GB51247-2018

STANDARDFORSEISMICDESIGNOF

HYDRAULICSTRUCTURES

水工建筑物抗震設(shè)計標(biāo)準(zhǔn)

專用

人人文庫

IssuedonMarch16，2018ImplementedonNovember1，2018

itheMinistryofHousingandUrban-RuralDevelopment（MOHURD）

andtheGeneralAdministrationofQualitySupervision，Inspection

400.00andQuarantine（AQSIQ）ofthePeople'sRepublicofChina

NATIONALSTANDARD

OFTHEPEOPLE'SREPUBLICOFCHINA

STANDARDFORSEISMICDESIGNOF

HYDRAULICSTRUCTURES

GB51247-2018

DevelopedbyTheMinistryofWaterResourcesofthePeople'sRepublicofChina

ApprovedbyTheMinistryofHousingandUrbanRuralDevelopmentofthe

-

People'sRepublicofChina

ImplementationDateNovember1，2018

專用

人人文庫

ChinaPlanningPress

Beijing2024

ChineseeditionfirstpublishedinthePeoplesRepublicofChinain2018

EnglisheditionfirstpublishedinthePeoplesRepublicofChinain2024

byChinaPlanningPress

th

4Floor，CTower，GuohongBuilding

No.A11，Muxidi-Beili，Xicheng專用District

Beijing，100038

PrintedinChinabyBeijinghouchengzemingPrintingTechnologyCo.，Ltd

?2018bytheMinistr人人文庫yofHousingandUrban-RuralDevelopmentof

thePeoplesRepublicofChina

Allrightsreserved.Nopartofthispublicationmaybereproducedortransmittedinanyformor

byanymeans，graphic，electronic，ormechanical，includingphotocopying，recording，

oranyinformationstorageandretrievalsystems，withoutwrittenpermissionofthepublisher.

Thisbookissoldsubjecttotheconditionthatitshallnot，bywayoftradeorotherwise，belent，

resold，hiredoutorotherwisecirculatedwithoutthepublisherspriorconsentinanyformof

blindingorcoverotherthanthatinwhichthisispublishedandwithoutasimilarcondition

includingthisconditionbeingimposedonthesubsequentpurchaser.

ISBN978-7-5182-1700-7

NOTICE

ThisstandardiswritteninChineseandEnglish.TheChinesetextshallbetakenastherulingone

intheeventofanyinconsistencybetweentheChinesetextandtheEnglishtext.

專用

人人文庫

IntroductiontoEnglishversion

DepartmentofInternationalCooperation，ScienceandTechnologyofMinistryofWater

Resources，P.R.China（hereinafterDICST）hasthemandateofmanagingtheformulationandrevision

ofwaterstandardsinChina.

ThetranslationisidenticaltoitsChineseoriginalGB51247-2018StandardforSeismicDesignof

HydraulicStructures，whichwasformulatedandrevisedundertheauspicesofDICST.Translationis

organizedbyDICSTinaccordancewithdueproceduresandregulationsapplicableinChina.

TranslationofthisstandardisundertakenbyChinaInstituteofWaterResourcesandHydropower

Research.

MembersoftranslationtaskforceincludeCHENHouqun，LIDeyu，HUXiao，ZHONGHong，

LIUXiaosheng，WANGHaibo，ZHAOJianming，ZHANGYanhong，ZHANGBoyan，TUJin，

ZHANGCuiran，GUOShengshan，LIZhiyuan，LIANGHuiandWANGJing.

ThisEnglishtranslationisreviewedbyLIUZhiguang，CHENShaosong，SUNFeng，

HANYuhong，MAYing，HAOZhao，XUJing，HOUXiaohu，ZHANGLinruo，CHANGYuan，

WANGJinling，GUOJie，HOUYujing，WANGYongsheng，WANGJintingandHAOMinghui.

專用

DepartmentofInternationalCooperation，ScienceandTechnology，

MinistryofWaterResources，P.R.China

人人文庫

AnnouncementoftheMinistryofHousingandUrban-Rural

DevelopmentofthePeople'sRepublicofChina

［2018］No.28

AnnouncementoftheMinistryofHousingandUrbanRural

-

DevelopmentonPublishingNationalStandard

StandardforSeismicDesignofHydraulicStructures

StandardforSeismicDesignofHydraulicStructureshasbeenapprovedasanationalstandard

withaserialnumberofGB51247-2018，andwillbeimplementedonNovember1，2018.Inthis

standard，Articles1.0.5，3.0.1，3.0.4，3.0.5，3.0.9aremandatoryonesandmustbeimplementedstrictly.

ThestandardismadepubliconthewebsiteoftheMinistryofHousingandUrbanRural

-

Development（）.ItispublishedanddistributedbyChinaPlanningPressorganized

bytheResearchInstituteofStandardsandNormsMinistryofHousingandUrbanRuralDevelopment.

專用-

MinistryofHousingandUrbanRuralDevelopmentofthePeople'sRepublicofChina

-

March16，2018

人人文庫

Foreword

AccordingtotherequirementsofDocumentJIANBIAO［2012］No.5issuedbytheMinistryof

HousingandUrbanRuralDevelopment（MOHURD）ofthePeopl'esRepublicofChina—＂Noticeon

-

PrintingandDistributing'theDevelopmentandRevisionPlanofNationalEngineeringConstruction

Standardsin2012'＂，andafterextensiveinvestigationandresearch，summarizationofpractical

experience，andwidesolicitationofopinions，thedraftinggrouphaspreparedthisstandard.

