DLT 5045-2006 英文版 火力发电厂灰渣筑坝设计规范

ElectricPowerIndustryStandardofthePeople'sRepublicofChina

ToreplaceDL/T5045-1995

PDL/T5045-2006

CodeforDesignofAshandSlag

DammingofFossilFuel

PowerPlants

火力发电厂灰渣筑坝设计规范

(英文版)

ISsuevate:May6,2006ImplementationDate:October1,2006

IssuedbytheNationalDevelopmentandReformCommissionofthePeople'sRepublicofChina

ICS29.100.01

P61

RecordNo.J525—2006

ElectricPowerIndustryStandardofthePeople'sF

PDL/T5045—2006

ToreplaceDL/T5045—1995

CodeforDesignofAshandSlag

DammingofFossilFuel

PowerPlants

IssueDate:May6,2006ImplementationDate:October1,2006

IssuedbytheNationalDevelopmentandReformCommissionofthePeople'sRepublicofChina

ElectricPowerIndustryStandardofthePeople'sRepublicofChina

PDL/T5045-2006

ToreplaceDL/T5045-1995

CodeforDesignofAshandSlag

DammingofFossilFuel

PowerPlants

Translationsponsoredby:ChinaElectricPowerPlanning&

EngineeringAssociation

Translatedby:SUNTHERConsultingCo.,Ltd.

Reviewedby:NortheastElectricPowerDesignInstitute

Ⅲ

DL/T5045—2006

Foreword

ThiscodeisarevisiontoDL/T5045—1995TechnicalRulesfor

DesignofAshandSlagDammingofFossilFuelPowerPlantsbased

ontherequirementoftheNoticeonIssuanceofPlanfor

SupplementingElectricPowerIndustryStandard2003issuedbytheGeneralOfficeofNationalDevelopmentandReformCommission

(FGBGY[2003]873)andisrenamedtheCodeforDesignofAshand

SlagDammingofFossilFuelPowerPlants.

Thiscodehasplayedapositiveroleinacceleratingthepowerconstructionandenhancingthedesignlevelandtechnicalstandardofashandslagdammingsinceitspromulgationin1995.Asnewrequirementshavecomeoutforthedesignofashandslagdamminginfossilfuelpowerplantswiththedeepeningofreformsandtechnicalprogressinpowerindustry,thiscodeistoberevisedaccordingly.

Themainrevisionsandmodificationsareasfollows:

——Followingareaddedinaccordancewiththerequirementsofrelevantcodes:

—Chapter2“NormativeReferences”.

——Section6.3“SeepageDrainageFacilitiesforSubdam”.

—Section6.4“AshandSlagDammingbyHydraulicFilling”.

——Clause6.5.3“Vibro-stonePilingMethodUsedinAsh-slagDamBaseTreatment”.

——Chapter10“RequirementsforConstructionQualityControl”.——Someotherclausesaremodified,perfectedandrefined.

—Therelevantcontentsinthiscodeareadjustedcommensurate

IV

DL/T5045—2006

withtherevisionstotheconcerneddesigncodes.

ThiscodereplacesDL/T5045—1995uponimplementation.

AppendixAtothiscodeisnormative,AppendixBisinformativeThiscodeisinitiatedbyChinaElectricityCouncil.

ThiscodeismanagedandinterpretedsolelybytheChinaElectricPowerPlanningandEngineeringStandardizationTechnicalCommittee.

ThiscodeisdraftedbytheNortheastElectricPowerDesignInstitute.

TheparticipantsindraftingthiscodeareShandongElectricPowerEngineeringConsultingInstitute,ShaanxiElectricPowerDesignInstitute,andCentralSouthernChinaElectricPowerDesignInstitute.

TheleadingauthorsofthiscodeareChenDezhi,WeiXiaodong,SunWen,RenYanchao,LiuJingyan,LiJingsheng,CuiKegang,QiuChenglong,JiChaochou,TongWeipeng,HuaZhongnan,GuoFengqi.

ThiscodeistranslatedbySUNTHERTranslation&SolutionsundertheauthorityofChinaElectricPowerPlanning&EngineeringAssociation.

