirm the installed condition follows EPRI NP 6041 [7], where a number of ways of confirming the installed condition of equipment,including follow up walkdowns, photographicor other confirmatory evidenceis provided. TABLE 7.1
SUMMARY
OF INACCESSIBLEITEMS IN BVPS-I ESEL Rn,lsoNnoR ConlpollENT II) DnscntprloN Rnsor,urIoN IxICCnSSIBLE BF3 Proportional Fragility is calculatedbased High radiation area BV-NE-INI-31 Counter Source on designdocumentationand (RCBX EL 692) RangeDetector installationdrawings [6]. Fragility is calculatedbased BV-TRB-1RC- Loop lA Hot Leg High radiation area on designdocumentationand 4tzBl Narrow Range Rtd (RCBX EL 718) installationdrawinss [6-l. Loop 1A Cold Leg Fragility is calculatedbased BV-TRB-1RC. High radiation area Narrow Range Dual on designdocumentationand 4t2C-D (RCBX EL 7r8) Element Rtd installationdrawines [6.l. Fragility is calculatedbased Incore High radiation area BV-T_C-1il-l on designdocumentationand Thermocouple (RCBX EL 767) installationdrawings [6-l. 1A Steam Fragility is calculatedbased GeneratorWide High radiation area BV-LT-lFW-477 on designdocumentationand RangeLevel (RCBX EL 718) installationdrawings [6]. Transmiffer Fragility is calculatedbased PressurizerRC-Tk- High radiation area BV-LT-IRC-459 on designdocumentationand I Level Transmitter (RCBX EL 718) installationdrawings [6'1. Reviewed plant drawings to RegenerativeHeat High radiation area obtain information for BV-ICH-E-3 (RCBX EL 718) Exchanger structural/anchorage evaluation[6.l. lSGonsulting {}Ftzzo
2734294-R-0L9 Reaision0 Noaember3,201.4 Page39 of 43 8.0 ESEPCONCLUSIONSAND RESULTS The conclusionsand resultsof the ESEP evaluationare presentedin this Section,including the identification of any requiredplant modifications and schedulesfor any follow up actions. 8.1 SupponrrNcIuronmATIoN BVPS-I hasperformedthe ESEP as an interim action in responseto theNRC's 50.54(0 letter [1]. The ESEP demonstratesthat BVPS-1 has additional seismicmargin plant equipmentthat can be relied upon to protect the reactorcore following a beyond designbasis seismicevent. It was performedusing the methodologiesin the NRC endorsedguidancein EPRr3002000704121. The ESEPprovidesan important demonstrationof seismicmargin and expeditesplant safety enhancementsthrough evaluations and potential near-termmodifications of plant equipment that can be relied upon to protect the reactorcore following beyonddesignbasisseismicevents. The ESEPis part of the overall BVPS-I responseto the NRC's 50.54(f)letter [1]. On March 12, z}l4,Nuclear Energy Institute (NEI) submittedto the NRC resultsof a study [7] of seismiccore damagerisk estimatesbasedon updatedseismichazardinformation as it appliesto operating nuclearreactorsin the Central and EasternUnited States(CEUS). The study concludedthat "site-specificseismichazardsshow that there has not beenan overall increasein seismicrisk for the fleet of U.S. plants," basedon the reevaluatedseismichazards. As such,the "current seismic designof operatingreactorscontinuesto provide a safetymargin to withstandpotential earthquakesexceedingthe seismicdesignbasis." The NRC's May 9,2014, NTTF 2.1Screeningand Prioritizationletter [9] concludedthat the "fleetwide seismicrisk estimatesare consistentwith the approachand resultsusedin the Gl-l99 safety/risk assessment."The letter also statedthat "as a result, the staff has confirmed that the conclusionsreachedin Gl- 199 safety/riskassessment remain valid and that the plants can continueto operatewhile additional evaluationsare conducted." nBSGspulting
2734294-R-0L9 Reaision0 Noaember 3,20L4 Page40 of 43 An assessment of the changein seismicrisk for BVPS-l was included in the fleet risk evaluation submittedin the March 12,2014, NEI letter [7], therefore,the conclusionsin the NRC's May 9 letter [9] alsoapply to BVPS-I. In addition,the March 12,2014, NEI letter [7] provided anatlached"Perspectivesonthe Seismic Capacityof OperatingPlants," which ( I ) assesseda numberof qualitativereasonswhy the designof SSCsinherently contain margin beyondtheir designlevel, (2) discussedindustrial seismicexperiencedatabasesof performanceof industry facility componentssimilar to nuclear SSCs,and (3) discussedearthquakeexperienceat operatingplants. The fleet of currently operatingNPPs was designedusing conservativepractices,suchthat the plants have significant margin to withstand large ground motions safely. This has been borne out for those plants that have actually experiencedsignificant earthquakes.The seismic design processhas inherent(and intentional) conservatismswhich result in significant seismicmargins within SSCs. Theseconservatismsare reflectedin severalkey aspectsof the seismicdesign process,including: Safetyfactorsapplied in designcalculations Damping valuesusedin dynamic analysisof SSCs Bounding syntheticTHs for ISRS calculations Broadeningcriteria for ISRS Responsespectraenvelopingcriteria typically usedin SSCsanalysisand testing applications Responsespectrabasedfrequencydomain analysisratherthan explicit TH basedtime domain analysis Bounding requirementsin codesand standards Use of minimum strengthrequirementsof structural components(concrete and steel) Bounding testing requirements Ductile behavior of the primary materials (that is, not crediting the additional capacityof materials,such as steeland reinforcedconcretebeyondthe essentiallyelastic range,etc.) fE@nsulting {}F,l,zzo
2734294-R-019 Reoision0 Noaember 3,201'4 Page41 of 43 Thesedesignpracticescombine to result in margins,suchthat the SSCswill continueto fuIfilI their functions at ground motions well abovethe SSE. The intent of the ESEP is to perform an interim action in responseto the NRC's 50.54(f)letter [1] to demonstrateseismicmarginthroughareviewof a subsetof the plant equipmentthat can be relied upon to protect the reactorcore following beyond designbasis seismicevents. Becausethe SPRA for BVPS-I is alreadyunder woy, the GMRS usedin the SPRA is also usedas the RLGM for the ESEP evaluation. To more fully characterizethe risk impactsof the seismicground motion representedby the GMRS on a plant specific basis,a more detailedseismicrisk assessment(SPRA or risk-basedSMA) is being performed in accordance with EPRI 1025287[0]. As identified in the BVPS-I SeismicHazardand GMRS submittal [3], BVPS-1 screensin for a risk evaluation. The completerisk evaluationwill more completely characterizethe probabilistic seismicground motion input into the plant, the plant responseto that probabilistic seismic ground motion input, and the resulting plant risk characterization. BVPS-1 will completethat evaluationin accordancewith the scheduleidentified in NEI's letter datedApril 9,2013, [8] and endorsedby the NRC in their May 7,2013, letter U ll. IonnunrcATroN oF PLANNEDMournrcATroNs As discussedin Section 6.6 and presentedin Attachment B, all componentson the ESEL have a HCLPF greaterthan the RLGM (0.2ag). Therefore,no modificationsrelatedto the ESEP are planned. MonmrcATroNIurlnuENTATrox ScHnnuln As no modificationsare planned,this Sectionis not applicable. 8.4 Suruu,tRv oF REGULAToRyCounnrrMENTS None ABSGonsulting {}Ftzzo'
2734294-R-01.9 Reuision0 Noaember3,2014 Page42 of 43
9.0 REFERENCES
- 1. NRC (E Leedsand M Johnson)Letter to All Power ReactorLicenseeset a1.,"Requestfor Information Pursuantto Title l0 of the Code of FederalRegulations50.54(f) Regarding Recommendations 2.1,2.3, and 9.3 of the Near-TermTask ForceReview of Insights from the FukushimaDai-Ichi Accident," March l2,2An.
- 2. EPRI, SeismicEvaluation Guidance: AugmentedApproach for the Resolutionof FukushimaNear-Term Task Force Recommendation2.1 - Seismic,Palo Alto, California:
May 2013,3002000704. a J. ABS Consulting and Rizzo Associates,"Probabilistic SeismicHazard Analysis and FoundationInput ResponseSpectraBeaverValley Power Station SeismicProbabilistic Risk AssessmentProject," 2734294-R-003(RIZZO R3 12-4735),Revision l, October31,2014.
- 4. Electric Power ResearchInstitute,"A Methodology for Assessmentof Nuclear Power Plant SeismicMargin," EPRI NP-6041-SL,Revision 1, Palo Alto, California, August 1991.
- 5. Electric Power ResearchInstitute, "Methodology for Developing SeismicFragilities,"
EPRI TR-l03959, June 1994.
- 6. ABS Consulting and Rizzo Associates,"BVPS-I SeismicFragility of ESEP Components,"Calculation 273 4294-C -500/I 2-4735 -C-500, Revision L, 2014.
- 7. Nuclear Energy Institute, A. Pietrangelo,Letter to D. Skeenof the USNRC, "Seismic Core DamageRisk EstimatesUsing the UpdatedSeismicHazardsfor the Operating Nuclear Plants in the Central and EasternUnited States,"March 12,2014.
- 8. Nuclear Energy Institute, A. Pietrangelo,Letter to D. Skeenof the USNRC, "Proposed PathForward for NTTF Recommendation2.l:SeismicReevaluations,"April 9,2413.
- 9. Nuclear RegulatoryCommission,NRC (E Leeds)Letter to All Power ReactorLicensees et al., "screening and Prioritization ResultsRegardingInformation Pursuantto Title 10 of the Code of FederalRegulations50.54(F)RegardingSeismicHazardRe-Evaluationsfor Recommendation2.1 of the Near-Term Task Force Review of Insights from the FukushimaDai-Ichi Accident," May 9,2014.
- 10. EPRI, " seismic Evaluation Guidance: Screening,Priori tization, and Implementation Details (SPID) for the Resolutionof FukushimaNear-TermTask Force Recommendation 2.1: Seismic,"Palo Alto, CA: February2013. 1025287,2013.