Thisstandardcomprises14chaptersand2appendixeswiththemaintechnicalcontentsonseismic

designofhydraulicstructuresofhydropowerplant，covering：generalprovisions；termsandsymbols；

basicrequirements；site，foundationandslope；seismicactionandseismiccalculation；embankmentdam；

gravitydam；archdam；sluice；undergroundhydraulicstructures；intaketower；penstockandsurface

powerhouseofhydropowerstation；aqueduct；shiplift，etc.

Theprovisionsprintedinboldtypearemandatoryonesandmustbeimplementedstrictly.

TheMinistryofHousingandUrbanRuralDevelopmentofthePeople'sRepublicofChinaisin

-

chargeofadministrationofthisstandardandexplanationofitsmandatoryprovisions，theMinistryof

WaterResourcesofthePeople'sRepublicofChinaisresponsibleforitsroutinemanagement，China

InstituteofWaterResourcesandHydropowerResearchisinchargeofexplanationofspecifictechnical

contents.Duringimplementationofthisstandard，anycomments專用andadvicescanbepostedorpassed

ontoChinaInstituteofWaterResourcesandHydropowerResearch（Address：No.20，Chegongzhuang

WestRoad，HaidianDistrict，Beijing，Postcode：100048）.

ChiefDevelopmentOrganization，CoDevelopmentOrganization，ChiefDraftersandChief

-

Reviewersofthisstandard：

ChiefDevelopmentOrganization：

ChinaInstituteofWaterResourcesandHydropowerResearch

Co-DevelopmentOrganization：

ChinaWaterConservancy人人文庫andHydropowerInvestigationandDesignAssociation

ChiefDrafters：

CHENHouqunLIDeyuHUXiaoGUANZhichengYANGZeyan

LIUXiaoshengWANGHaiboZHAOJianmingSHAOJiannanDUXiaokai

ZHANGYanhongZHANGBoyanWANGZhongningTUJinLIMin

ZHANGCuiranOUYANGJinhuiMAHuaifa

ChiefReviewers：

GAOAnzeLIUZhimingZHOUJianpingDANGLincaiZHANGChuhan

LINGaoZHOUJianYUYanxiangWANGYayongJIANGGuocheng

LIXiansheSIFu'an

Contents

1Generalprovisions………………（1）

2Termsandsymbols……………（2）

2.1Terms…………………………（2）

2.2Symbols………………………（4）

3Basicrequirements……………（6）

4Site，foundationandslope………………………（8）

4.1Site……………（8）

4.2Foundation………………………（9）

4.3Slope……………（10）

5Seismicactionandseismiccalculation…………（12）

5.1Seismicgroundmotioncomponentsandcombination…………………（12）

5.2Classificationofseismicactions……………………（12）

5.3Designresponsespectrum…………（13）

5.4Combinationofseismicactionwithotheractions……………………（14）

5.5Structuralmodelingandcalculationmethod…………專用（14）

5.6Dynamicpropertiesofconcreteandfoundationrockforhydraulicstructures………………（15）

5.7Seismicdesignforultimatelimitstateswithpartialfactors……………（16）

5.8Seismiccalculationforappurtenantstructures………（17）

5.9Seismicearthpressure……………（17）

6Embankmentdam………………（19）

6.1Seismiccalculation………………（19）

6.2Seismicmeasures…………………人人文庫（21）

7Gravitydam………………………（23）

7.1Seismiccalculation………………（23）

7.2Seismicmeasures…………………（25）

8Archdam…………………………（27）

8.1Seismiccalculation………………（27）

8.2Seismicmeasures…………………（29）

9Sluice……………（30）

9.1Seismiccalculation………………（30）

9.2Seismicmeasures…………………（31）

10Undergroundhydraulicstructures………………（33）

10.1Seismiccalculation………………（33）

10.2Seismicmeasures………………（34）

11Intaketower……………………（35）

11.1Seismiccalculation………………（35）

11.2Seismicmeasures………………（38）

1··

12Penstockandsurfacepowerhouseofhydropowerstation………（40）

12.1Penstock………………………（40）

12.2Surfacepowerhouse……………（40）

13Aqueduct………………………（42）

13.1Seismiccalculation………………（42）

13.2Seismicmeasures………………（42）

14Shiplift…………………………（44）

14.1Seismiccalculation………………（44）

14.2Seismicmeasures………………（44）

AppendixASeismicstabilitycalculationofembankmentdamsbypseudostaticmethod………（46）

-

AppendixBCalculationofhydrodynamicpressureinaqueduct…………………（48）

Explanationofwordinginthisstandard……………（51）

Listofquotedstandards……………（52）

專用

人人文庫

2··

1Generalprovisions

1.0.1ThisstandardisformulatedinaccordancewiththeLawofthePeople'sRepublicofChinaon

ProtectingAgainstandMitigatingEarthquakeDisasters，andwithaviewtocarryingoutthepolicyof

preventionfirst，tomitigateearthquakedamageandpreventsecondarydisastersthroughseismicdesign

ofhydraulicstructures.

1.0.2Thehydraulicstructuredesignedasperthisstandardshallbeabletoresisttheseismicactionof

thedesignintensity，andremainfunctionalafterrepairoflocaldamages，ifany.

1.0.3ThisstandardismainlyapplicabletoseismicdesignofGrade1，Grade2andGrade3hydraulic

structureswithdesignintensityofⅥ，Ⅶ，ⅧandⅨ，suchastherollercompactedembankmentdam，

-

concretegravitydam，concretearchdam，sluice，undergroundhydraulicstructures，intaketower，

penstockandsurfacepowerhouseofhydropowerstation，aqueduct，shiplift，etc.