I

DL/T5045—2006

Contents

Foreword Ⅲ

1Scope

1

2NormativeReferences

2

3TermsandDefinitions

3

4BasicDesignProvisions

6

4.1GeneralProvisions

6

4.2DesignCriterionandPhases

8

4.3BasicInformation

13

5PrimaryDam

15

5.1AxisofPrimaryDam

15

5.2HeightofPrimaryDam

15

5.3TypeSelectionofDam

17

5.4ConstructionMaterial

19

5.5FillingofDamBodies

21

5.6ConstructionofDamTop

23

5.7StructureofDamSlope

24

5.8SeepageDrainageFacilitiesofDamBodies

26

5.9ImpermeableMedia

28

5.10InvertedFilter

30

5.11JunctionsofDamBodywithGroundBase,BankSlopeand

BurialPipes

32

5.12TreatmentofDamFoundation

34

6Subdam

37

6.1SubdamHeightening

37

6.2MaterialandStructureofSubdams

38

Ⅱ

DL/T5045—2006

6.3SeepageDrainageFacilitiesforSubdam

40

6.4HydraulicFillingDammingofAshandSlag

40

6.5FoundationofSubdam

47

7PhreaticLinesofDamBodies

54

7.1ControlofPhreaticLineofDamBodies

54

7.2SeepageCalculationofDamBodies

54

8CalculationandAnalysisofDamBodies

56

8.1GeneralProvisions

56

8.2CalculationofAnti-slidingStabilityofDamBodies

57

8.3StaticandDynamicAnalysisforDamBodies

59

9DamSafetyMonitoringSystem

61

9.1GeneralProvisions

61

9.2Phreatic-lineMonitoringSystem

61

9.3DisplacementMonitoringSystem

62

10RequirementsforConstructionQualityControl

63

10.1GeneralRequirements

63

10.2RequirementsforFilling

65

10.3RequirementsforQualityControl

68

11RequirementsforOperationManagement

70

11.1GeneralProvisions

70

11.2EngineeringManagementofAshYard

70

11.3MonitoringofDamBodiesandPhreaticLines

71

11.4MonitoringofAshandSlagDischarging

72

11.5DrainageSystemMonitoring

73

AppendixA(Normative)MethodsforMeasuringShearing

StrengthIndexandSelectionThereof……75

AppendixB(Informative)CalculationPrincipleandRequired

TestDataforStaticandDynamic

AnalysisbyUsingGross

StressMethod

77

1

DL/T5045—2006

1Scope

Thiscodespecifiestheprinciplesandcriteriathatshallbefollowedwhenusingashandslagdammingtechniquetodesigndambodiesinwet-typeashstorageyardsofcoal-firedpowerplants.

Thiscodeisapplicablenotonlytothedesignofashdamsofvalleyashyardsthatemployhydraulicashhandlingtechnique,butalsotothedesignofashembankmentsinashyardsonthebeachesofrivers,lakesandsea(hereinafterreferredtoasbeachashyard)andashyardsonplains.Itisnotapplicabletothedesignofdry-typeashstorageyards.

Theprovisionsspecifiedhereinforashdamsarealsoapplicabletoashembankments,unlessspecificallyprescribedotherwise.

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2NormativeReferences

Thefollowingnormativedocumentscontainprovisionswhich,throughreferenceinthistext,constituteprovisionsofthisstandard.Forthedatedreferences,alltheirsubsequentamendments(excludingerrorscorrected)orrevisededitionsshallnotapply.However,partieswhohavereachedagreementsbasedonthiscodeareencouragedtoinvestigatethepossibilityofusingthemostrecenteditionsofthesereferences.Forundatedreferences,theirlatesteditionsshallapplytothiscode.