AB$Gonsrlting {}F\279
2734294-R-01.9 Reaision0 Noaember 3,2A14 Page43 of 43
- 11. Nuclear RegulatoryCommission,NRC (E Leeds)Letter to NEI (J Pollock), "Electric Power ResearchInstitute Final Draft Report Xxxxxx, "Seismic EvaluationGuidance:
AugmentedApproach for the Resolutionof FukushimaNear-Term Task Force Recommendation2.1: Seismic," as an AcceptableAlternative to the March 12,2012, Information Requestfor SeismicReevaluations,"May 7,2013.
- 12. Newmark, N.M., and W. J Hall 1969,"Seismic Design Criteria for Nuclear Reactor Facilities," Proc. World Conf. EarthquakeEng., 4th,Santiago,Chile, 1969.
- 13. Nuclear RegulatoryCommission,RegulatoryGuide l.92, "Combining Modal Responses and SpatialComponentsin SeismicResponseAnalysis," July 2006.
- 14. Stokoe,K. H., W. K. Choi, and F-Y Menq, 2003, "Summary Report: Dynamic Laboratory Tests: Unweatheredand WeatheredShaleProposedSite of Building 9720-82Y-12 National SecurityComplex, Oak Ridge, Tennessee,"Department of Civil Engineering,The University of Texasat Austin, Austin, Texas,2003.
- 15. ABS Consulting and Paul C. Rizzo Associates,Inc., "Beaver Valley Power StationUnit I Near Term Task Force 2.3 SeismicWalkdown Report," 2734294-R-001 (RIZZO R5 12-4735),Revision 1, September4,2013.
t6. ABS Consulting and Rizzo Associates,"seismic Walkdown of BeaverValley Unit I Nuclear Power Station SeismicPRA Project," 2734294-R-004(RIZZO R6 l2-4735), Revision 1, October 20, 2014.
- 17. BVPS Overall IntegratedPlan (OIP) in Responseto the March 12,2012, Commission Order EA- I 2-049, FirstEnergyCorp., Letter No . L- l 4-25, "FirstEnergyNuclear OperatingCompany's Third Six-Month StatusReport in Responseto Marchl 2,2412 Commission Order Modifying Licenseswith Regardto Requirementsfor Mitigation Strategiesfor Beyond-Design-BasisExternal Events (Order Number EA-12-049)
(TAC Nos. MF0841, MF0842, MF096l, and MF0962)," datedAugust 28,2014.
- 18. U.S. Nuclear RegulatoryCommission,NRC, 2010, "Interim Staff Guidanceon Ensuring Hazard-ConsistentSeismicInput for Site Responseand Soil StructureInteraction Analyses"DC/COL-ISG-0l7, Washington,D.C., March 2010.
- 19. Electric Power ResearchInstitute,"seismic Fragility Applications Guide Update," EPRI Report 1019200,Palo Alto, CA, USA, December2009.
ABSGqrsultilU {}Ftzzq
2734294-R-019 Reaision0 Noaember3,20L4 Pog!A1 of41 ATTACHMENTA: EXPEDITED SEISMIC EQUIPMENT LIST llSGcrstlting {}Ftzz?
2734294-R-0L9 Reaision0 Noaember 3,2014 PageA2 of A23
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Enclosure B L-14-401 Expedited Seismic Evaluation Process (ESEP) Report Beaver Valley Power Station - Unit 2 (69 pages follow)
ABSGonsultlng 2734294-R-020 47Rlz71o ExpeditedSeismicEvaluation Process(ESEP)Report BeaverValleyPowerStation- Unat2 November3, 2014 FirstEnergyNuclearOperatingGompany
2734294-R-020 Reaision0 3,201.4 Noaember Page2 of a3 EXPEDITED SEISMIC EVALUATION PROCESS (ESEP)REPORT BEAVERVALLEY POWERSTATION-UNIT 2 ABSG CoNsuLrrNGINC.Rnponr No. 2734294-R-020 RnvrsroN0 R'IZZO Rnponr No. Rll 12-4736 NovnvrBER312014 ABSG CoNSULTINc INC. RIZZO ASSOCIATES lSGonsulting {}R}zzo
273429'i-R-020 Raisbn A Niwamfur 3,.4A1+ APPNOVATS {eporfNamei ExpeditedSeisrnic Evalqalign (ESFP);Rsport Prscos$ BeaverValleyPowerSthtion Unit 2 Setei Novernber 3,24U Rbvisl.oliNo.,: Revision0 F{gpar$EbJt_ lI103j12014 Date Revio.wed byt 7fr'-T ffi 11-/? /zot+ Fauin Beigi (ABSGConsultingInc.) Date
.il / z /?st,t h Keck (F llJ-?nl+
Mohamnred Alvi (FENOC) Approveclbyr ll-/o-l+ EugeneE. Ebeck(F'ENOC) Consulting
2734294-R-020 Reaision0 Noaember3,201.4 Table of Revisions Revision No. Date Description of Revision 0 November 3,2014 Originalissue. fBSGonsulting {}R}z7o
2734294-R-020 Reaision0 Noaember 3,2A'14 Page5 of a3 TABLE OF CONTENTS PAGE LISTOF TABLES .................7 LISTOF FIGURES .........8 Lrsr oF ACRONYMS ................9 1.0 PURPOSE AND OBJECTIVE .....I3 2.0 BRIEF
SUMMARY
OF THE FLEX SEISMICIMPLEMENTATION STRATEGIES..... ............15 3.0 EQUIPMENTSELECTTON PROCESS AND ESEL ........t7 3.1 EqunnreNrSELECTToN PnocpssANDESEL ..........17 4.0 GROUNDMOTIONRESPONSE SPECTRUM .........21 4.1 Plor oFGMRSSueN4rrrED By rHELrcBNsnE ........... .................21 4.2 CoupanrsoN ro SSE.. .......23 5.0 REVIEWLEVELGROLTND MOTION....... .......25 5.1 DpsczuprroN op RLGM SnLscrED . ....25 5.2 MprHooro EsrrMare ISRS........... ...........25 6.0 SEISMICMARGINEVALUATIONAPPROACH....... ..........29 6.1 oFMerHonot-ocrEs Surrrrranny Usp,o..... ..........29 6.2 HCLPFScnppNrNG PRocESS........ ...........30 6.3 Setsrratc Wexoowts AppnoACH .......30 6.4 HCLPFcALCULAnoN pRocESS .......32 6.5 Fu{crroNALEvlr-uarroNs onRnlays... ...........36 6.6 Tneularpn ESELHCLPFVnluEs (INcI-UDING Ks,vFntluRB MooEs) .............36 7.0 INACCESSIBLE ITEMS .......38 7.1 InsNrrprcArroNon ESELrrEMS TNACCESSTBLEFoRwALKDowNS ............38 8.0 ESEPCONCLUSIONS AND RESULTS........... ........39 8.1 SupponrrNc INpoRMArroN ......39 8.2 IopNrrrrcATroNor PI-nNNEDMoorrrcATIoNS.. ....41 8.3 MouncATIoNIrraplpvpNTATroN ScHEnuLE ......... ..............41 ll3Gonsulting ()Rl,z7.o
2734294-R-020 Reaision0 Noaember 3,201.4 Page6 of a3 TABLE OF CONTENTS (coNTINUED) PAGE 8.4 SuvuRRv oF REGULAToRy CotrrvtrMENTS .....41
9.0 REFERENCES
......42 ATTACHMENTA EXPEDITEDSEISMICEQUIPMENTLIST ATTACHMENT B TABULATED HCLPFVALUES AB$Gonsulting
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2734294-R-020 Reaision0 Noaember 3,20'14 Page7 of 43 LIST OF TABLES TABLE NO. TITLE PAGE TABLE 4-I UHRSAND GMRSUSEDIN BVPS.2SPRA,EL 681...............22 TABLE 4-2 SSEHORIZONTALGROUNDMOTION RESPONSE SPECTRUM FORBVPS-2 ........24 TABLE 5.I
SUMMARY
OF GEOTECHNICALPROF'ILEDATA UNDERLYINGTHE BV SITE TABLE 5.2 NORMALIZED STRAINCOMPATIBLESHEAR MODULI AND DAMPING FOR SOIL LTNITSAT THE BV SITE .............27 TABLE 6-I
SUMMARY
OF CONSERVATIVEDETERMINISTIC FAILUREMARGINAPPROACH ...........34 TABLE T.I
SUMMARY
OF INACCESSIBLE ITEMSIN BVPS-2 ESEL ......38 lBSGonsulting {}R}zzo
2734294-R-020 Reaision0 Nouember 3,2014 PageI of 43 LIST OF FIGURES FIGURE NO. TITLE PAGB FIGURE4-I COMPARISONBETWEENGMRSAT CONTROL POINTREPORTEDIN SPIDMARCH 2OT4 SUBMITTALAND GMRSUSEDIN BVPS.2SPRA PROJECT.......... ....22 FIGURE4-2 COMPARISONOF GMRSAND SSEAT CONTROL POINTELEVATION .........24 AlSfuieulting {}Rtzz?