ForhydraulicstructureswithdesignintensityofⅥ，seismiccalculationmaynotberequired，but

seismicmeasuresshallstillbetakeninaccordancewiththisstandard.

ForhydraulicstructureswithdesignintensityaboveⅨ，andwaterretainingstructureshigherthan

-

200morwithunfavorableconditions，specialstudyanddemonstrationshallbecarriedoutontheir

seismicsafety.專用

1.0.4Forgeneralprojects，thedesignpeakgroundacceleration（PGA）ontheprojectsiteand

correspondingdesignintensityshallbedeterminedinaccordancewiththecurrentnationalstandard

GB18306SeismicGroundMotionParametersZonationMapofChina.

1.0.5Forlarge-scale（Rank1）projectswithadamheightover200morreservoirstoragecapacity

3

over10billionmintheregionswithabasicintensityofⅥorabove，andlarge-scale（Rank1）

projectswithadamheightover150mintheregionswithabasicintensityofⅦorabove，the

designpeakgroundacceleration人人文庫ontheprojectsiteandcorrespondingdesignintensityshallbe

determinedbasedonsite-specificseismicsafetyevaluation.

1.0.6ForGrade1andGrade2damswithaheightover90m，mainstructuresofRank1pumped

storagepowerstationsandimportantstructuresofwaterdiversionprojectsintheregionswithabasic

intensityofⅦorabove，thedesignpeakgroundaccelerationontheprojectsiteandcorresponding

designintensitymaybedeterminedbasedonsitespecificseismicsafetyevaluationaftertechno

--

economicdemonstration.

1.0.7Inadditiontothisstandard，theseismicdesignofhydraulicstructuresshallcomplywithother

currentrelevantstandardsofthenation.

1··

2Termsandsymbols

2.1Terms

2.1.1seismicdesign

Specialdesignofengineeringstructuresinearthquakeregions，generallyincludingseismic

calculationandseismicmeasures.

2.1.2basicintensity

Seismicintensityofgeneralsitewitha10%probabilityofexceedancein50years，whichisusually

determinedaccordingtothepeakgroundaccelerationspecifiedinthecurrentnationalstandardGB18306

SeismicGroundMotionParametersZonationMapofChina，andcorrespondingtotheseismicintensity

specifiedintheAppendix.Formajorprojects，itshallbedeterminedthroughsitespecificseismicsafety

-

evaluation.

2.1.3designintensity

Seismicintensityforengineeringfortificationdeterminedonthebasisofbasicintensity.

2.1.4reservoirearthquake

Earthquakerelatedtoreservoirimpounding，whicheveroccurswithinascopeoflessthan10km

awayfromthereservoirrims.專用

2.1.5maximumcredibleearthquake（MCE）

Earthquakewithpotentialmaximumgroundmotionassessedbasedontheregionalgeologicaland

seismologicalconditionsaroundprojectsite.

2.1.6scenarioearthquake

Earthquakehavingaparticularmagnitudeandepicentraldistance，withthemaximumprobabilityof

exceedanceofdesignpeakgroundaccelerationinasourcethatmakesthemaximumcontributionto

designpeakgroundaccelerationonaprojectsiteamongpotentialseismicsources，basedontheresultof

sitespecificseismicsafetyevaluation人人文庫.

-

2.1.7seismicgroundmotion

Groundmotioninducedbyearthquake.

2.1.8seismicaction

Dynamicactionsofseismicgroundmotiononstructures.

2.1.9hangingwalleffect

Phenomenonthatseismicgroundmotionofhangingwallabovetheinclinedseismogenicfaultis

largerthanthatoffootwall.

2.1.10peakgroundacceleration（PGA）

Maximumabsolutevalueofgroundmasspointmotionaccelerationduringearthquake.

2.1.11designearthquake

Seismicgroundmotionforseismicfortificationcorrespondingtodesignintensity，whoseparameters

includepeakgroundacceleration，responsespectrum，duration，andaccelerationtimehistory.

2.1.12designpeakgroundacceleration

Peakgroundaccelerationoffortificationprobabilitylevelspecifiedbysitespecificseismicsafety

-

2··

evaluationonprojectsite，orgenerallycorrespondingtothedesignintensity.

2.1.13seismiceffect

Dynamiceffectsuchasstructureinternalforce，deformation，slidingandcrackingcausedbyseismic

action.

2.1.14seismicliquefaction

Processinwhich，inducedbytheseismicgroundmotion，theparticlesofsaturatedcohesionlesssoil

orlesscohesivesoilgrowdenser，soilporewaterpressureincreases，andtheeffectivestressofthesoil

approacheszero.

2.1.15designresponsespectrum

Curvethatplotsthemaximumgroundaccelerationasafunctionofthenaturalvibrationperiodof

singledegreeoffreedom（SDOF）systemconsideringagivendampingratio，whichmaybeexpressed

---

bytheratioofthemaximumaccelerationresponsetothepeakgroundacceleration.

2.1.16dynamicmethod

Methodtoanalyzeseismiceffectofstructurebasedonthetheoryofstructuraldynamics.

2.1.17timehistoryanalysismethod

Methodtoanalyzeseismiceffectinwholetimehistorybyintegratingthegoverningmotion

equationofstructurewithaccelerogramasseismicinput.