GB18599StandardforPollutionControlontheStorageandDisposalSiteforGeneralIndustrialSolidWastes

GB50286CodeforDesignofLeveeProject

GB50290TechnicalStandardforApplicationsofGeosynthetics

DL5073SpecificationsforSeismicDesignofHydraulicStructures

DL/T5129SpecificationsforRolledEarth-RockfillDamConstruction

JTJ213CodeofHydrologyforSeaHarbour

JTJ298CodeofDesignandConstructionofBreakwaters

SDJ280TechnicalSpecificationsforElectricPowerProjectConstructionandAcceptance(HydraulicStructures)

SL60TechnicalSpecificationsforSafetySupervisionofEarth-RockFillDams

SL237SpecificationofSoilTest

SL274DesignCodeforRolledEarth-RockFillDams

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DL/T5045—2006

3TermsandDefinitions

Thefollowingtermsanddefinitionsapplytothiscode.

3.0.1

Ashdam

Hydraulicstructureusedtostoreashandretainwaterinvalleyashyard.

3.0.2

Ashembankment

Hydraulic(marine)structureusedtostoreashandretainwaterinplainandbeachashyards.

3.0.3

Dambody

Entireashdamconsistingofaprimarydam,subdamsanddepositedashandslag.

3.0.4

Primarydam

Initialdambodywhenashdambeingconstructedbystages.3.0.5

Subdam

Dambodyheightenedontopofdepositedashondamfrontwhenashdambeingconstructedbystages.

3.0.6

Ashandslag

Mixtureofpulverizedcoalashcollectedbyprecipitatorsandslagdischargedfrombottomofboilersinacoal-firedpowerplants.

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DL/T5045—2006

3.0.7

Ashandslagdamming

Aby-stagedammingtechniquetograduallyheightendambodiesbybuildingsubdamsondepositedashondamfrontwithearth-rockmaterialorash-slagmaterialinashyard.

3.0.8

Ashandslagfilling-siltationdamming

Ashandslagdammingbyhydraulicfilling.

3.0.9

Terminaldamheight

Maximumpossibledamheightdeterminedbytakingintoaccountnaturaltopographyandgeologicalconditionsofashstorageyard,requirementsbypowerplantsandotherfactors.

3.0.10

Aggregatecapacity

Totalvolumeofash,slagandfloodthatcanbeaccommodatedbyashyardwithterminaldamheight.

3.0.11

Lengthofdrybank

Horizontaldistancefromthepointwherewatersurfacecrossesashsurfacetothepointwhereashsurfacecrossesupstreamslopeofdamonthecross-sectionperpendiculartodamaxis.

3.0.12

Limitedlengthofdrybank

Thelengthofdrybankthatcanbemaintainedtorestrictheightofphreaticlineandensuresafetyofdambodyduringoperation.

3.0.13

Ashstorageelevation

Elevationwheresurfaceofashdepositedinashstorageyard

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DL/T5045—2006

joinsupstreamslopeofdam.

3.0.14

Limitedashstorageelevation

Maximumashstorageelevationpermittedbydamtopelevationineachdesignstage.

3.0.15

Subdamheight

Elevationdifferencebetweentwocontiguousdamtops3.0.16

Subdamplacementheight

Heightofsubdambuiltondepositedashsurface.

3.0.17

Damextraheight

Heightfromlimitedashstorageelevationtoashdamtop.3.0.18

Freeboard

Heightfromfloodstorageleveltoashdamtopunderlimitedashstorageelevationcondition.

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DL/T5045—2006

4BasicDesignProvisions

4.1GeneralProvisions

4.1.1Theenvironmentalprotectionofashstorageyardsshallmeetthefollowingrequirements:

1Theashstorageyardsshallbeprovidedwithsafeandstabledambodiesthatcomplywithrelevantdesignstandardstopreventash,slagandashwaterfromflowingaway.

2Theashstorageyardsshallbeequippedwithreliabledrainagesystems,withdrainagestructuresbeinglocatedatadistancesufficienttoclarifyashwaterandabletorecycletheclarifiedashwater.

3Duringtheoperationofashstorageyards,thelimitedlengthofdrybankshallbemaintainedtoensurethesafetyofdambodies,whiletheashsurfaceofdrybankshallbewetted,whennecessary,bydivertingashwatertheretoorsprinklingwatertopreventdustpollution.