2734294-R-020 Reaision0 3,2014 Noaember Page9 of a3 LIST OF ACRONYMS ABS ABSGCONSULTINGINC. AC ALTERNATINGCURRENT ACI AMERICAN CONCRETEINSTITUTE AFW AUXILIARY FEEDWATERSYSTEM AISC AMERICAN INSTITUTEFOR STEELCONSTRUCTION ANS AMERICANNUCLEARSOCIETY ASCE AMERICAN SOCIETYOF CIVIL ENGINEERS ASDV ATMOSPERHIC STEAMDUMP VALVES ASME AMERICAN SOCIETYOF MECHANICAL ENGINEERS AUX AUXILIARY BUILDING BAST BORICACID STORAGETANKS BFBEE BEYONDDESIGNBASISEXTERNALEVENT BE BESTESTIMATE BVPS BEAVERVALLEY POWERSTATION BVPS-2 BEAVERVALLEY POWERSTATION- UNIT 2 CCP PRIMARY COMPONENTCOOLINGWATER SYSTEM CDFM CONSERVATIVEDETERMINISTICFAILURE MARGIN CEUS CENTRALAND EASTERNUNITED STATES CNTB CONTROLBUILDING DC DIRECTCURRENT DGB DIESELGENERATORBUILDING EL ELEVATION ELAP EXTENDEDLOSSOF ALL ALTERNATING CURRENTPOWER EPRI ELECTRICPOWERRESEARCHINSTITUTE ESEL EXPEDITEDSEISMICEQUIPMENTLIST ESEP EXPEDITEDSEISMICEVALUATIONPROCESS EW EAST-WESTDIRECTION FDB FUEL DECONTAMINATIONBUILDING lBSGonsultilU {}R}z7o
2734294-R-020 Reaision0 3,2014 Noaember Page of 43 L0 LIST OF ACRONYMS (coNTTNUED) FE FINITEELEMENT FENOC FIRSTENERGYNUCLEAR OPERATINGCOMPANY FIRS FOUNDATIONINPUT RESPONSESPECTRA FNC FUELPOOLCOOLINGAND PURIFICATIONSYSTEM FPW FIREPROTECTIONSYSTEM ft FEET ftis FEETPERSECOND g ACCELERATIONOF GRAVITY GERS GENERICEQUIPMENTRUGGEDNESS DATA GIP GENERICIMPLEMENTATIONPROCEDURE GMRS GROUNDMOTIONRESPONSE SPECTRA HCLPF HIGH CONFIDENCEOF LOW PROBABILITYOF FAILURE HVAC HEATING,VENTILATION,AND AIR-CONDITIONING HZ HERTZ ISRS IN.STRUCTURE RESPONSESPECTRA KV KILOVOLT MAFE MEAN ANNUAL FREQUENCYOF EXCEEDANCE MCC MOTORCONTROLCENTER MSVCV MAIN STEAMVALVE AND CABLE VAULT BUILDING NEI NUCLEARENERGYINSTITUTE NPP NUCLEARPOWERPLANT NRC UNITEDSTATESNUCLEARREGULATORYCOMMISSION NS NORTH.SOUTHDIRECTION NSSS NUCLEARSTEAMSUPPLYSYSTEM NTTF NEAR-TERMTASK FORCE NUREG REGULATION U.S.N.R.C. OIP OVERALL INTEGRATEDPLAN lsSGonsulting {}R}zlo
2734294-R-020 Reaision0 Noaember3,201,4 Page11 of 43 LIST OF ACRONYMS (coNTTNUBD) P&ID PROCESS AND INSTRUMENTATIONDIAGRAM pcf POUNDSPERCUBICFOOT PGA PEAK GROUNDACCELERATION PPDWST PRIMARYPLANT DEMINERALIZEDWATER STORAGETANK QSS QUENCHSPRAYSYSTEM RB REACTORBUILDING RCBX REACTORCONTAINMENTSTRUCTURE RCIC REACTORCOREISOLATIONCOOLING RCS REACTORCOOLANTSYSTEM RTZZO P.IZZOASSOCIATES RLGM REVIEWLEVEL GROLTND MOTION RSGB ERFSUBSTATIONDIESELBUILDING SEWS SEISMICEVALUATIONWORK SHEETS SFGB SAFEGUARDS BUILDING SI SEISMICINTERACTION SIS SAFETYINJECTIONSYSTEM SOV SOLENOID-OPERATED VALVE SMA SEISMICMARGIN ASSESSMENT SPRA SEISMICPROBABILISTICRISKASSESSMENT SQUG SEISMICQUALITY UTILTY GROUP SASSI SYSTEMFORANALYSISFOR SOIL STRUCTUREINTERACTION SRSS s QUARE-ROOT-OF-THE- SQUARES SUM-OF-THE-SRT SEISMICREVIEWTEAM SRV SERVICEBUILDING SSCs STRUCTURES, SYSTEMS,AND COMPONENTS SSE SAFESHUTDOWNEARTHQUAKE SSI SOIL STRUCTUREINTERACTION lSSGqrsufting {iRt77o
2734294-R-020 Reuision0 Nouember3,2014 Page12 of 43 LIST OF ACRONYMS (coNTINUED) SWS SERVICEWATER SYSTEM TDAFWP TURBINEDRIVEN AUXILIARY FEEDWATER PUMP TH TIME HISTORY TRS TESTRESPONSE SPECTRUM TURB TURBINEBUILDING UHRS LINIFORMHAZARD RESPONSESPECTRA USNRC LINITEDSTATESNUCLEARREGULATORYCOMMISSION VAC VOLTAGE ALTE,RNATINGCURRENT VLVP VALVE PIT Vs SHEARWAVE VELOCITY AFGqrsulting {}Rtzlo
2734294-R-020 Reaision0 Noaember 3,2014 Page of 43 13 EXPEDITED SEISMIC EVALUATION PROCESSREPORT BEAVER VALLEY POWER STATION - UNIT 2 1.0 PURPOSEAND OBJECTIVE Following the accidentat the FukushimaDai-ichi Nuclear Power Plant (NPP) resulting from the March 11,2011, GreatTohoku Earthquake,and subsequenttsunami,the Nuclear Regulatory Commission(NRC) establisheda Near-Term Task Force (NTTF) to conducta systematicreview of NRC processesand regulationsand to determineif the agencyshouldmake additional improvementsto its regulatorysystem. The NTTF developeda set of recommendationsintended to clarify and strengthenthe regulatory framework for protection againstnatural phenomena. Subsequently,the NRC issueda 50.54(f) letter on March 12,2012 [1], requestinginformation to assurethat theserecommendationsare addressedby all United States(U.S.) NPPs. The 50.54(0 letter requeststhat licenseesand holdersof constructionpermits under 10 CFR Part 50 reevaluatethe seismichazardsat their sitesagainstpresent-dayNRC requirementsand guidance. Dependingon the comparisonbetweenthe reevaluatedseismic hazardand the currentdesignbasis,further risk assessment may be required. Assessment approachesacceptableto the staff include a SeismicProbabilisticRisk Assessment(SPRA), or a SeismicMargin Assessment(SMA). Basedupon the assessment results,the NRC staff will determinewhetheradditional regulatory actionsare necessary. This Report describesthe Expedited SeismicEvaluationProcess(ESEP)undertakenfor Beaver Valley Power Station- Unit 2 (BVPS-2). The intent of the ESEP is to perform an interim action in responseto the NRC's 50.54(f) letter [1] to demonstrateseismicmargin through a review of a subsetof the plant equipmentthat can be relied upon to protectthe reactorcore following beyond designbasisseismicevents. The ESEP is implementedusing the methodologiesin the NRC endorsedguidancein Electric PowerResearchInstitute(EPRD 3002000704[2]. fSGon$lting {}nft1o,
2734294-R-020 Reuision0 Noaember3,2014 Page1-4of 43 The objectiveof this Report is to provide summaryinformation describingthe ESEP evaluations and results. The level of detail provided in the Report is intendedto enableNRC to understand the inputs used,the evaluationsperformed,and the decisionsmadeas a result of the interim evaluations. fBSCoilsutting []R]zTp
2734294-R-020 Reaision0 Noaember 3,201.4 Page75 of a3 2.0 BRIEF
SUMMARY
OF THE FLEX SEISMIC IMPLEMENTATION STRATBGIES The BeaverValley Power Station (BVPS) FLEX strategiesfor ReactorCore Cooling and Heat Removal,ReactorInventory Control/Long-termSubcriticality,and ContainmentFunction are summarizedbelow. This summaryis derived from the BVPS Overall IntegratedPlan (OIP) in responseto the March 12,2012 CommissionOrderEA-12-049t171. During Phasel, ReactorCore Cooling and Heat Removal is accomplishedvia steamrelease from the steamgeneratorswith make-upsuppliedvia the Auxiliary FeedWater System(AFW). The primary plant demineralizedwater storagetank (PPDWST), Turbine Driven Auxiliary Feed Water pump(TDAFWP) and all neededflow paths for feeding steamgeneratorsand the flow paths for steamreleasefrom the steamgeneratorsand steamsupply to the TDAFW pump are protectedfrom all hazards. AFW Flow Control Valves and AtmosphericSteamDump Valves (ASDV) are controlled locally and do not needelectricity or air for local control. During Phase2, cooling water make-upto the PPDWST is via a FLEX portablePumP,with suctionfrom the Ohio River. Make-up water is supplieddirectly to the PPDWST via a new FLEX connectionpoint. The sameReactorCore Cooling and Heat Removal strategyappliesfor Phase3, exceptthat water purification equipmentfrom the National SAFER ResponseCenteris usedto purify the make-upwater to the PPDWST. ReactorInventory Control is maintained through the use of low leakagereactor coolant pump (RCP) seals. Other than installation of the seals,there are no requiredplant modifications. With low leakageseals,make-upto the reactorcoolant system(RCS) is not requiredduring Phase1. During Phase2, ReactorInventory Control/Long-termSubcriticalityis maintainedby pumping boratedwater from the Boric Acid StorageTanks (BAST) to the RCS using a FLEX high pressureportablepump and new FLEX connectionpoints at the BASTs and downstreamof the ChargingPumps. fEGcnsulting {}R}7{,o
2734294-R-020 Reuision0 Nouember3,2014 Page16 of 43 The sameReactorInventory Control/Long-termSubcriticality strategyappliesfor Phase3, exceptNational SAFER ResponseCenterequipmentis usedto mix boratedwater to replacethe contentsof the BASTs. Key parametersare availablein the control room and communicationswill be available between the control room and operatorsthat are controlling the valves locally. Electrical components required to maintain the key parameterindication during PhaseI include the installed safety relatedbatteries,inverters,vital Alternating Current (AC) & Direct Current (DC) buses, instrument racks and control room indicators that are neededfor monitoring key reactor parametersin the control room. A load shedstrategyis employedto increasethe battery life. During Phase2, aFLEX portable generatorsuppliespower to the battery chargersthrough a new FLEX connectionpoint to maintain key parameterindication. The generatorback feedspower throughthe safetyrelated480 Voltage Alternating Current (VAC) electrical distribution system to the battery chargers. There are no FLEX actionsneededto maintain containmentintegrity. Low leakageRCP Seals minimize the energy input into containmentfrom the RCS. Containmentpressureremainsless than 5 pounds per squareinch gauge (psig) after 7 dayspost event. Containment temperature and pressureare addressedin recoveryactions. f3tGonsulting {}Rtzao
2734294-R-020 Reaision0 Noaember 3,2014 Page17 of 43 3.0 EQUIPMENT SELECTIONPROCESSAND ESEL 3.1 EeurpwrENTSnr,ncrroN PRocESsANDESEL The selectionof equipmentto be included on the ExpeditedSeismicEquipment List (ESEL) was basedon installedplant equipmentcreditedin the FLEX strategiesduring Phases1,2, and 3 mitigation of a Beyond Design Basis External Event (BDBEE), as outlined in the BVPS OIP in Responseto the March 12,2012, CommissionOrder EA-l2-049 1171.The OIP providesthe BVPS FLEX mitigation strategyand servesas the basisfor equipmentselectedfor the ESEP. The scopeof "installed plant equipment" includesequipmentrelied upon for the FLEX strategies to sustainthe critical functions of core cooling and containmentintegrity consistentwith the BVPS OIP [17]. FLEX recoveryactionsare excludedfrom the ESEP scopeper EPRI 3002000704I21.The overall list of plannedFLEX modificationsand the scopefor considerationherein is limited to thoserequiredto supportcore cooling, reactorcoolant inventory and subcriticality, and containmentintegrity functions. Portableand pre-stagedFLEX equipment(not permanentlyinstalled) are excludedfrom the ESEL per EPRI 3002000704I21. The ESEL componentselectionfollowed the EPRI guidanceoutlined in Section3.2 of EPRI 3002000704.