2.1.18modedecompositionmethod

Methodtoanalyzeseismiceffectofstructure，inwhichthetotalseismiceffectofthestructureis

obtainedbysuperpositionofseismiceffectofeachmode.It專用iscalledthemodedecompositiontime

historyanalysismethod，whenthetimehistoryanalysisisusedtoobtaintheseismiceffectofeachmode.

Itiscalledthemodedecompositionresponsespectrummethod，whentheresponsespectrumisusedto

obtaintheseismiceffectofeachmode.

2.1.19squarerootofthesumofsquares（SRSS）method

Methodtoevaluatethemaximumresponseofstructurebythesquarerootofthesumofthesquares

ofvariousmodeseismiceffects.

2.1.20completequadraticcombination（CQC）method

Methodtoevaluatethemaximum人人文庫responseofstructurebythesquarerootofthesumofquadratic

termsofvariousmodeseismiceffectsandcouplingterms.

2.1.21seismichydrodynamicpressure

Dynamicpressureofwateronstructurecausedbyearthquake.

2.1.22seismicearthpressure

Dynamicpressureofsoilmassonstructurecausedbyearthquake.

pseudostaticmethod

2.1.23-

Staticanalysismethodtakingtheproductofgravityaction，ratioofdesignseismicpeakacceleration

togravityacceleration，specifiedseismiceffectreductionfactoranddynamicdistributioncoefficientas

thedesignseismicaction.

2.1.24seismiceffectreductionfactor

Reductionfactorforseismiceffectsintroducedduetosimplificationinanalysismethod.

2.1.25naturalvibrationperiod

Timeintervalforstructuretocompleteafreevibrationcycleinacertainvibrationmode.The

naturalvibrationperiodcorrespondingtothefirstvibrationmodeiscalledthefundamentalperiod.

3··

2.1.26seismicmeasures

Seismicdesignexceptthecalculationofseismicactionandresistance，includingdetailsofseismic

design.

2.1.27detailsofseismicdesign

Variousdetailedmeasuresthatmustbetakenforstructuralandnonstructuralmemberswithout

-

justificationbyseismiccalculation，accordingtobasicrequirementsofseismicdesign.

2.2Symbols

2.2.1Actionsandeffects：

representativevalueofhorizontaldesignpeakgroundacceleration

ah—；

representativevalueofverticaldesignpeakgroundacceleration

av—；

—representativevalueofhorizontalseismicinertialforceactingonmasspoint；

Eii

representativevalueofseismicactiveearthpressure

FE—；

F—representativevalueoftotalseismichydrodynamicpressureonwatercontactfaceperunit

0-

widthofstructure；

g—gravityacceleration，whichistakenas9.81m/s2；

characteristicvalueofstructuretotalgravityactionthatproducesseismicinertialforce

GE—；

representativevalueofseismichydrodynamicpressureatwaterdepth

Pw（h）—h；

—dynamicdistributioncoefficientofseismicinertialforceofmasspoint；

αii

β—designresponsespectrum；專用

ξ—seismiceffectreductionfactor.

2.2.2Materialpropertiesandgeometricparameters：

characteristicvalueofgeometricparameter

ak—；

characteristicvalueofmaterialproperty

fk—；

characteristicvaluesoflongitudinalstiffnesscoefficientofunitlengthoftunnel

Ku—

surroundingmass；

K—characteristicvaluesoftransversestiffnesscoefficientofunitlengthoftunnelsurrounding

v人人文庫

mass；

N—blowcountofstandardpenetrationtest；

criticalblowcount

Ncr—；

characteristicvalueofcompressionwavevelocity

vp—；

characteristicvalueofshearwavevelocity

vs—；

characteristicvalueofwatermassdensity.

ρw—

2.2.3Limitstatedesignusingpartialfactor：

representativevalueofseismicaction

Ek—；

characteristicvalueofpermanentaction

Gk—；

characteristicvalueofvariableaction

Qk—；

R—resistanceofstructure；

S—actioneffectofstructure；

importancefactorofstructure

γ0—；

γ—structuralfactor，safetymarginintroducedfornonrandomuncertaintyontheultimatelimit

d-

stateofbearingcapacity；

4··

partialfactorforseismicaction

γE—；

partialfactorforpermanentaction

γG—；

partialfactorformaterialproperty

γm—；

partialfactorforvariableaction

γQ—；

ψ—designsituationfactor.

2.2.4Others：

characteristicperiod

Tg—；

T—naturalvibrationperiodofstructure；

massratioofappurtenantstructuretomainstructure

λm—；

fundamentalfrequencyratioofappurtenantstructuretomainstructure.

λf—

專用

人人文庫

5··

3Basicrequirements

3.0.1Theseismicfortificationclassofhydraulicstructuresshallbedeterminedbasedontheir

importanceandbasicseismicintensityontheirsitesaccordingtoTable3.0.1.

Table3.0.1Classificationofseismicfortification

SeismicfortificationclassGradeofstructureSitebasicintensity

AWater-retainingandimportantwater-releasingstructuresofGrade1

≥Ⅵ

BNon-water-retainingstructureofGrade1andwater-retainingstructureofGrade2

CNon-water-retainingstructureofGrade2andstructureofGrade3

≥Ⅶ

DStructureofGrade4andGrade5

Note：Importantwater-releasingstructuresrefertothosewhosefailuremightendangerthesafetyofwater-retainingstructures.