4Theashstorageyardsshallbecoveredwithsoilandreclaimedpromptlyoncetheyarefilledup.

5Whereanimpermeablelayerisnecessaryatthebottomofashstorageyardasrequiredbyenvironmentalimpactreport,itcanbeconstructedofrolledclayorgeomembrane.Verticalanti-seepagemeasurescanbetakenwheregeologicalconditionsarepermissible.

6ThepollutioncontrolcriteriaofashstorageyardsshallcomplywithGB18599.

4.1.2Ashandslagdammingshallmeetthefollowingrequirements:

1Thedambodiesshallmeettherequirementsofdesigncodeintermsofstability.

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DL/T5045—2006

2Thedambodiesshallbeequippedwitheffectiveseepagedrainagefacilitiestolowerphreaticlinesandacceleratesolidificationofashandslag.

3Ashdischargingpipesshallbearrangedreasonablyindamfronttodischargeashevenlyanddepositcoarseashandslag.

4Theashstorageyardsshallbeequippedwithreliabledrainagesystemstodischargeashwaterandfloodpromptlyandformasufficientlengthofdrybank.

5Perfectandefficientorganizationsshallbesetuptoensuresatisfactoryconstructionqualityandsafeoperationthroughprofessionalmanagement.

4.1.3Inthedesignofashdams,typesofdamandseepagedischargefacilitiesshallbeselectedaccordingtoconstructionmaterial,methodandenvironmentalprotectionrequirements,anddamseepage&anti-slidingstabilitycalculationsandstaticanddynamicanalysisbeconductedforvariousoptionsbytakingintoaccountfactorssuchaslimitedashstorageelevation,lengthofdrybank,flood,earthquakeandetc.soastodetermineoptimalcrosssectionofdambodyandlimitedlengthofdrybank.

4.1.4Thestabilityofdownstreamdamslopesshallbecalculated

withfollowingoperatingconditions:

1Normaloperatingconditions.

1)Steadyseepageoccurringwithlimitedashstorageelevationandlimitedlengthofdrybank;

2)Steadyornon-steadyseepageoccurringwithlimitedashstorageelevationandlimitedlengthofdrybankincaseofdesignflood.

2Abnormaloperatingconditions.

1)Steadyornon-steadyseepageoccurringwithlimitedash

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DL/T5045—2006

storageelevationandlimitedlengthofdrybankincaseofcheckflood;

2)Occurrenceofearthquakewithlimitedashstorageelevationandlimitedlengthofdrybank.

4.2DesignCriterionandPhases

4.2.1Thecapacityofashstorageyardsshallmeetthefollowingstipulations:

1Inplanningphase,ashstorageyardshallbeabletoholdashandslaggeneratedoveraperiodofabout20aoperationofpowerplantsascalculatedbasedonitsplannedcapacity,thusmeetingtherequirementsforpowerplantsestablishment.

2Indesignphase,designersshalldeterminetheinitiallandacquisitionforashstorageyardwhichshallbeabletoholdashandslaggeneratedoveraperiodofabout10aofoperationascalculatedbasedonthedesignedcapacityandcoaltypeofpowerplantsforthisphase.

3Incaseofashandslagdamming,thecapacityformedbyprimarydamshallbeabletoholdashandslaggeneratedoveraperiodofatleastthreeyearsascalculatedbasedonthedesignedcapacityandcoaltypeofpowerplantsforthisphase.Thecapacityformedbyeachsubdamaddedshouldbeabletostoreashandslagactuallydischargedtheretooveraperiodofabout3a.