- l. The scopeof componentsis limited to that requiredto accomplishthe core cooling and containmentsafetyfunctions identified in Table 3-2 af EPRI 3002000704. The instrumentation monitoring requirementsfor core cooling/containmentsafety functions are limited to thoseoutlined inthe EPRI 3002000704guidance,and are a subsetof those outlinedin the BVPS OIP [7].
- 2. The scopeof componentsis limited to installedplant equipmentand FLEX connections necessaryto implementthe BVPS OIP [17] as describedin,Section2.0.
a J. The scopeof componentsassumesthe creditedFLEX connectionmodifications are implemented,and are limited to thoserequiredto supporta single FLEX successpath; i.e., either "Prim ary" or "Back-up/Alternate".
- 4. The "Primary" FLEX successpath is to be specifred. Selectionof the "Back-up/Alternate" FLEX successpath must be justified.
13$Gonsulting {}R}zz9
2734294-R-020 Reaision 0 Nouember 3,201.4 PageL8 of 43
- 5. Phase3 copingstrategies areincludedin the ESEPscope,whereasrecoverystrategies are excluded.
- 6. Structures, systems, andcomponents (SSC)excludedperthe EPRI 30020007A4l2l guidanceare:
Structures(e.g.,Containment,ReactorBuilding [RB], Control Building [CNTB], Auxiliary Building [AUX], etc.). Piping, cabling, conduit, heating,ventilation, and air-conditioning (HVAC), and their supports. Manual valves and rupture disks. Power-operatedvalves not requiredto changestateas part of the FLEX mitigation strategies. Nuclear steamsupply systemcomponents(e.g.,reactorpressurevesseland internals,RCPs,and seals,etc.).
- 7. For casesin which neither train was specifiedas a primary or back-up strategy,then only one train component(generally 'A' train) is included in the ESEL.
3.1.1 ESEL Development The ESEL was developedby reviewing the BVPS OIP [7] to determinethe major equipment involved in the FLEX strategies.Further reviews of plant drawings (e.g.,Processand InstrumentationDiagrams [P&ID] and Electrical One-Line Diagrams)were performedto identify the boundariesof the flowpaths to be usedin the FLEX strategiesand to identify specific componentsin the flowpaths neededto supportimplementationof the FLEX strategies. Boundarieswere establishedat an electricalor mechanicalisolation device (e.g.,isolation amplifier, valve, etc.) in branchcircuits / branchlines off the defined strategyelectrical or fluid flowpath. P&IDs were the primary referencedocumentsusedto identify mechanical componentsand instrumentation. The flow pathsusedfor FLEX strategieswere selectedand specific componentswere identified using detailedequipmentand instrumentdrawings,piping isometrics,electrical schematicsand one-line drawings,systemdescriptions,designbasis,and documents,etc., as necessary. AB$Gonsslting {}R}27?,
2734294-R-020 Reuision0 Noaember 3,201-4 PageL9 of 43 3.1.2 Power-Operated Valves Page3-3 of EPRI 300200070412)notesthat power-operatedvalves not requiredto changestate are excludedfrom the ESEL. Page3-2 also notesthat "functional failure modesof electricaland mechanicalportions of the installed PhaseI equipmentshould be considered(e.g.,reactorcore isolation cooling [RCIC]/AFW trips)." To addressthis concern,the following guidanceis applied in the BVPS ESEL for functional failure modesassociatedwith power-operatedvalves: Power-operatedvalves that remain energizedduring the ExtendedLoss of all Alternating Current Power (ELAP) events(such as DC poweredvalves),were included on the ESEL. Power-operatedvalves not requiredto changestateas part of the FLEX mitigation strategieswere includedon the ESEL, but indicatedas screening out of evaluation. The seismiceventalso causesthe ELAP event;therefore, the valves are incapableof spuriousoperationas they would be de-energized. o Power-operatedvalves not requiredto changestateas part of the FLEX mitigation strategiesduring Phasel, and are re-energizedand operatedduring subsequentPhases2 and 3 strategies,were not evaluatedfor spuriousvalve operationas the seismiceventthat causedthe ELAP haspassedbefore the valves are re-powered. 3.1.3 Pull Boxes Pull boxeswere deemedunnecessaryto add to the ESELs, as thesecomponentsprovide completelypassivelocationsfor pulling or installing cables. No breaksor connectionsin the cabling are included in pull boxes. Pull boxeswere consideredpart of conduit and cabling, which are excludedin accordancewith EPRI 3002000704I21. 3.1.4 Termination Cabinets Termination cabinets,including cabinetsnecessaryfor FLEX Phase2 andPhase3 connections, provide consolidatedlocationsfor permanentlyconnectingmultiple cables. The termination cabinetsand the internal connectionsprovide a completelypassivefunction; however,the cabinetsare included in the ESEL to ensureindustry knowledge on panel/anchoragefailure vulnerabilitiesis addressed. ABSGqrsulting (}Fl,z,0
2734294-R-020 Reaision0 Noaember 3,2014 Page of 43 20 3.1.5 Critical Instrumentation Indicators Critical indicatorsand recordersare typically physically locatedon panels/cabinetsand are included as separatecomponents;however,seismicevaluationof the instrumentindication may be included in the panel/cabinetseismicevaluation(rule-of-the-box). 3.1.6 Phase2 and Phase3 Piping Connections Item 2 in Section 3.I abovenotesthat the scopeof equipmentin the ESEL includes" . . . FLEX connectionsnecessaryto implement the BVPS OIP [17] as describedin SectionZ." Item 3 in Section -3.,1also notesthat "The scopeof componentsassumesthe creditedFLEX connection modifications are implemented,and are limited to thoserequiredto supporta single FLEX successpath (i.e., either "Primary" or "Back-up/Alternate")." Item 6 in Section 3.0 abovegoeson to explain that "piping, cabling, conduit, HVAC, and their supports"areexcludedfrom the ESEL scopein accordancewith EPRI 3002000704l2l. Therefore,piping and pipe supportsassociatedwith FLEX Phase2 andPhase3 connectionsare excludedfrom the scopeof the ESEP evaluation. However, any active valves in FLEX Phase2 and Phase3 connectionflow path are included in the ESEL. AlSConsulting {}Rr,z19
2734294-R-020 Reaision0 Noaember3,2014 Page2L of 43 4.0 GROUNDMOTION RESPONSESPECTRUM 4.1 Pr,or oF GMRS SusN{trrEDBy rHE LtcnNsnn The BVPS-2 major structuresare foundedin the PleistoceneTerracedepositsor on compacted granularstructuralbackfill at foundationelevationsvarying between681 feet (ft) for the RB to 725 ft for the ServiceBuilding (SRV). The designbasisanalysisappliesthe safeshutdown earthquake(SSE) ground motion at the respectivebuilding foundations. Therefore,the SSE,and the ground motion responsespectra(GMRS), control point elevationis taken to be at the baseof the RCBX, elevation(EL) 681. The bedrock immediately underlying the RCBX foundation (EL 561) is characteizedby shearwave velocities(Vs) of about5,000 feetper second(ff/s). Figure 4-I presentsthe GMRS atthe control point EL 681 and comparesthis to the GMRS reportedin the BVPS-2 March 2014 submittal [3]. The differenceis attributedto:
- 1. The material dampingusedfor the rock material over the upper 500 ft. While the GMRS, reportedin the March 2014, submittal is basedon the low strain damping of 3.2 percent over a 500-foot depth of bedrock,the GMRS usedin the BV-2 SPRA limits this damping value to the upper 100 ft wherethe rock is consideredas weatheredor fractured. Within the depth rangeof 100 ft to 500 ft, a damping of I percentis usedbasedon the unweatheredshaledynamic propertiesfrom Stokoeet al., [14]. Below a depth of 500 ft, linear material behavioris adoptedwith the dampingvalue of 0.5 percentis specified consistentwith the kappaestimatefor the Site.
- 2. The subsurfaceprof,rleusedin the site amplification analysis. While the GMRS, reported in the March 2014, submittal is basedon a profile which extendsfrom the bottom of the RCBX foundationto at depth hard rock, the GMRS usedin the SPRA developsfrom the analysisof the full soil column to plant grade,subsequentlytruncatedto the RB foundationlevel, in accordance with ISG-I7 [18].