3.0.2Theseismicfortificationclassofhydraulicstructuresshallberepresentedintermsofdesign

intensityandhorizontaldesignpeakgroundaccelerationonflatgroundsurfaceaftersiteclass

adjustment，andshallcomplywithArticle3.0.3toArticle3.0.8inthisstandard.

3.0.3Forhydraulicstructureswhoseseismicfortificationclassesaredeterminedinaccordancewith

thecurrentnationalstandardGB18306SeismicGroundMotion專用ParametersZonationMapofChina，in

thecaseofgeneralprojects，thevalueofthepeakgroundaccelerationontheirsitesshallbetakenfrom

zonationmapastherepresentativevalueofthehorizontaldesignpeakgroundacceleration，andthe

correspondingbasicintensityistakenasthedesignintensity.Inthecaseofhydraulicstructuresassigned

toseismicfortificationClassA，theirdesignintensityshallbeonelevelhigherthanthebasicintensity，

andtherepresentativevalueofthehorizontaldesignpeakgroundaccelerationshallbedoubled

accordingly.

3.0.4Forprojectswhoseseismic人人文庫fortificationcriteriaarebasedonsite-specificseismicsafety

evaluation，theprobabilityofexceedanceoftherepresentativevaluesofhorizontaldesignpeak

groundacceleration，P，ontheflatrockfoundationsurfaceshallbe0.02in100yearsforwater

100-

retainingstructuresandimportantwater-releasingstructuresassignedtoseismicfortification

ClassA.Anprobabilityofexceedancein50years，P，shallbe0.05forGrade1nonwaterretaining

50--

P

structures.Anprobabilityofexceedancein50years，50，shallbe0.10forhydraulicstructures

assignedtootherseismicfortificationclassesthanClassA，andthecorrespondingpeakground

accelerationshallnotbelowerthanthatspecifiedinthecurrentnationalstandardGB18306

SeismicGroundMotionParametersZonationMapofChina.

3.0.5ForhydraulicstructuresassignedtoseismicfortificationClassAwhosedesignseismic

parametersshallbeprovidedbythesite-specificseismicsafetyevaluation，aspecialdemonstration

onsafetymarginunderthemaximumcredibleearthquake（MCE）shallbecarriedoutondisaster

preventionoftheuncontrolledreleaseofreservoirinadditiontotheseismicdesignunderdesign

peakgroundacceleration.Aspecialreportonseismicsafetyshallbeprepared.TheMCEofthesite

shallbedeterminedbythedeterministicmethodortheprobabilisticmethodwithanprobabilityof

exceedanceof0.01in100years.

6··

Inthespecialreportonseismicsafety，relevantsitespecificdesignresponsespectrumshouldbe

3.0.6-

determinedbasedonscenarioearthquakecorrespondingtohorizontaldesignpeakgroundacceleration，

andartificialaccelerogramsaregenerated.Foranalyzingtheseismiceffectonstructureswithstrong

nonlinearity，theinfluencearisingfromnonstationaryfrequencyofgroundmotionshouldbestudied

--

whenconditionspermit.Whenthedistancefromtheseismogenicfaulttothesiteislessthan30kmand

itsinclinationangleissmallerthan70°，hangingwalleffectshouldbeconsidered.Whenthedistanceis

lessthan10kmandthemagnitudeisover7.0，theruptureprocessofseismogenicfaultastheareasource

ofthenearfieldstrongearthquakegroundmotionsshouldbestudiedtogeneratedirectlytherandom

-

timehistoriesofgroundmotions，andthentoselectthetimehistorieswiththepeakperiodof

evolutionaryspectrumclosesttothefundamentalperiodofstructure.

Whenthegradeofwaterretainingstructureisraisedduetothedamheight，specialstudyonthe

3.0.7-

seismicfortificationstandardshallbeperformedandreportedtocompetentauthoritiesforapproval.

3.0.8Seismicactionsmaynotbeinvolvedinthecaseofrelativelyshortperiodofconstruction.

3.0.9Fornewreservoirswiththedamhigherthan100mandstoragecapacitylargerthan

500millionm3，anevaluationofreservoirearthquakeshallbeconducted.Inthecaseofpotential

reservoirearthquakeofmagnitudehigherthan5.0orepicentralintensityhigherthanⅦ，a

reservoirearthquakemonitoringnetworkshallbeestablishedandputintooperationatleastone

yearpriortotheinitialimpoundment.

3.0.10Theseismicdesignforhydraulicstructuresshallincludeseismiccalculationandseismic

measures，andshallbecompliancewiththefollowingrequirements專用：

1Selecttheregion，siteandstructuretypefavorableforseismicresistanceaccordingtothe

seismicrequirements.

2Preventstabilityfailureoffoundationandslopesadjacenttothestructures.

Selectsafeandcosteffectivestructuresandmeasuresforearthquakeresistance.

3-

4Proposetheconstructionqualitycontrolmeasuresmeetingtheseismicsafetyrequirementsin

designdocuments.

Arrangewaterreleasingfacilitiesthatcanlowerthereservoirlevelasquicklyaspossible.

5-人人文庫

Conductseismicdesignsfornonstructuralelements，appurtenantelectromechanicalequipment

6-

andtheirconnectionswithmainstructuresinhydraulicstructures，suchassluice，intaketowerand

shiplift.

3.0.11Therequirementsforemergencyplantopreventandmitigateearthquakehazardshallbe

proposedinthedesigndocumentforhydraulicstructureswithseismicrequirements.

3.0.12DynamicmodeltestshouldbeconductedfordamsassignedtoseismicfortificationClassA

withthedesignintensityofⅧandabove，andaheightofmorethan150m.