4.2.2TheaggregatecapacityofashstorageyardshallbecalculatedperFormula(4.2.2)asbelow:

V=Ver+W=(G-U)T/(pη)+W(4.2.2)

Where:

V—aggregatecapacityofashstorageyard,m³;

Ve—effectivecapacityofashstorageyard,m³;

W—pondageofashstorageyard,m³;

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DL/T5045—2006

G—annualamountofashandslagcalculatedbasedondesigntypeofcoal,kg/a;

U—annual(average)amountofashandslagactuallyreclaimed,kg/a;

T—servicelifeofashstorageyard,a;

p—drydensityofashandslag,basedonactualdatameasuredduringtheoperationofashstorageyard(1000kg/m³ifnoactualdataisavailable),kg/m³;

η—effectivecapacityutilizationfactorofashstorageyard

4.2.3Thedesigncriterionofashdamsinvalleyashstorageyardsshallbedeterminedinaccordancewithfollowingrequirementsbasedonaggregatecapacityandterminaldamheightaswellasdegreeofhazardtoneighboringanddownstreamareasaftercollapse

1DesigncriterionforashandslagdamminginvalleyashyardsshallcomplywithTable4.2.3.

2Wheretherearemajorindustrialandminingenterprisesordenselypopulatedareasatthedownstream,designcriteriaforashdamsmayberaisedbyoneclassthroughdemonstration.

3Whenterminaldamheightisdifferentfromaggregatecapacityinclass,thehigherclassshallprevail.Ifthedifferenceislargerthanoneclass,theclassbelowthehigheroneshallbeadopted.

4ThedamtopofClassIashdamshallhaveatleast1.5mextraheight;andthoseofClassIⅡandIIashdams1.0m-1.5mextraheight.

5Theterminaldamheightisgenerallydeterminedaccordingtothenaturaltopographyandgeologicalconditionsofashstorageyard.Whereconditionsarefavorable,theterminaldamheightmaybedeterminedbasedonashstoragerequiredfor30adesignservicelifeoffuel-firedpowerplants.

DL/T5045-2006

石

Table4.2.3Designcriterionforashandslagdamminginvalleyashyards

DesignClass

IndexforClassification

RecurrenceInterval

ofFlood

a

Freeboard

m

Anti-slidingSafetyFactor

AggregateCapacity,V

×10*m³

Terminal

Dam

Height,H

m

DownstreamSlope

UpstreamSlope

DesignConditio

n

Check

Condition

DesignCondition

Check

Condition

NormalOperatingCondition

AbnormalOperatingCondition

NormalOperatingCondition

AbnormalOperatingCondition

I

V>1

H>70

100

500

1.5

0.7

1.30

1.10

1.15

1.00

0.I<V≤1

50<H≤70

50

200

1.0

0.5

1.25

1.05

1.15

1.00

II

V≤0.1

30<H≤50

30

100

0.7

0.4

1.20

1.05

1.45

1.00

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6Incasetheterminaldamheightisfaroverdamheightdesignedforthisphase,ifthedesignclassofashdamistobedeterminedbasedonthedesigndamheightandcapacityforeachconstructionphase,anoverallplanningshallbeconductedfrominitialphaseuptotheterminaldamheight,soastoenabletheashdambuiltineachphasetomeetthesubsequenthighersecurityrequirements.

4.2.4Thedesigncriteriaforashembankmentsinbeachashyardsshallbedeterminedbasedontheircapacityinaccordancewiththefollowingrequirements,andbeinharmonywiththelocaldesigncriterionofleveeprojects.

1ThedesigncriteriaforashembankmentsbuiltwithashandslaginbeachashyardsshallbecompliantwithTable4.2.4.

2Theashembankmentsorwavewallsinbeachashyardsshallhaveatleast1.0mextraheight.

3Forseabeachashyards,theaccumulatedfrequencyofdesignwaveheightcanbeadoptedaccordingtothefollowing:

1)13%fordeterminationofelevationofembankmenttop;

2)13%fordeterminationofstabilityofslopearmorandbedarmor;

3)1%fordeterminationofstrengthandstabilityof

parapetsandquadrelsatembankmenttop.

4ThedesignofbeachashyardsshallcomplywiththerelevantstipulationsinJTJ213andJTJ298.

4.2.5Thedesigncriterionofashembankmentsinplainashyards

canbeasspecifiedin4.2.4.

4.2.6Thedesignofashandslagdammingshallincludeoverallplanning,designofprimarydamanddesignofsubdamheightening,andshallmeetthefollowingrequirements.