Table 4-I presentsthe spectralaccelerationsat selectedfrequenciesdefining the GMRS usedin the ESEP. The developmentof this GMRS is more fully describedin [3]. This GMRS is also being utilized as basisto obtain fragilities in supportof the on-going SPRA. Becausethe GMRS definesthe ground motion at the RCBX foundation,it is also called the RCBX foundationinput responsespectrum(FIRS). f3SGonsulting ()RlzEo
2734294-R-020 Reaision0 Noaember 3, 2014 Page22 of a3 {1i**ww20L3 GMPE,SPRA
- - - 2 0 L 3 G M P ES
, P I DM a r c h Submittal A
19 0.6 g %, ffi
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g o.z I E P o.o I 0.10 1.00 10.00 100.00 o CL ltl Frequency (Hz) FIGURE4-I COMPARISON BETWEEN GMRS AT CONTROL POINT REPORTED IN SPID MARCH 2014SUBMITTAL AND GMRS USED IN BVPS-2SPRA PROJECT TABLE 4-I UHRSAND GMRS USEDIN BVPS-2SPRA,EL 681 HontzoNTAL SpncrRAL AccnLERATroN (g) nr rHE FoUNDATToN FnneuENCy ElnvnrroN (Hz) IXIO-AMAFE UHRS 1X1O-5 MAFB UHRS GMRS 0.10 0.0027 0.0069 0.0034 0.13 0.0039 0.0098 0.0049 0.16 0.0057 0.0143 0.0071 0.20 0.0087 0.0213 0.0r07 0.26 0.0136 0.0325 0.0164 0.33 0.0206 0.0481 0.0244 0.42 0.0289 0.0653 0.0333 0.50 0.0359 0.0792 0.0406 0.53 0.03s7 0.0793 0.0406 0.67 0.0370 0.0933 0.0425 0.85 0.0464 0.t073 0.0544 1.00 0.0539 0.1252 0.063 5 1.08 0.0577 0 .l 3 6 8 0.0691 r.37 0.067 5 0.1729 0.08s9 r.74 0.0825 0.2309 0 . 11 2 8 2.21 0.1104 0.3432 0.1641 2 .s0 0.1296 0.4307 0.2033 2.81 0.t642 0.57 45 0.2683 3.56 0.2193 0.9716 0.4543 13$Gonsulting
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2734294-R-020 Reaision0 Nouember3,20L4 Page23 of 43 TABLE 4-1 UHRS AND GMRS USEDIN BVPS-2SPRA,EL 681 (coNTINUED) Honrzolrnl SprcrRAL AccnlBRATIoN (g) lr rHn FoUNDATIoN FnneunNCY Elnv.lrroN (Hz) 1X1O-* ]VIAFEUHRS MAFE UHRS 1X1O-5 GMRS 4.52 0.4214 r.2641 0.6091 s.00 0.4476 t . 2 7t 5 0.6191 5.74 0.4380 1.2228 0.5975 7.28 0.3789 1.1069 0.s360 9.24 0.3272 1.1010 0.s182 10.00 0.3340 t.r160 0.s486 rr.72 0.3720 1.2420 0.5855 14.81 0.3887 1.1434 0.5529 18.87 0.3559 1.0245 0.4975 23.95 0.2994 0.8556 0.4161: 25.00 0.2891 0.836s 0.4058 30.39 0.2709 0 . 75 7l 0.3699 38.57 0.2s06 0.6713 0.3331 48.94 0.23s7 0.6196 0.3064 62.10 0.2136 0.5531 0.2743 78.80 0 .l 8 7 1 0.4879 0.2417 100.00 0.I 765 0.4841 0.2374 Note: MAFE: mean annualfrequencyof exceedance. 4.2 Cowtp,LnISoN To SSE Figure 4-2 comparesthe GMRS with the Site SSE at the control point elevation. The SSF, horizontal spectrumis characterizedbya peak ground acceleration(PGA) of 0.125 acceleration of gravity (g) and a shapederived from the five percent-dampedaverugeresponsespectraof severalaccelerationrecords. This shapeis similar to that suggestedby Newmark, et al., Il2]. The comparisonpresentedon Figure 4-2 illustrates that the maximum ratio of spectral accelerations(GMRS/SSE)is about 2.8 at about l0Hertz (Hz). l3SGonsulting {}Rtzzo
2734294-R-020 Reaision0 Noaember3, 2014 Page24 of 43 TABLE 4-2 SSEHORIZONTAL GROUND MOTION RESPONSESPECTRUM FOR BVPS-2 FnneuENCY SpncrRAL AccnLERATIoN IHzl lel 0.20 0.012 0 .5 0 0.076 2.00 0.325 6.00 0.325 20.00 0.125 100.00 0.125
.A brO v .E 0.6 +,
o L o o fr, 0.4 tE L (, o Ct tn o.z 0.10 1.00 10.00 100.00 (Hz) Frequency FIGURE 4-2 COMPARISONOF GMRS AND SSEAT CONTROL POINT ELEVATION ASGonsuJting
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2734294-R-020 Reaision0 Noaember3,2014 Page25 of 43 5.0 REVIEW LEVEL GROUND MOTION 5.1 DnscruprroNoF ITLGM SnlBcrED The ESEP is being completedas part of the AugmentedApproach becausethe GMRS exceedthe SSE in the I Hz to I 0 Hz range. The ESEP guidance(EPRI-3002000704)allows the use of the GMRS as the review level ground motion (RLGM) in lieu of using scaledSSEresponse spectrumto demonstrateacceptanceof the high confidencelow probability of failure (HCLPF) valuesfor the ESEL components. BecauseBVPS-2 is currently performing a SPRA, the fragilities developedin supportare being usedto the extent applicablealso to accomplishthe ESEP. The SPRA GMRS shown on Figure 4-1 representsthe ground motion input used to obtain new seismic demandon the componentson the ESEL, and to obtain HCLPF and fragilities for the ESEL components. Table 4-1 presentsthe spectralaccelerationsat specific frequenciesdefining the RLGM. 5.2 MnrnoD To ESTIMATnISRS The processfor obtaining in-structureresponsespectra(ISRS) from the building seismicanalysis incorporatesthe effectsof soil structureinteraction(SSf on the seismicresponseof the building structures. SSI analysisemploying the Systemfor Analysis for Soil StructureInteraction (SASSD code was performedfor the buildings of the BVPS-2 becausetheir foundationmat bears on native soils or on ClassA Fill. The analyticalmodel for the SSI analysiscombinesa horizontally layeredrepresentationof the subsurfacesoil column with a finite element(FE) representationof the structure. Table 5-l describesthe elevationsand Vs of the soil layersthat were usedto conductthe site responseanalysisbyRIZZO Associates(P{IZZO) t3l. This analysisdevelopedstrain compatible dynamic propertiesof the subsurfacelayersat the BeaverValley Site, following the normalized curveslisted in Table 5-2. Thesepropertiesare usedin the SSI analysesperformedwith the SASSIcode. ABSGonsulting {}Rtz?o
2734294-R-020 Reuision0 Noaember3,2014 TABLE 5.1
SUMMARY
OF GEOTECHNICAL PROFILE DATA UNDERLYING THE BV SITE (REFERENCE[3]) ELnv,q.rIoN Dnnstrv Mnnr,q.N cov Mnur,q,N (ft) Srru,rn (pcfl V. (ftls) Vs TH (fO 735 StructuralBackfill 136 730 0.25 15.00 720 StructuralBackfill 136 1 , 0 1 5 0.25 3 9.0 1 (ld) PleistoceneUpper and 680.9 t25 1, 1 0 0 0.25 1s.90 Lower Terrace (1e) PleistoceneUpper and 665 136 1,200 0.25 40.00 Lower Terrace (2) M. Pennsylvanian 625 160 5,000 0.20 75.00 Alleeheny Shale (3) L. Pennsylvanlan 550 160 6,026 0 . 1I 200.00 PottsvilleSS, Conglomerate (4) U. Mississippian Mauch 350 155 6,744 0 . 1l 50.00 ChunkShale (5) L. MississippianPocono 420.00 300 155 6,744 0 . 11 Sandst..Conglomerate
-t20 (6a) U. Devonian Interbedded 155 7,112 0 . 11 2874.00 Shale.Sands.Siltstone -2994 (6b) U. Devonian Interbedded 155 6,416 0 . 11 706.00 Shale,Sands,Siltstone -3700 Half Space 168 9,200 AB$ Gonsulting
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2734294-R-020 Reaision0 Noaember 3,2014 Page27 of 43 TABLE 5.2 NORMALIZ,ED STRAIN COMPATIBLE SHEAR MODULI AND DAMPING FOR SOIL UNITS AT THE BV SITE SrnucruRAL PlorsrocENnUppnn PlnrsrocnNn UppnR Srru,n B,l,cxrILI, AND LOWNR TNNNACN ANDLownn Tnnn^Lcn (%) DluprNc D,q,N{ptNc Dluprnc G/G'n"" G/G,n"* ("hl G/G,n"* (%l fhl 0.0001 1.0000 1.49 1.0000 1.26 1.0000 t.02 0.0003 16 0.9968 t.57 0.9977 1.27 0.9982 1.05 0.00100 0.9707 1.84 0.9845 1.50 0.9925 t.26 0.0020 0.9415 2.30 0.9632 1.80 0.9812 1.48 0.00300 0.9123 2.77 0.9419 2.09 0.9699 t.7r 0.0050 0.8663 3.41 0.9070 2.55 0.9412 2.03 0.0070 0.8216 4.05 0.8731 2.99 0.9119 2.35 0.0100 0.7545 5.02 0.8221 3.66 0.8680 2.83 0.0200 0.6419 7.00 0.7224 5.22 0.7805 4.08 0.0300 0.5292 8.98 0.6227 6.79 0.6929 s.33 0.0s00 0.4486 10.89 0.5466 8.45 0.6170 6.78 0.0700 0.3772 12.57 0.4783 9.97 0.547 s 8.14 0.1 0.2702 15.08 0.3760 12.25 0.4431 r0.t7 0.2 0.1961 1 8 . I1 0.277 4 15.30 0.3399 12.95 0.3 0.1228 2t.0s 0.I 789 18.34 0.2353 15.73 I 0.0392 26.60 0.0587 24.68 0.089s 22.67 Note: G/G-u*: shearmodulus(G) normalizedby the low strainshearmodulus(G'n*). A review of existing lumped-massand stiffnessmodels of the BVPS-2 structuresconcludedthat thesemodelswere not sufficiently adequateto use as basisto scalethe building seismic response.Therefore,the building seismicresponseusedin the ESEP (attd in the SPRA) is obtainedusing new FE models of the structures. The analyticalFE models developedhere are basedon geometricinformation, such as configurationof floors and walls, dimensions,wall and slab thicknesses,locations,and size of openings,etc.,taken from appropriatestructurelayout drawings and details. The parametric information, such as the material properties,live loads,equipmentloads,and boundary conditionsare also obtainedfrom drawings,existing reports,and prevalentcodesand standards. ABSGonsulting (lRlzzo
2734294-R-020 Reaision0 Noaember 3,201.4 Page28 of 43 The responsespectraat the respectivefoundation levels representthe foundationinput ground motion. The seismic Category I structuresthat have been analyzedare supportedat the different foundationdepths. Although, the GMRS reportedin [3] appliesonly to the RCBX, the horizontal FIRS were developedfor other structuressupportedat the following elevations: EL 681 for the analysisof the RB F,L703 for the analysesof the AUX and the CNTB 8L713 for the analysesof the DGB, Main SteamValve and Cable Vault Building (MSVCV), and SafeguardsBuilding (SFGB) EL 723.5 for the analysesof the Fuel DecontaminationBuilding (FDB) and SRV The seismicresponse,including the ISRS for the BVPS-2 structuresare developedutilizing the time history (TH) modal synthesisin which the input time histories(TH) representthe horizontal and vertical FIRS at the respectivebuilding foundation levels consistentwith the GMRS describedin,Section4.0. ISRS at selectedlocationsare obtainedseparately,due to three directionsof input motion (X, Y, andZ). The resulting responsespectraare then combinedusing the square-root-of-the-sum-of-the-squares (SRSS)method. For example,the three ISRS at a specific location in North-South (NS) direction resulting from ground motion input; respectively,in the NS, East-West(EW), and vertical directionsare combinedusing SRSS. Subsequently,equipmentHCLPF calculationsand fragility evaluationsare performedbasedon the conservativedeterministicfailure margin (CDFM) approach. In accordancewith EPRI 1019200"SeismicFragilityApplicationsGuide Update" [19], the seismicanalysesare performedusing Best Estimate(BE) structurestiffness,massand damping characteristics,and the BE subsurfaceV5 profile compatiblewith the expectedseismicshearstrains. The resulting ISRS approximatelyrepresentthe 84th percentileresponsesuitablefor use in the CDFM calculations. Details of the developmentof the models,inputs, analysis,and resultsare presentedin ABSG ConsultingInc. (ABS Consulting)Report2734294-R-012,Revision 1,2014. 13$Gonsslting {}Rtzlo