Theseismicmonitoringarraydesignforstrongmotionobservationshallmeettherequirements

3.0.13-

ofthecurrentprofessionalstandardSL486TechnicalSpecificationofStrongMotionMonitoringfor

SeismicSafetyofHydraulicStructuresorDL/T5416SpecificationofStrongMotionSafetyMonitoring

forHydraulicStructures.

7··

4Site，foundationandslope

4.1Site

4.1.1Insiteselectionforahydraulicstructure，acomprehensiveevaluationshallbeperformedinterms

oftectonicactivity，thestabilityofsitefoundationandslope，andtheriskofsecondarydisasters，etc.，

basedonengineeringgeologicalandhydrogeologicalexplorationandseismicityinvestigation.Thesite

shallbeclassifiedintofourcategories：favorable，normal，unfavorableandhazardousaccordingto

Table4.1.1.Favorableornormalsiteforseismicsafetyshouldbeselected，whileunfavorableand

hazardoussitesshouldbeavoided.Athoroughseismicsafetyevaluationmustbeconductedforadam

constructedinunfavorableandhazardoussites.

Table4.1.1Classificationofsite

Stabilityofsitefoundation

SiteclassTectonicactivityRiskofsecondarydisaster

andslope

Noactivefaultwithin25kmaroundthesite，with

FavorableGoodVerylow

basicintensityofⅥ

Noactivefaultwithin5kmaroundthesite，with

NormalFairLow

basicintensityofⅦ專用

Thereareactivefaultsoflessthan10kminlength

within5kmaroundthesite，andseismogenic

UnfavorablePoorHigh

structureswithamagnitudelessthan5.0.Thebasic

intensityisⅧ

Thereareactivefaultsnotshorterthan10kmwithin

Hazardous5kmaroundthesite，andseismogenicstructureswithVerypoorVeryhigh

amagnitudegreaterthan5.0.ThebasicintensityisⅨ

4.1.2Thesitesoilsafterexcavation人人文庫andtreatmentforahydraulicstructureshouldbeclassified

accordingtotheshearwavevelocityofsoillayersshowninTable4.1.2，andshallbeinaccordancewith

thefollowingrequirements：

Theshearwavevelocityofsitesoilortheequivalentshearwavevelocityofeachsoillayer

1vs，

beneaththefoundationinthecaseofmultilayeredsitesoil，shallbecalculatedaccordingtothe

-

followingformula：

d

=04.1.2

vs（）

∑n（）

divsi

i=1

whereoverburdenthicknessm

d0—（）；

—thicknessofthethsoillayer（m）；

dii

—shearwavevelocityoftheithsoillayer（m/s）；

vsi

n—numberofoverburdensoillayers.

Thedeterminationofoverburdenthicknessshallbeinaccordancewiththefollowing

2d0

requirements：

1）Thethicknessshallbedeterminedbythedistancefromthegroundorfoundationsurfacetothe

8··

topofthesoillayer，whoseshearwavevelocityismorethan500m/sandtheshearwave

velocityoflayersbeneathwhichisnotlessthan500m/s.

2）Thethicknessshallbedeterminedbythedistancefromthegroundorfoundationsurfacetothe

topofthelayer，whosedepthismorethan5mandshearwavevelocityismorethan2.5times

theoverlyingsoillayerandtheshearwavevelocityofitselfandunderlyinglayersisnotless

than400m/s.Thebouldersandlenticleswithashearwavevelocitygreaterthan500m/sshall

bedeemedthesameassurroundingsoillayer.

3）Thehardrocklayerintercalatedinsoilshallbeconsideredasrigidbodyanditsthicknessshall

bedeductedfromtheoverburdenthickness.

Table4.1.2Classificationofsitesoil

SitesoilclassShearwavevelocitym/sDescriptionsandproperties

v（s）

Hardrock＞800Stiffhardandintactrocks

vs，

Fracturedandpartiallyfracturedrocks，orsoftandintermediaterocks；

Softrockandhardsoil800≥v＞500

sdensesandygravels

Moderatedenseandslightdensesandygravels；densecoarsesandand

Moderatelyhardsoil500≥＞250--

vs

mediumsand；hardclayorsilt

Slightdensegravels，coarsesand，mediumsandandfinesandandsilty

Moderatelysoftsoil250≥＞150-

vs

sand；ordinaryclayandsilt

Softsoil≤150Muckmuckysoilloosesandysoilmiscellaneousfill

vs；；；

SitesshallbeclassifiedintofiveclassesnamelyⅠⅠ專用ⅡⅢandⅣaccordingtothetypeof

4.1.3，0，1，，，，

sitesoilandoverburdenthickness，asshowninTable4.1.3.

Table4.1.3Classificationofsite

Overburdenthicknessm

d（0）

Sitesoilclass

00＜≤33＜≤55＜≤1515＜≤5050＜≤80＞80

d0d0d0d0d0d0

HardrockⅠ

0-

SoftrockandhardsoilⅠ-

1人人文庫

ModeratelyhardsoilⅠⅡ

-1

ModeratelysoftsoilⅠⅡⅢ

-1

SoftsoilⅠⅡⅢⅣ

-1

4.2Foundation

4.2.1Inseismicdesignoffoundationforhydraulicstructures，thetype，load，hydropowerandoperating

conditionsofstructures，aswellasengineeringgeologicalandhydrogeologicalconditionsoffoundation

andbankslopeshallbeconsideredcomprehensively.