DL/T5045--2006

二

Table4.2.4Designcriteriaforashembankmentsbuiltwithashandslaginbeachashyards

DesignClass

AggregateCapacityY×10'm

RecurrenceInterva

ofDesign

High-water-level

OutsideEmbankment

a

RecurrenceInterval

ofStormyWaves

OutsideEmbankment

a

RecurrenceInterval

ofFoodInside

Embankment

a

SafetyHeightAddedonEmbankment

(orWaveWall)Top

m

Anti-slidingSafetyFactor

OuterSideofEmbankment

InnerSideofEmbankment

DownstreamSlope

UpstreamSlope

DesignCondition

CheckCondition

DesignCondition

CheckCondition

DesignCondition

CheckCondition

DesignCondition

CheckCondition

DesignCondition

CheckCondition

NormalOperatingCondition

AbnormaOperatingCondition

Norma

OperatingCondition

AbnormalOperatingCondition

IⅡ

V>0.1

50

100

50

50

50

200

0.4

0.0

1.0

0.5

1.25

1.05

1.15

1.00

Ⅲ

V≤0.1

30

100

50

50

30

100

0.4

0.0

0.7

0.4

1.20

1.05

1.15

1.00

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1Intheoverallplanningofvalleyashstorageyard,ifnaturaltopographyandgeologicalconditionsarefavorableatplantsite,thedesignersshoulddeterminetheaggregatecapacityandterminaldamheightbasedontheashstoragerequiredfor30adesignservicelifeoffossilfuelpowergeneratingunits,andplanthesequence,scaleandlandacquisitionforeachconstructionstageaccordingly.Thedesignersshoulddeterminetheheightofprimarydamandwayofby-stageheighteningthroughtechnicalandeconomicalcomparison;andarrangetheseepagedischargesystem,drainagesystem,ash-waterrecyclingsystemandotherfacilitiesreasonably.Thesafetyofdrainagepipinginashstorageyardsshouldmeettherequirementswithterminalelevationofashstorage.

2Duringthedesignofprimarydam,thedesignersshoulddeterminethetypeandheightofprimarydamanddesignthedambodyandbaseinconjunctionwiththeplanningofsubdamheightening.

3Thesubdamheighteningshallbedesignedbystagesonbasisofgoodunderstandingofthecharacteristicsofashandslagtobeusedforsubdambase.Ifthesubdamisheightenedsuchthatitishigherthanthedesignheightofthefirst-stagesubdam,thedesignshallberecheckedbeforestartingnextheightening.

4.3BasicInformation

4.3.1Thesurveyandtestinvolvedwithprimarydamshallinclude,amongothers,topographicsurveyandsurveysinrespectofhydrometeorology,engineeringgeologyandhydrogeology,constructionmaterialinvestigationandtestsandinvestigationonconstructionconditions.

4.3.2Thedesignersshallbeacquaintedwiththebasicdesign

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informationoforiginaldambodyanditsconstructionandoperationwhendesigningsubdams,andshouldsurveyandtestthegroundbase(thedepositedashandslag)ofsubdamtobeconstructedinthisphaseandtheconstructionmaterialstobeused,andinvestigateconstructionconditionsaccordingly.

4.3.3Thesurveyextentandthebasicinformationprovidedineachstageofsurveyshallcomplywithsurvey-relatedspecificationsandcodes.

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5PrimaryDam

5.1AxisofPrimaryDam

5.1.1Theaxisofvalleyashyardsshallbedeterminedaccordingtothetopographyandgeologicalconditionsofdamsitesthroughtechnicalandeconomicalcomparisonbytakingintoaccountsuchfactorsassubdamheighteninginthefuture,drainagesystem,constructionconditions,andenvironmentalimpact.

5.1.2Theaxisofcofferdaminbeachorplainashyardsshallbedeterminedthroughtechnicalandeconomicalcomparisonintermsofenclosedareaandcofferdamheightbytakingintoaccountsuchfactorsasservicelifeofashstorageyard,topography,geology,waterlevelandstormywavesoftide(flood),occupiedland,subdamheighteninginthefuture,constructionconditionsandenvironmental

impact.