2734294-R-020 Reoision0 Noaember3,2014 Page29 of 43 6.0 SEISMIC MARGIN EVALUATION APPROACH 6.L Sunnvranv oF METHoDoLocIES Usnn The seismicmarginsfor componentson the ESEL [6) aredevelopedfollowing the EPRI guidelinesdescribedin EPRI 6041[4], EPRI TR-103959[5] (Methodologyfor Developing SeismicFragilities)and EPRI 1002988(SeismicFragility Application Guide). Additionally, EPRI 1019200[19] is usedto developmarginsusing the CDFM approach. The ESEL is first groupedto identify similar componentsrelative to equipmentclasses (e.g.,Generic ImplementationProcedure[GIP]), and then sampledfor representativeitems based on the type of equipment,manufacturer,location, and anchorage,etc. Representativesamplesin eachequipmentgroup are then evaluatedto obtain the seismicmarginsusing the EPRI guidelines. The overall strategyfor developingseismicmargins for the various SSCsis as follows:
- 1. Perform screeningverification walkdown to documentthat caveatsassociatedto generic fragilities are met and perform anchoragecalculations.
- 2. Develop the HCLPF capacitiesbasedon availableexperiencedata,publishedgeneric ruggednessspectra,designcriteria documents,and designanalysis.
a J. Rank the componentsbasedon preliminary results.
- 4. Perform improved analysisof selectedequipment.
A number of componentson the ESEL arebreakersand switchesthat are housedina"parent" component,such as a motor control center(MCC) or switchgear. For the purposesof this evaluation,calculationsare not explicitly performedfor thesehousedcomponents.Instead,their HCLPF is assignedbasedon the parentcomponent. Seismicwalkdowns as describedin EPRI NP 6041 [4] are performedfor all "parent" componentson the ESEL t6l. SomeESEL componentswere walked down in February2013, in fsSGonsulting {}Rtzzo
2734294-R-020 Reaision0 Noaember3,20L4 Page30 of 43 supportof SPRA, ffid thesewalkdowns were credited,where applicable. The remaining componentswere walked down in May 2014, during a plant refueling outage. HCLPF calculationsare performedfor all "parent" components[6], as describedin,Section 6.3, which describesthe CDFM approach,and the calculationof structuraland functionalcapacities. 6.2 HCLPF SCRBnNINGPROCESS No componentswere screenedout basedon ruggedness.Rather,the screeninglevel HCLPFs provided in Table 2-4 of EPRI 6041 [4] were utilized to developmounting level capacities. HCLPF valuesare then calculatedfor eachcomponenton the ESEL, as describedinSection 6.3. 6.3 Snrsulc W^q.lr<nowNAppno,q,cH 6.3.1 SeismicWalkdown Approach The seismicwalkdowns of BVPS-2 were performedin accordancewith the criteria provided in Section5 of EPRI 3002000704 l2l, which refersto EPRI NP-604I 17)for the SMA process. The proceduresusedfor different equipmentcategoriesare summarizedbelow. The SeismicReview Team (SRT) reviewedequipmenton the equipmentwalkdown list that were reasonablyaccessibleand in non-radioactiveor moderatelyradioactiveenvironments. For componentsin high radioactiveenvironments,a smallerteam, and more hurried reviews were employed. For componentsthat were not accessible,the equipmentinspectionrelied on alternate means,such as photographsand plant qualification documents. In the eventthe walkdown team had a reasonablebasisfor assumingthat a group of components were similar and similarly anchored,a single representativecomponentout of this group was selectedfor examination. The similarity of a group of items was establishedbasedon equipment construction,dimensions,locations,seismicqualification requirement,anchoragetype, and configurations. The "similarity basis" was plannedto be confirmed during walk bys, which would also record anomaliesin installation or presenceof seismicinteraction,if any. The representativeitem was targetedfor a thorough review and documentation.All "representative" and "walk by" items were fullv documentedin SeismicEvaluation Work Sheets(SEWS). lStGqrsulting {}R{zz9'1
2734294-R-020 Reoision0 Noaember 3,2014 Page31.of 43 The SRT performed the walkdowns in an ad hoc manner. For eachrepresentativecomponent, the SRT performeda thorough inspectionand recordedinformation relatedto anchorage,load path configuration,and any potential seismicvulnerability associatedto the componentseismic capacity. Thesedetailsrecordedin SEWS were subsequentlyusedto verify as-built conditions and determineseismicfragilities. The 100 percent"walk by" is to look for outliers, lack of similarity, anchoragewhich is different from that shown on drawingsor prescribedin criteria for that component,potential SI [Seismic Interactionl] problems,situationsthat are atodds with the team members'past experience,and any other areasof seriousseismicconcern. If any such concernssurface,then the limited sample size of one componentof eachtype for thorough inspectionwill have to be increased.The increasein samplesize,which should be inspected,will dependupon the number of outliers and different anchorages,etc., which are observed. It is up to the SRT to ultimately selectthe sample size sincethey arethe oneswho are responsiblefor the seismicadequacyof all elementswhich they screenfrom the margin review. Walk bys also serveto provide the SRT with the sufficient degreeof confidencein relation to plant maintenanceand constructionpractices. This is especiallyusedto reinforcethe engineeringjudgment applied for the fragility assessment of inaccessiblecomponents.However, in casequestionableconstructionpracticesare observedin the SSCs,then the systemor componentclassmust be inspectedin closer detail until the systematicdef,rciencyis defined. For eachitem on the equipmentwalkdown list, a specific SEWS was preparedcovering the different caveats.Each SEWS consistsof: Generaldescriptionof the equipment: EquipmentID, Name, Equipment Category,and Building/Floor/Room Equipment Evaluation Caveats EPRI 3002000704lzlPage 5-4 limits the ESEP SI reviews to "nearby block walls" and "piping attachedto tanks," which are reviewed "to addressthe possibility of failures due to differential displacements."Other potential SI evaluationsare "deferred to the full seismicrisk evaluationsperformedin accordancewith EPRI 1025287[l5]." ASGonsulting {}Rtz19
2734294-R-020 Reaision0 Noaember 3,2AL4 Page32 of 43 Equipment Anchorage SeismicInteractionIssues A databaseof SEWS was developedin an electronicformat using iPad Computersto facilitate entry of the information collectedduring the walkdowns. The databaseincludesthe record of equipmentqualifications,walkdown observations,and photographs. 6.3.2 Application of Previous Walkdown Information Previousseismicwalkdowns were usedto supportthe ESEP seismicevaluations. Someof the componentson the ESEL were included in the NTTF 2.3 seismicwalkdowns [15] and SPRA seismicwalkdowns [16]. Thosewalkdowns were recentenoughthat they did not needto be repeatedfor the ESEP. 6.3.3 SignificantWalkdownFindings Consistentwith the guidancefrom NP-6041 [7], no significant outliers or anchorageconcerns were identified during the BVPS-2 seismicwalkdowns. The SRT did not identify any potential seismicvulnerabilitiesassociatedto any of the screened-inESEL componentsin BVPS-2. 6.4 HCLPF CALCULATIoNPROCESS ESEL items in the BVPS-2 were evaluatedusing the criteriain EPRI NP-6041 [4]. Those evaluationsincludedthe following steps: o Performing seismiccapability walkdowns for equipmentto verify the installed plant conditions o Performing screeningevaluationsusing the screeningtablesin EPRI NP-6041 as describedin Section 6.2
. PerformingHCLPF calculationsconsideringvarious failure modesthat include both structuralfailure modes(e.g.,anchorage,and load path, etc.) and functional failure modes lBtGonsufting
{}R\z.7o1
2734294-R-020 Reaision0 Noaember3,2014 Page33 of 43 All HCLPF calculationswere performedusing the CDFM methodologyand are documentedin a BVPS-2 Reference[6]. 6.4.1 CDFM Approach HCLPF values for functionality and anchorageare calculated for eachrepresentativecomponent selectedfrom the ESEL. The functional HCLPF for equipmentis basedon experiencedata, GenericEquipmentRuggednessData (GERS), test responsedata,and designcriteria. The functional evaluation is supplementedwith the verification of the equipment anchorage following SeismicQualification Utility Group (SQUG)/GIP procedures.The seismicdemandon the equipment is basedon the floor responsespectranear the equipment support location, and the componentdampingvaluesas recommendedin EPRI 6041 [4]. The CDFM approachdescribedin EPRI 1019200[l9] is utilized to obtainthe component HCLPF values. The HCLPF capacitiesare statedin terms of a selectedground motion PGA. The CDFM approachis consistentwith EPRI NP-6041-SL [4], updatedto accommodatethe parameterspresentedin Table 6-1. The screeninglevel HCLPF valuesprovided in EPRI 6041 [4] Table 2-4 arepresentedin terms of the 5Hz spectralaccelerationatthe foundationlevel. In accordancewith EPRI 1019200[19] thesevaluesare usedto developmounting level capacityassuminga median structure amplificationfactor of 1.5. The ISRS describedinSection4.2 are comparedwith this mounting level capacityto developHCLPF associatedwith the GMRS shape. Anchoragechecksare performedbasedon the spectralaccelerationsat the estimatedequipmentfrequencies. lEGonsutting {}RtT7p
2734294-R-020 Reaision0 Nouember3,2014 Page34 of a3 TABLE 6.1
SUMMARY
OF CONSERVATIVE DETERMINISTIC FAILURE MARGIN APPROACH (BPRI 1019200, TABLE 4.1) TncnNrcALIssun RncomuENDEDMnrson Load Combination Normal + SME. Ground Response Anchor CDFM Capacityto definedresponsespectrumshape Spectrum without considerationof spectralshapevariability. Perform seismicdemandanalysisin accordancewith latest SeismicDemand versionof American Societyof Civil Engineers(ASCE) 4. Damping Conservativeestimateof median damping. StructuralModel BE (Median) + UncertaintyVariation in Frequency. Soil Structure BE (Median) + ParameterVariation. Interaction Use frequency shifting rather than peak broadeningto In-Structure(Floor) account for uncertainty plus use conservativeestimateof SpectraGeneration median damping. Code specifiedminimum strengthor 95o/oexceedanceactual Material Strength strengthif test dataare available. Code ultimate strength(ACI), maximum strength(AISC), ServiceLevel D (ASME), or functional limits. If test data Static Strength are availableto demonstrateexcessiveconservatismof code Equations equation then use 840/oexceedanceof test datafor strength equation. For non-brittle failure modesand linear analysis,use appropriateinelasticenergyabsorptionfactor from InelasticEnergy ASCE/SEI 43-05 to accountfor ductility benefits,or perform Absorption nonlinearanalysisand go to 95o/oexceedanceductility levels. 6.4.2 ComponentStructuralCapacity In general,the CDFM approach:
- 1. Developsthe elastic seismicresponsefor the structuresand componentsfor the ground motion.