Forfoundationandbankslopeofwaterretainingstructures，suchasdamandsluice，thecriteria

4.2.2-

onstabilityagainstearthquakeliquefaction，earthquakesubsidenceofweakclayandseepage

deformationunderdesignseismicactionshallbemet.Thedetrimentaldeformationtothestructures

shallbeavoided.

4.2.3Forweakdiscontinuitiesinfoundationandbankslopeofhydraulicstructures，suchasfaults，

fracturedzones，dislocationzones，andespecially，lowdipclayinterbeddedlayersandargillizationliable

---

9··

rocklayers，thestabilityandallowabledeformationunderdesignseismicactionshallbeverified

accordingtotheiroccurrence，burieddepth，boundaryconditions，seepage，physicalandmechanical

propertiesanddesignintensityofstructures，seismicmeasuresshallbetakenifnecessary.

4.2.4Forseepagecontrolsystemanditsconnections，drainageandfiltersoffoundationandbankslope

forhydraulicstructure，effectivemeasuresshallbetakentopreventhazardouscracksorseepagedamage

underearthquakes.

4.2.5Forheterogeneousfoundations，whosematerialpropertiesandthicknessvarygreatlyin

horizontaldirection，measuresshallbetakentopreventlargedifferentialsettlement，slidingand

concentratedseepage，andtoimprovethecapacityofstructuretotoleratedifferentialsettlementofthe

foundation.

4.2.6Liquefactionofsoillayerinfoundationshallbeidentifiedaccordingtothecurrentnational

standardsGB50287CodeforHydropowerEngineeringGeologicalInvestigationandGB50487Code

forEngineeringGeologicalInvestigationofWaterResourcesandHydropower.

4.2.7Forpotentialliquefactionsoillayersinfoundation，thefollowingseismicmeasuresmaybetaken

accordingtothetypeofstructuresandspecificconditionsoftheproject：

Removeliquefiablesoillayersandreplacewithnonliquefiablesoil.

1-

2Useartificialcompactionstrengtheningmethods，includingvibroflotationandstrongramming，

etc.

3Adoptcounterweightanddrainagemeasures.

Adoptcompoundfoundationlikevibrationcompactedstonecolumn，orfoundationwithpiles

4-專用

penetratingthroughliquefiablesoillayerintononliquefiablesoillayer.

-

5Confineliquefiablefoundationsoilbycontinuousconcretewallsorothermeasures.

4.2.8Forsoftclaylayersinthefoundationsofhydraulicstructureassignedtoseismicfortification

ClassAorClassB，specialseismictestandanalysisshallbecarriedout.Unlessotherwisespecified，

foundationsoilmaybeidentifiedasasoftclaylayerifanyoneofthefollowingcriteriaismet：

Liquidityindexgreaterthanorequalto0.75.

1IL

2Unconfinedcompressivestrengthqlessthanorequalto50kPa.

人人文庫u

3BlowcountofstandardpenetrationtestNlessthanorequalto4.

Sensitivitygreaterthanorequalto4.

4St

4.2.9Forsoftclaylayersinfoundation，thefollowingseismicmeasuresmaybetakenaccordingtothe

typeofstructuresandspecificconditions：

1Removeorreplacesoftclayinthefoundation.

2Consolidatethelayerswiththepreloadingmethod.

3Adoptcounterweightandsandwelldrainorplasticdrainageboard.

Adoptcompositefoundation，suchaspilefoundation，vibrationcompactedstonecolumn，etc.

4-

4.3Slope

4.3.1Forhydraulicstructuressitewherecomplicatedrockmassstructures，weakdiscontinuitiesor

unfavorablecombinationsofclayinterlayerexist，andwithpoorstabilityofslope，thedistributionof

-

unstableslopesunderdesignseismicactionshallbeidentified，thepotentialhazardshallbeanalyzedand

treatmentmeasuresshallbeproposed.

4.3.2Thedesignintensityandrepresentativevalueofdesignpeakgroundaccelerationofslopeshall

10··

bedeterminedbasedoncomprehensivedemonstrationoftheseismicfortificationclassoftherelevant

hydraulicstructures，thecorrelationbetweentheslopeandthehydraulicstructures，andtheimpactofthe

slopefailureonthehydraulicstructures，etc.

4.3.3Therigidlimitequilibriummethodmaybeadoptedforcalculationofslopeseismicstability.

Dynamicamplificationeffectofslopeseismicinertialforcemaybeneglectedandtheshearstrengthwith

cohesionmaybetakenasthestaticshearstrength.

4.3.4Theseismicanalysisandtheselectionofsafetyfactorforslopesshallcomplywiththecurrent

professionalstandardSL386DesignCodeforEngineeredSlopesinWaterResourcesandHydropower

ProjectsorDL/T5353DesignSpecificationforSlopeofHydropowerandWaterConservancyProject.

4.3.5Forhighslopeswithcomplicatedgeologicalconditions，specialstudiesshouldbeconducted

basedondynamicanalysis.Thedeformationandseismicstabilitysafetyoftheslopeshallbeanalyzed

comprehensivelyonseismiceffectssuchasthedisplacements，residualdisplacementsoropeningof

slidingplaneoftheslopes.

專用

人人文庫

11··

5Seismicactionandseismiccalculation

5.1Seismicgroundmotioncomponentsandcombination

5.1.1Ingeneral，itmaybepermittedtotakeintoaccountonlythehorizontalseismicactionsfor

hydraulicstructuresotherthanaqueducts.

