ML17261A835

Rev 1 to, Design of Mods to Auxiliary Bldg & Turbine Bldg Bracing, Design Input Document Index.Input Layout Withheld

ML17261A835
Person / Time
Site:	Ginna
Issue date:	03/30/1983
From:	CAMPBELL D R GILBERT/COMMONWEALTH, INC. (FORMERLY GILBERT ASSOCIAT
To:
Shared Package
ML17261A832	List: ML17261A831 ML17261A834 ML17261A835 ML17309A421
References
EWR-3322, EWR-3322-R01, EWR-3322-R1, NUDOCS 8902060105
Download: ML17261A835 (18)

Text

87788+HEiv72DESIGNINPUTDOCUMENTINDEXforDesignoftheModificationstotheAuxiliaryBuildingandTurbineBuildingBracing(EWR3322)GAIW.O.804-4824-022RochesterGasandElectricCorporationGINNASTATIONUNIT1DesignInputDocuments:1.DesignCriteria2.InputLayout/ArrangementDrawing3.SafetyAnalysisRevisionDate2-26-821-11-832-26-821-11-832-26-831-11-83SubmittedRGSE3"4-821-24-833-4-821-24-833-4-821-24-83ApprovedRG&E3-26-823-30-833-26-823-30-833-26-823-30-83ResponsibleGAIP.E.IndexRevisionDate1-11-83ExlanationRevvedtoaddtheTurbineBuildingBracingModifications.rqP2pQRgq0102N5gyO~O~~OOpgCp,AC$1bert/Commonwealth

?'le DESIGNCRITERIAforTheDesignoftheModificationstotheAuxiliaryBuildingandTurbineBuildingBracing(EWR3322)(GAIW.O.804-4824-022)RochesterGasandElectricCorporationGINNASTATIONUnit1Originator(s)Zu.RevisionsBy:GAIApprovalProjectEgineerDateRG&EApproval13N1-GR-L09083-26-82DateRevision~ArovalNo.PaeDateGAIRG&EGeneralRevisions1-11-83DRC13N1"GR-L1078,3-30-83G~lberCICenmonwealth yIkl~