- 2. Developsstrengthmargin factor using componentcapacitiesas describedin Table 6-1.
fBSGsrsulting {}R}2'z-9
2734294-R-020 Reaision0 Noaember 3,20L4 Page35 of 43
- 3. Developsinelasticenergyabsorptionfactor basedon ASCE 43-05or at about the 95 percentexceedanceprobability of ductility levels.
- 4. Calculatesthe CDFM capacityas:
HCLPF1DFM : Fs' Frr'PGA (Equution 6-1)
- where,
& - Strengthmargin factor, F, : Inelasticenergyabsorptionfactor The strengthmargin factor is defined as: S-Dns Fj- (Equation 6-2)
- where, c- Strengthof the structural element Dn, = Non-seismicdemand(normal operatingloads)
Ds- Seismicdemand 6.4.3 Functional Evaluations The HCLPF capacitiesfor functionality are basedon the comparisonof the demand(ISRS) with EPRI 6041 [4] screeninglevel HCLPFs, existing analysis,GERS, or test responsespectra. The screeninglevel HCLPF valuesprovided in EPRI 6041 [4] Table 2-4 arepresentedin terms of the 5 Hz spectralaccelerationat the foundationlevel. In accordancewith EPRI 1019200[19], thesevaluesare usedto developmounting level capacityassuminga median structure amplification factor of 1.5. The ISRS describedin Section 5.2 arecomparedwith this mounting level capacityto develop HCLPF associatedwith the GMRS shape. Anchoragechecksare performedbasedon the spectralaccelerationsat the estimatedequipmentfrequencies. Available plant specific seismicqualificationstestsare biaxial and all of the publishedGERS are constructedon the basisof the resultsof previousbiaxial testsof similar types of equipment. llESGonsulting (:Rt77o
2734294-R-020 Reaision0 Noaember 3,2014 Page36 of 43 Thesetestsapply table input motion in one-horizontaldirection and in the vertical direction. For most equipment,for which GERS are available,the vertical test responsespectrum(TRS) are at leastequalto the horizontal TRS. The publishedGERS define the horizontal componentof the table motion, which is, therefore, taken to representthe capacity statedeither in terms of the vertical or horizontal input. The seismicdemandon equipment,on the other hand, is typically defined by ISRS in three orthogonaldirections,two horizontaland one vertical. The procedureusedto developthe functional capacity comparesthe resultant horizontal and the vertical ISRS separatelywith the GERS or TRS. The minimum seismicmargin is taken to obtain the functional HCLPF capacity. 6.5 F UNcTIoNAL Bv.l,r,u,q.TIoNSoF RELAvS The only relays applicableto FLEX mitigating strategiesarethe relays that automaticallystart the TDAFWP. All other plant control is local at the component. The relays deenergizeSolenoid-OperatedValves (SOVs) that directly control the supply of steamto the TDAFWP. Sincethe Vital DC power systemis safetyrelatedand seismic,the SOVs remain energizedand closed until the relays signal the SOVs to open and admit steamto the TDAFWP. Therefore,theserelays were included for analysis. Both the relays that actuate on undervoltageof the 4KV bussesthat supply power to the normal main feed pumps and the relaysthat actuateon low steamgeneratorwater level were included for the AS/G only, as only one successpath is requiredfor this evaluation. Theserelays are slaverelays in the solid stateprotectionsystemand have no lock out function. Additionally, manualcontrol from the control room is availableto the operators,which deenergizesthe SOVs directly, without the needfor any relays. Finally, if DC is lost, suchthat there is no control power availableto the control room, the SOVs fail open,directly admitting steamto the TDAFWP. 6.6 T,tnuuq,TED ESEL HCLPF V,tluns (Ixcr,uDINGKnv F,qJLunn Monns) Attachment B tabulatesthe HCLPF valuesfor all componentson the ESEL. All HCLPF values exceedthe RLGM. The Table in Attachment B also identifies the method usedto developthe lBSGonsulting {}Rr,z7o
2734294-R-020 Reuision0 3,201-4 Noaember Page37 of 43 HCLPF valuesand the controlling failure mode. Most of the controlling failure modesare either anchoragefailure or loss of functionality and do not involve structural integrity.
2734294-R-020 Reaision0 Nouember 3,2014 Page38 of 43 7.0 INACCESSIBLE ITEMS 7.1 InnNrrrrcATroN oF ESBL rrnMs TNACCESSIBLE FoRwALKDowNS A total of sevenitems in the ESEL were inaccessibleduring walkdowns, mainly due to their location in confined spacesand high radiation areas. Table 7-1 providesthe descriptionof the seveninaccessiblecomponents,the reasonfor their inaccessibilityand the criteria implemented to confirm the installed condition and, therefore,evaluatetheir seismicfragility. The criteria implementedto confirm the installedcondition follows EPRI NP 6041 I7l, where a number of ways of confirming the installed condition of equipment,including follow up walkdowns, photographicor other confirmatory evidenceis provided. TABLE 7-1
SUMMARY
OF INACCESSIBLBITEMS IN BVPS.2ESEL RnnsoNnon CovrpoxnnrID DnscnrprroN Rnsor,uuoN Itrt.l,ccnssIBLE Neutron Element- High radiation Fragility is calculatedbased BV.2NMS-NE31 SourceRange area(RCBX EL on designdocumentationand Neutron Monitor 6e2) installationdrawines [6.l. High radiation Fragility is calculatedbased Incore BV-2RCS.TEO1E area(RCBX EL on designdocumentationand Thermocouple 692) installationdrawines [6-l. High radiation Fragility is calculatedbased React Clnt Hot BV-2RCS-TE413 area(RCBX EL on designdocumentationand LegLP 21 732\ installationdrawings [6]. ReactClnt Cold High radiation Fragility is calculatedbased BV.2RCS-TE41O Leg LP 21 Temp area(RCBX EL on designdocumentationand Element 732\ installationdrawines [6-l. SteamGenerator High radiation Fragility is calculatedbased BV-2FWS-LT474 21aLevel area(RCBX EL on designdocumentationand Transmitter 738) installationdrawines [6]. (2rcs*Sg2la) High radiation Fragility is calculatedbased BV-2FWS-LT477 Wide RangeLevel area(RCBX EL on designdocumentationand Transmitter 767\ installationdrawings [6-l. Reviewedplant drawingsto High radiation RegenerativeHeat obtain information for BV.2CHS-E23 area(RCBX EL Exchanger structural/anchorage 7 18 ) evaluation16l. ls$Gonsulting {}R,z7o
2734294-R-020 Reaision0 3,20L4 Noaember Page39 of 43 8.0 ESEPCONCLUSIONSAND RESULTS The conclusionsand resultsof the ESEPevaluationare presentedin this Section,including the identification of any requiredplant modificationsand schedulesfor any follow up actions. 8.1 SupponrrNc INponnrATroN BVPS-2 has performedthe ESEP as an interim action in responseto the NRC's 50.54(f) letter [1]. The ESEP demonstratesthat BVPS-2 has additional seismicmarginplant equipment that can be relied upon to protectthe reactorcore following a beyond designbasisseismicevent. It was performedusing the methodologiesin the NRC endorsedguidancein EPRr3002000704l2l. The ESEP provides an important demonstrationof seismicmargin and expeditesplant safety enhancementsthrough evaluationsand potential near-term modifications of plant equipmentthat can be relied upon to protect the reactorcore following beyond designbasisseismicevents. The ESEP is part of the overall BVPS-2 responseto theNRC's 50.54(f)letter [l]. On March12, 2}l4,Nuclear Energy Institute (NEI) submittedto the NRC resultsof a study l7l of seismiccore damagerisk estimatesbasedon updatedseismichazardinformation as it appliesto operating nuclearreactorsin the Central and EasternUnited States(CEUS). The study concludedthat "site-specific seismichazardsshow that there has not beenan overall increasein seismicrisk for the fleet of U.S. plants," basedon the reevaluatedseismichazards. As such,the "current seismic design of operating reactorscontinuesto provide a safety margin to withstand potential earthquakesexceedingthe seismicdesignbasis." The NRC's May 9,2014, NTTF 2.1Screeningand Prioritizationletter [9] concludedthat the "fleetwide seismicrisk estimatesare consistentwith the approachand resultsusedin the Gl- 199 safety/riskassessment."The letter also statedthat "as a result, the staff has confirmedthat the conclusionsreachedin Gl- 199 safety/riskassessment remain valid and that the plants can continueto operatewhile additionalevaluationsare conducted." fBSGsrsulting {}Rt,zzp