5.1.3Theaxisofcofferdamshallbeconnectedbycurvesatturningpoints,withtheradiusofcircularcurvesforbeachashyardsbeingnotlessthan30m;andthatforplainashyardsnotlessthan15m.

5.2HeightofPrimaryDam

5.2.1TheelevationofthetopofprimarydamsinvalleyashyardscanbecalculatedbyFormula(5.2.1-1)-Formula(5.2.1-3),whicheverislarger:

E=e+h₁+A₁(5.2.1-1)

E=e+h₂+A₂(5.2.1-2)

E=e+△₃(5.2.1-3)

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Where:

E—elevationofdamtop,m;

e—limitedashstorageelevationofashyard,thatis,theelevationofvolumeinashyardrequiredtostorethedesignamountofashandslagofpowerplants(takingintoaccountcapacityutilizationfactor),m;

h₁—designdepthoffloodstorage,thatis,thedepthoccupiedbydesignfloodabovethelimitedashstorageelevationafterdesignfloodcontrolcalculation,m;

h₂—checkdepthoffloodstorage,thatis,thedepthoccupiedbycheckfloodabovethelimitedashstorageelevationaftercheckfloodcontrolcalculation,m;

4₁—designvalueoffreeboard(selectedfromTable4.2.3),m;A₂—checkvalueoffreeboard(selectedfromTable4.2.3),m;A₃—damextraheight,m.

5.2.2Theheightofprimarydamsinvalleyashyardscanbegenerallycalculatedanddeterminedbasedontheservicelifeofashstorageyard.Wherethedesignfloodvolumeofashstorageyardisverylargeandthetopographyisrelativelyspecial,theheightshouldbedeterminedthroughtechnicalandeconomicalcomparisoninthedesignphase.

5.2.3Theelevationofembankmenttopinbeachashyardsshallbecalculatedrespectivelyontheinnersideandoutersideofembankment,andthendeterminedaftercoordination

Withashstorageconditionsatinnerside,theelevationofembankmenttopcanbedeterminedasspecifiedin5.2.1.

Withfloodprotectionconditionsatouterside,theelevationofembankmenttopcanbecalculatedbyFormula(5.2.3)below:

E=HWL+R+4(5.2.3)

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Where:

E—elevationofembankmenttop,m;

HWL—design(check)highwaterlevel,m;

R—heightofwaverunupatdesign(check)highwaterlevel,m;

△—design(check)valueofsafetyheightaddedonembankmenttop(selectedfromTable4.2.4),m.

5.2.4TheelevationofembankmenttopinplainashyardscanbedeterminedbyFormula(5.2.1-3).

5.3TypeSelectionofDam

5.3.1Thetypeofdamshallbeselectedbytakingintoaccountthe

followingfactors.

1Category,nature,reserves,distribution,burialdepth,theexploitationandtransportationconditionsoflocalmaterialsavailableforconstructingthedam;

2Requirementsforreducingtheheightofphreaticlineandacceleratingthesolidificationofashandslagbysubdamheighteninginthefuture;

3Geologicalcondition,seismicfortificationintensityandotherconditions;

4Downstreamenvironmentalconditionsandenvironmentalprotectionrequirements;

5Constructionprogress,constructionsite,constructionmachineriesandtechnicallevelofconstruction;

6Totalworkquantity,constructionperiod,andtotalconstruction

cost.

5.3.2Thetypesofprimarydamcanbeselectedaccordingtothedifferenceofpermeabilitybetweenconstructionmaterialofdamandashandslagasfollows.

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1Forhighlypermeabledams,thepermeabilitycoefficientofconstructionmaterialusedfordambodyshallbe50timesmorethanthatofashandslagormorethan1×10-²cm/s.

2Forwithlowlypermeabledams,thepermeabilitycoefficientofconstructionmaterialusedfordambodyshallbesimilartothatofashandslag.

3Forimpermeabledams,thepermeabilitycoefficientofconstructionmaterialusedfordambodyshallbe50timeslessthanthatofashandslag