ThisdesigncriteriafollowstheformatandaddressesthesubjectsestablishedinGAI's"RG&EGinnaStationContinuingServiceProjectManagementManual"(PMM),AppendixU.1.0SUMMARYDESCRIPTIONOFTHEDESIGN1.1.1TheNorth-SouthbracingoftheAuxiliaryBuildingtobemodifiedissituatedinthenortheastcornerofthebuildingbetweencolumnsL2-llaandL-llaandextendsfromEL.270'-71/2"toEL.312'-3/16".Itconsistsofdiagonalandhorizontalanglemembersandwideflangecolumnsections(reference2.12).Thebracinghasbeenevaluatedinaccordancewiththedesigncriteriadefinedinreference2.18.Asaresultofthatevaluationseveralcomponentsofthebracingsystemwereidentifiedashavingstressesinexcessoftheallowables(reference2.19).Theobjectiveofthiseffortistodesignthenecessary.modificationsthatwouldcorrecttheoverstressedcondition.ThedesignshallbebasedontheanalysisperformedintheevaluationandshallgenerallyconformtotheconceptualmodificationsthatweredescribedintheAnalysisReport(reference2.19).1.1.2TheEast-WestbracingoftheTurbineBuildingtobeinvestigatedandmodified(ifrequired)islocatedontheSouthwallofthebuildingbetweencolumnsF-10andF-llandextendsfromEl.309'o328'.Itconsistsofdiagonaldouble-anglemembersandhorizontalwide-flangestrutsattachedtothecolumns(ref.2.26).Thebracinghasbeenevaluatedinaccordancewiththedesigncriteriadefinedinreference2.18.Asaresultofthatevaluationnocomponentsofthebracingsystemwereidentifiedashavingstressesinexcessoftheallowables(ref.2.27).However,asaresultofdiscussionswiththeNRCandLawrenceLivermoreLaboratory(LLL)onAugust13,1982(ref.2.28),RGSEcommittedtoreanalyzethebracingconnectionsfora231kipaxialtensionloadinthebracing.This231kipload(fromLLLanalysis)isconsideredtobethemaximumloadfromcombinationsincludingtheSafeShutdownEarthquake.Theobjectiveofthiseffortistoanalyzethebracingconnectionsfortheabove231kiploadand,ifoverstressingoccurs,designthenecessarymodificationstocorrectthatoverstresscondition.1.2ThefunctionofboththeAuxiliaryBuildingandTurbineBuildingbracingistotransferanyhorizontal.loadsthatexistinthestructuredownthroughthebuildingandintothefoundation.Qbert/Commonwealth f(I4' 2.02.1REFERENCEDDOCtBKNTSUSNRCRegulatoryGuide1.29,"SeismicDesignClassification,"Revision3,September1978.2.2USNRCRegulatoryGuide1.60,"DesignResponseSpectraforSeismicDesignofNuclearPowerPlants,"Revision1,December1973.2.3USNRCRegulatoryGuide1.61,"DampingValuesforSeismicDesignofNuclearPowerPlants,"October1973.2.4USNRCRegulatoryGuide1.92,"CombiningModalResponsesand'patialComponentsinSeismicResponseAnalysis,"Revision1,February1976.2.5USNRCStandardReviewPlan,Section3.8.4,"OtherCategory1Structures,"NUREG-75/087,November1975.2.6USNRCNUREGCR-1821,UCRL-53014,"SeismicReviewoftheRobertE..GinnaNuclearPowerPlantasPartoftheSystematicEvaluationProgram"bytheLawrenceLivermoreLaboratory,November15,1980.2.7AmericanInstitueofSteelConstruction(AISC),"SpecificationfortheDesign,FabricationandErectionofStructuralSteelforBuildings,"effectiveNovember1,1978.2.8AmericanConcrete'nstitue(ACI),"CodeRequirementsforNuclearSafety-RelatedStructures,"ACI349-80.2.9RochesterGasandElectricCorporation,RobertEmmettGinnaNuclearPowerPlantUnitNo.1,"FinalFacilityDescriptionandSafetyAnalysisReport."2.10"NewYorkStateBuildingandConstructionCode,"February1978.2.11GilbertAssociates,Incorporated,reportentitled"GinnaStationSeismicUpgradingProgramAuxiliaryStructuresSeismicAnalysis,"May15,1980,includingAddendumI,March12,1981.2.12-GilbertAssociates,Incorporated,DrawingD-522-001,Revision5,entitled"AuxiliaryBuilding-SteelFraming-ColumnScheduleandBracing."2.13tRochesterGasandElectricCorporation"GinnaStationQualityAssuranceManual",Volume1and2,currentrevision.2.14RochesterGasandElectricCorporationSpecificationQA-19,"QualityAssuranceRequirementsforSuppliersofDesign,Procurement,andConstructionManagementServices,"Revision3,January19,1978.2.15LetterfromD.Crutchfield,NRCtoJ.Maier,RGSEdatedJanuary7,1981.SLtbert/Commonwealth r,Py LetterfromL.White,RG&EtoD.Crutchfield,NRCdatedFebruary6,1981.LetterfromJ.Maier,RG&EtoD.Crutchfield,NRCdatedMarch23,1981.GilbertAssociates,Incorporateddocument"DesignCriteriaforEvaluationoftheStructuralSteelBracingoftheAuxiliaryandTurbineBuildings,May18,1981",issuedbyletter13N1-GR-T3135datedJune4,1981.GilbertAssociates,IncorporatedAnalysisReport"EvaluationoftheStructuralSteelBracingintheEastWalloitheAuxiliaryBuilding",issuedbyletter13NI-GR-T3250datedSeptember23,1981.AmericanSocietyforTestingandMaterials(ASTM)"StandardSpecificationforStructuralSteel"ASTMA36-80.AmericanSocietyforTestingandMaterials(ASTM)"StandardSpecificationforCarbonSteelExternallyThreadedStandardFasteners"ASTMA307-80.AmericanSocietyforTestingandMaterials(ASTM),"StandardSpecificationforHighStrengthBoltsforStructuralSteelJoints"ASTMA325-80.AmericanWeldingSociety(AWS):D1.1StructuralWeldingCode.AmericanConcreteInstitute,ACI349-AppendixB,"SteelEmbedments",August1978.LetterfromJ.Maier,RG&EtoD.Crutchfield,NRCdatedOctober28,1981.GilbertAssociates,Incorporated,DrawingD-502-062,Revision4,entitled"TurbineBuilding-SteelFraming-SouthElevation".GilbertAssociates,Incorporated,AnalysisReport"EvaluationoftheStructuralSteelBracingin'heSouthWalloftheTurbineBuilding",issuedbyletter13N1-GR-T3308datedOctober15,1981.LetterfromJ.Maier,RG&EtoD.Crutchfield,NRCdatedAugust26,1982.LetterfromJ.Maier,RG&EtoD.Crutchfield,NRCdatedNovember13,1981.LetterfromJ.Maier,RG&EtoD.Crutchfield,NRCdatedApril20,1982;Qbect/Commonwealth