2734294-R-020 Reaision0 Noaember 3,2014 Page40 of 43 An assessment of the changein seismicrisk for BVPS-2 was included in the fleet risk evaluation submittedin the March 12,2014,NEI letter [7], therefore,the conclusionsin the NRC's May 9 letter [9] also apply to BVPS-2. In addition, the March 12,2014,NEI letter [7] provided an attached"Perspectiveson the Seismic Capacityof OperatingPlants,"which (l) assesseda number of qualitativereasonswhy the designof SSCsinherently contain margin beyondtheir designlevel, (2) discussedindustrial seismicexperiencedatabasesof performanceof industry facility componentssimilar to nuclear SSCs,and (3) discussedearthquakeexperienceat operatingplants. The fleet of currently operatingNPPS was designedusing conservativepractices,such that the plants have significant margin to withstand large ground motions safely. This hasbeenborne out for thoseplants that have actually experiencedsignificant earthquakes.The seismicdesign processhas inherent(and intentional)conservatismswhich result in significant seismicmargins within SSCs. Theseconservatismsare reflectedin severalkey aspectsof the seismicdesign process,including: Safetyfactorsapplied in designcalculations Damping valuesusedin dynamic analysisof SSCs Bounding syntheticTHs for ISRS calculations Broadeningcriteria for ISRS Responsespectraenvelopingcriteria typically used in SSCsanalysisand testing applications
. Responsespectrabasedfrequencydomain analysisrather than explicit TH basedtime domain analysis Bounding requirementsin codesand standards Use of minimum strengthrequirementsof structuralcomponents(concrete and steel)
Bounding testingrequirements Ductile behaviorof the primary materials(that is, not crediting the additional capacityof materials,suchas steeland reinforced concretebeyondthe essentiallyelasticrange,etc.) ABSGoneulting {}81279
2734294-R-020 Reuision0 Noaember 3,2014 Page41.of 43 Thesedesignpracticescombineto result in margins, suchthat the SSCswill continueto fulfil1 their functions at ground motions well abovethe SSE. The intent of the ESEP is to perform an interim action in responseto the NRC's 50.54(0 letter [1] to demonstrateseismicmargin through a review of a subsetof the plant equipmentthat can be relied upon to protect the reactorcore following beyond designbasis seismicevents. Becausethe SPRA for BVPS-2 is alreadyunder w&y, the GMRS usedin the SPRA is also usedas the RLGM for the ESEP evaluation. To more fully characterizethe risk impactsof the seismicgroundmotion representedby the GMRS on a plant specific basis,a more detailedseismicrisk assessment (SPRA or risk-basedSMA) is being performedin accordance with EPRI 1025287[0]. As identified in the BVPS-2 SeismicHazardand GMRS submittal [3], BVPS-2 screensin for a risk evaluation. The completerisk evaluationwill more completely characterizetheprobabilisticseismicground motion input into the plant, the plant responseto that probabilistic seismicgroundmotion input, and the resultingplant risk characterization. BVPS-2 will completethat evaluationin accordancewith the scheduleidentified in NEI's letter datedApril9,2013, [8] andendorsedbytheNRCintheirMay 7,2013 letter[11]. 8.2 IunNrrnICATroN oF PLANNEDMontnICATIoNS As discussedin Section 6.6 and presentedinAttachment B, all componentson the ESEL have a HCLPF greaterthan the RLGM (0.2ag). Therefore,no modificationsrelatedto the ESEP are planned. 8.3 MoornrcATIoN IruplnnaENTATIoN ScHEDULE As no modifications are planned,this Sectionis not applicable. 8.4 Suurnnany oF RncularoRy CommrrMENTs None ABSGonsufring {}Rtzzo
2734294-R-020 ReuisionA Noaember 3,201.4 Page42 of a3 9.0 REFBRENCES
- 1. NRC (E,Leedsand M Johnson)Letter to All Power ReactorLicenseeset al., "Requestfor Information Pursuantto Title l0 of the Code of FederalRegulations50.54(0 Regarding Recommendations2.l,2.3and 9.3 of the Near-TermTask ForceReview of Insightsfrom the FukushimaDai-Ichi Accident," March 12,2012.
- 2. EPRI, SeismicEvaluationGuidance:AugmentedApproach for the Resolutionof FukushimaNear-TermTask Force Recommendation2.1 - Seismic.Palo Alto, California:
May 2013,3002000704. J. ABS Consultingand Rizzo Associates,"Probabilistic SeismicHazardAnalysis and FoundationInput ResponseSpectraBeaverValley Power StationSeismicProbabilistic Risk AssessmentProject,"2734294-R-003(RIZZO R3 12-4735),Revision l, October31,2014.
- 4. EPRI, "A Methodology for Assessmentof Nuclear Power Plant SeismicMargin," EPRI NP-6041-SL,Revisionl, PaloAlto, California,August 1991.
- 5. EPRI, "Methodologyfor DevelopingSeismicFragilities,"EPRI TR-l03959, June 1994.
- 6. ABS Consultingand Rizzo Associates,"BVPS-2 SeismicFragility of ESEP Components, " Calculation 273 4294 -C-502I 12-4735-C- 5 02, Revision l, 20I 4 .
- 7. Nuclear Energy Institute,A. Pietrangelo,Letterto D. Skeenof the USNRC, "Seismic Core DamageRisk EstimatesUsing the UpdatedSeismicHazardsfor the Operating Nuclear Plantsin the Central and EasternUnited States,"March 12,2014.
- 8. Nuclear Energy Institute,A. Pietrangelo,Letter to D. Skeenof the USNRC, "Proposed PathForwardfor NTTF Recommendation 2.1: SeismicReevaluations," April 9,2013.
- 9. Nuclear RegulatoryCommission,NRC (E Leeds)Letter to All Power ReactorLicensees et al., "screening and Prioritization ResultsRegardingInformation Pursuantto Title 10 of the Code of FederalRegulations50.54(F)RegardingSeismicHazardRe-Evaluationsfor Recommendation2.1 of the Near-Term Task Force Review of Insights From the FukushimaDai-Ichi Accident," May 9,2014.
- 10. EPRI, "seismic EvaluationGuidance: Screening,Priori tization, and Implementation Details (SPID) for the Resolutionof FukushimaNear-Term Task Force Recommendation 2.1: Seismic,"Palo Alto, CA: February2013, 1025287,2013.
- 11. Nuclear RegulatoryCommission,NRC (E Leeds)Letter to NEI (J Pollock), "Electric Power ResearchInstitute Final Draft Report Xxxxxx, "seismic EvaluationGuidance:
AugmentedApproach for the Resolutionof FukushimaNear-Term Task Force l3SConeuhilq {}Rt:zTg
2734294-R-020 Reaision0 Nouember 3,201-4 Page43 of 43 Recommendation2.1: Seismic," as an AcceptableAlternative to the March 12,2012, InformationRequestfor SeismicReevaluations,"May 7,2013.
- 12. Newmark, N.M and W. J Hall 1969,"Seismic Design Criteria for Nuclear Reactor Facilities," Proc. World Conf. EarthquakeEng., 4th,Santiago,Chile, 1969.
- 13. Nuclear RegulatoryCommission,RegulatoryGuide l.92, "Combining Modal Responses and SpatialComponentsin SeismicResponseAnalysis," July 2006.
t4. Stokoe,K. H., W. K. Choi, and F-Y Menq, 2003, "Summary Report: Dynamic LaboratoryTests:Unweatheredand WeatheredShaleProposedSite of Building 9720-82Y-l2 National Security Complex, Oak Ridge, Tennessee,"Department of Civil Engineering,The University of Texasat Austin, Austin, Texas,2043.
- 15. ABS Consultingand Paul C. Rizzo Associates,Inc., "Beaver Valley Power StationUnit 2 Near Term Task Force2.3 SeismicWalkdown Report," 2734294-R-008 (RIZZO R5 l2-4736), Revision 1, September4,2013.
- 16. ABS Consultingand Rizzo Associates,"seismic Walkdown of BeaverValley Unit2 NuclearPower StationSeismicPRA Project,"2734294-R-01 l (RIZZO R6 l2-4736),
Revision l - 2014.
- 17. BVPS Overall IntegratedPlan (OIP) in Responseto the March 12,2012, Commission Order EA- 12-049,FirstEnergyCorp., Letter No. L-14-25, "FirstEnergyNuclear OperatingCompany'sThird Six-Month StatusReport in Responseto March 12,2012 CommissionOrder Modifying Licenseswith Regardto Requirementsfor Mitigation Strategiesfor Beyond-Design-BasisExternal Events (Order Number EA- 12-049)
(TAC Nos. MF084l, MF0842,MF096l, and MF0962),"datedAugust28,2014.
- 18. U.S. Nuclear RegulatoryCommission,"Interim Staff Guidanceon Ensuring Hazard-ConsistentSeismicInput for Site Responseand Soil StructureInteraction Analyses"DC/COL-ISG-017,Washington,D.C., March 2010.
- 19. Electric Power ResearchInstitute, "seismic Fragility Applications Guide Update," EPRI Report 1019200,Palo Alto, CA, December2009.
lFGonsulting {}R\zzo
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