5.1.2ForaqueductswithdesignintensityofⅦandabove，aswellasGrade1orGrade2hydraulic

structureswithdesignintensityofⅧorⅨincludingembankmentdams，gravitydamsandotherwater

-

remainingstructures，longcantilevered，largespanorhighrisinghydraulicconcretestructures，both

--

horizontalandverticalseismicactionsshallbetakenintoaccount.Therepresentativevalueofvertical

designpeakgroundaccelerationmaybetakenas2/3oftherepresentativevalueofthehorizontaldesign

peakgroundacceleration，butshallbetherepresentativevalueofthehorizontaldesignpeakground

accelerationfornearfieldearthquakes.

-

5.1.3Forarchdamsofspecialtypes，obviouslyasymmetricorhollowones，andforGrade1andGrade2

doublecurvaturearchdamswithdesignintensityofⅧorⅨ，theverticalseismiceffectsshouldbe

-

studiedspecially.

5.1.4Forembankmentdamsandconcretegravitydams，itmaybepermittedtotakeintoaccountonly

thehorizontalseismicactionsinthestreamdirectiononseismic專用design.Formonolithofgravitydamon

steepabutment，thehorizontalseismicactionsalongcrossstreamdirectionshouldbeconsidered.For

-

importantembankmentdams，thehorizontalseismicactionsalongcrossstreamdirectionshouldbe

-

speciallystudied.

Forconcretearchdamsandsluices，thehorizontalseismicactionsinbothstreamandcross

5.1.5-

streamdirectionsshallbeconsidered.

5.1.6Forintaketowers，framesonthetopofsluicesandotherhydraulicconcretestructureswith

similarstiffnessalongthetwoprincipalaxialdirections，horizontalseismicactionsalongthetwo

principalaxialdirectionsofstructures人人文庫shallbeconsidered.

5.1.7Whentheseismiceffectsinorthogonaldirectionsarecalculatedsimultaneouslybythemode

decompositionresponsespectrummethod，theoverallseismiceffectsmaybetakenasthesquarerootof

thesumofsquares（SRSS）ofseismiceffectsineachdirection.

5.2Classificationofseismicactions

5.2.1Seismicactionstobeconsideredinseismiccalculationofhydraulicstructuresshallincludethe

inertialforceinducedbydeadweightofstructuresandfacilities，seismicearthpressureandseismic

hydrodynamicpressure，aswellasseismicporewaterpressure.

5.2.2Seismichydrodynamicpressuremaybeignoredforembankmentdamsexceptconcreteface

rockfilldams（CFRDs）.

5.2.3Seismiceffectonwavepressure，seepagepressureandupliftpressuremaybeignored.

5.2.4Generally，seismiceffectonsiltpressuremaybeignored，butthewaterdepthinfrontof

structureshallincludesiltdepositdepthinseismichydrodynamicpressurecalculation；ifahighdamhas

anextremelydeepsiltdeposit，theseismiceffectonthesiltpressureshallbestudiedspecially.

12··

5.3Designresponsespectrum

ForhydraulicstructuresassignedtoseismicfortificationClassArequiringsitespecificseismic

5.3.1-

safetyevaluation，thesitespecificdesignresponsespectrumspecifiedinArticle3.0.6inthisstandard

-

shallbeadoptedasthedesignresponsespectrum.Forotherstructures，standarddesignresponse

spectrumshallbeadoptedasthehorizontalandverticaldesignresponsespectrum.

5.3.2Theshapeparametersofstandarddesignresponsespectrumβ（Figure5.3.2）shallbein

accordancewiththefollowingrequirements：

Fortheperiodlessthan0.1sistakenasastraightlinerangingfrom1.0towhereis

1，β（T）βmax；T

thenaturalvibrationperiodofstructure.

Fortheperiodbetween0.1sandthecharacteristicperiodisequaltothemaximum

2Tg，β（T）

value.

βmax

Fortheperiodbetweenthecharacteristicperiodand3.0s（）=（）0.6.

3Tg，βTβmaxTg/T

專用

Figure5.3.2Standarddesignresponsespectrum

Therepresentativevalueofmaximumvalueofstandarddesignresponsespectrumfor

5.3.3βmax

varioushydraulicstructuresshallbetakeninaccordancewithTable5.3.3.

β

Table5.3.3Representativevalueofmaximumvalueofstandarddesignresponsespectrummax

Otherstructuresincludingsluice，

StructuretypeEmbankmentdam人人文庫GravitydamArchdam

intaketower，etc.，andslope

βmax1.602.002.502.25

Therepresentativevalueofminimumvalueofstandarddesignresponsespectrumshallnot

5.3.4βmin

belessthan20%oftherepresentativevalueofmaximumvalueofdesignresponsespectrum.

Thecharacteristicperiodsofstandarddesignresponsespectrumfordifferentsiteclassesmay

5.3.5Tg

beselectedaccordingtothesitelocationspecifiedinthecurrentnationalstandardGB18306Seismic

GroundMotionParametersZonationMapofChina，andadjustedinaccordancewithTable5.3.5.

Table5.3.5Adjustmentforcharacteristicperiodofstandarddesignresponsespectrumofsite

CharacteristicperiodofbasicresponseSiteclass

spectrumofsiteClassⅡⅠⅠⅡⅢⅣ

01

0.35s0.20s0.25s0.35s0.45s0.65s

0.40s0.25s0.30s0.40s0.55s0.75s

0.45s0.30s0.35s0.45s0.65s0.90s