<r, 3.0SEISMICCATEGORYTheAuxiliaryBuildingisSeismicCategoryIasdefinedbyUSNRCRegulatoryGuide1.29(reference2.1).TheTurbineBuildingisconsideredtobeaClassIIIstructureasdescribedinSection5.1.2.4oftheFSAR(ref.2.9).4.05.0Notapplicable.CODECLASS6.0Notapplicable.CODESSTANDARDSANDREGULATORYREUIREMENTSThedesignshallbeincompliancewiththecodes,standards,andregulatoryrequirementsasspecifiedinSection2.0.7.0DESIGNCONDITIONS8.0Notapplicable.LOADCONDITIONSTheAuxiliaryBuildingbracingshallbedesignedforthoseloadsthatcorrespondtoanextremeenvironmentalconditionasdefinedintheStandardReviewPlan3.8.4(reference2.5).Piperupture,tornado,wind,andmissileloadsshallnotbepartofthisdesign.TheTurbineBuildingbracingconnectionsshallbeevaluatedanddesigned,ifrequired,fortheloaddefinedinSection1.1.2.Loadsa~,DeadLoad(D)Deadloadistheweightof'hestructureandanypermanentlyattachedequipment,piping,electricaltrays,etc.b.LiveLoad(L)Liveloadistheuniformloadforwhichthefloorsofthebuildingaredesigned.Anymovingloadisalsoconsideredasliveload.C~SeismicLoad(E')SeismicloadsarethosecausedbyaccelerationofthemassofthebuildingduringaSafeShutdownEarthquake(SSE).QbertICoemonwealth bI'0 LoadsgeneratedbytheSafeshutdownEarthquakearedesignated(E').SeismicloadsshallbeobtainedfromthedataavailablefromthedynamicanalysisthatwasdonefortheGinnaStationinMay1980(reference2.11).LoadCombinationsandStressLimitsLoadConditionExtremeEnvironmentalLoadCombinationD+L+E'+E'tressLimit1.6S1.6SS-TherequiredsectionstrengthbasedontheelasticdesignmethodandtheallowablestressesdefinedinAISC(reference2.7)9.0ENVIRONMENTALCONDITIONSTheambientenvironmentalconditionsareasfollows:TemperatureHumidityPressureRadiation60o-120F20%-80%AtmosphericNegligible10.0INTERFACEREUIREMENTSStructuralmodificationsshallbelocallydesignedandtiedintotheexistingoverallstructuralframingsystem.Themodificationsshallbecoordinatedwithexistingsystemsasmuchaspossibletoavoiddisruptionofsystemservice.11.0MATERIALREUIREMENTSExistingmaterialsshallbeassumedtobeasshownontheconstructiondrawings.AdditionalstructuralshapesandplatesshallconformtoASTMA36.AdditionalboltsshallconformtoASTMA307orASTMA325.WeldingelectrodesshallbeE70XXandcompatiblewithbasemetal.12.0ConcreteexpansionanchorsshallbeHilti-Kwikbolts.MECHANICALREUIREMENTSNotapplicable.Qbert/Commonwealth

STRUCTURALREUIREMENTSThebracingshallbedesignedtomeetthestresscriteriaspecifiedinSection8.0,andinaccordancewithreferenceddocumentsinSection2.0.HYDRAULICREUIREMENTSNotapplicable.CHEMISTRYREUIREMENTSNotapplicable.ELECTRICALREUIREMENTSNotapplicable.OPERATIONALREUIREMENTSNotapplicable.INSTRUMENTATIONANDCONTROLREUIREMENTSNotapplicable.ACCESSANDADMINISTRATIVECONTROLREUIREMENTSNotapplicable.REDUNDANCYDIVERSITYANDSEPARATIONREQUIREMENTSNotapplicable.FAILUREEFFECTSREUIREMENTSThebracingshallbedesignedtowithstandthedesignloadconditionsstatedinSection8.0andremainfunctionalduringandafteraSafeShutdownEarthquake(SSE).TESTREUIREMENTSNotapplicable.ACCESSIBILITYMAINTENANCEREPAIRANDINSERVICEINSPECTIONNotapplicable.PERSONNELREUIREMENTSNotapplicable.GtbereICommonwealth I

TRANSPORTABILITYREUIREMENTSNotapplicable.FIREPROTECTIONREUIREMENTSNotapplicable.HANDLINGREUIREMENTSNotaplicable.PUBLICSAFETYREUIREMENTSNotapplicable.APPLICABILITYNotapplicable.PERSONNELSAFETYREUIREMENTSNotapplicable.UNIUEREUIREMENTSNotapplicable.Gdbert/Commonwealth