采矿工程毕业设计（论文）-袁店一矿1.8Mta新井设计

本科生毕业设计（论文）题目：袁店一矿1.8Mt/a新井设计煤矿深部软岩巷道支护技术研究姓名：学号：01120207班级：采矿工程（卓越工程师）2012-2班二〇一六年六月

中国矿业大学本科生毕业设计姓名：学号：01120207学院：矿业工程学院专业：采矿工程设计题目：袁店一矿1.8Mt/a新井设计专题：煤矿深部软岩巷道支护技术研究指导教师：职称：教授2016年6月徐州

中国矿业大学毕业设计任务书学院矿业工程学院专业年级采矿工程2012级学生姓名任务下达日期：2016年1月8日毕业设计日期：2016年3月12日至2012年6月12日毕业设计题目：袁店一矿1.8Mt/a新井设计毕业设计专题题目：煤矿深部软岩巷道支护技术研究毕业设计主要内容和要求：院长签字：指导教师签字：

中国矿业大学毕业论文指导教师评阅书指导教师评语（①基础理论及基本技能的掌握；②独立解决实际问题的能力；③研究内容的理论依据和技术方法；④取得的主要成果及创新点；⑤工作态度及工作量；⑥总体评价及建议成绩；⑦存在问题；⑧是否同意答辩等）：成绩：指导教师签字：年月日

中国矿业大学毕业论文评阅教师评阅书评阅教师评语（①选题的意义；②基础理论及基本技能的掌握；③综合运用所学知识解决实际问题的能力；④工作量的大小；⑤取得的主要成果及创新点；⑥写作的规范程度；⑦总体评价及建议成绩；⑧存在问题；⑨是否同意答辩等）：成绩：评阅教师签字：年月日

中国矿业大学毕业论文答辩及综合成绩答辩情况提出问题回答问题答辩委员会评语及建议成绩：答辩委员会主任签字：年月日学院领导小组综合评定成绩：学院领导小组负责人：年月日

摘要一般部分为淮北矿业集团袁店一矿1.8Mt/a新井设计。袁店一矿东西长约5.7~15.2km，南北宽1.5~3.3km，井田面积约31.73km2。主采煤层为10煤，煤层倾角为5°～15°，平均约10°，属于缓倾斜煤层，煤层平均厚度为5.6m。井田工业储量为228.51Mt，矿井可采储量159.55Mt。矿井服务年限为63.3a，第一水平服务年限29.05a。矿井正常涌水量为392m3/h，最大涌水量为584m3/h。矿井最大相对瓦斯涌出量11.49m3/t，属于高瓦斯矿井。井田开拓方式为立井两水平直接延深岩石大巷开拓，井田采用采、带区式布置方式，共划分为七个采区，两个带区，轨道大巷、胶带机大巷和回风大巷皆为岩石大巷，布置在10#煤层底板岩层中。首采区东二采区采用了采区准备方式，共划分6个回采工作面，并进行了通风、运煤、运料、排水、排矸、供电系统设计。针对10201工作面进行了采煤工艺设计。该工作面煤层平均厚度为5.6m，平均倾角8°。矿井年工作日为276d，工作制度为“四六”制，工作面采用长壁综采一次采全高采煤法。采用双滚筒采煤机割煤，往返一次割两刀。截深0.8m，每天六个循环，循环进尺4.8m。大巷采用胶带输送机运煤，辅助运输采用电机车牵引固定矿车运料。矿井通风方式前期为中央并列式，后期为中央分列式通风。主井采用两套带平衡锤的16t箕斗提煤，副井采用一对1.0t矿车双层四车窄罐笼和一个带平衡锤的1.0t矿车双层四车宽罐笼运料和升降人员。专题部分题目是煤矿深部软岩巷道支护技术研究。翻译部分主要内容是希腊深部褐煤矿山边坡失稳的机理与运动学分析，其英文题目为：RimSlopesFailureMechanismandKinematicsintheGreekDeepLigniteMines。关键词：袁店一矿；立井开拓；采区布置；软岩巷道；锚注支护技术；边坡失稳

ABSTRACTThegeneralpartisanewdesignforYuanDianmine.Thelengthoftheminefieldisabout5.7~15.2km,northandsouthwide1.5~3.3km,fieldwithanareaofabout31.73km2.The10#isthemaincoalseam.Thedipangleofthecoalis5~15degreeandtheaverageoneis10degree.Theaveragethicknessofthecoalis5.6min10#.Theprovedrecoverablereservesoftheminefieldare228.51milliontons,andtheminablereservesare159.55milliontons.Thedesignedproductivecapacityis1.8milliontonsperyear,andtheservicelifeofthemineis63.3years.Thenormalflowofthemineis392m3perhourandthemaxflowofthemineis584m3perhour.Therelativeminegasgushis11.49m3/t.Itisahighgasmine.Themineisadoubleleveldirectextendingdepthandconcentrationrockroadwaytodevelopandfullstrippreparation,whichdividedintosevenworkingareasandtwobandts,andtrackroadway,beltconveyorroadwayandreturnairwayareallrockroadways,arrangedinthefloorrockof10#coalseam.ThedesignappliesstrippreparationagainstthefirstbandofEastTwowhichdividedinto6stirpstotally,andconductedcoalconveyance,ventilation,gangueconveyanceandelectricitydesigning.Thedesignconductedcoalminingtechnologydesignagainstthe10201face.Thecoalseamaveragethicknessofthisworkingfaceis5.6mandtheaveragedipis8°.The“four-six”workingsystemisusedinthemine.Itproducesfor276daysayear.Theworkingfaceappliesfullymechanizedlongwallfull-heightcoalcavingmethod,andusesdoubledrumshearercuttingcoalwhichcutstwiceeachworkingcycle.Thedepth-webis0.8mwithsixworkingcyclesperday,andtheadvanceofaworkingcycleis4.8m.ThecentrallanewayusesBeltConveyortotransitcoal,andtrolleywagonsareusedforaccessorialtransportationintheroadway.Theventilationmodeofthismineisearlierstagewhichusingcenterjuxtaposeformandlaterstagewhichusingboundaryjuxtaposeform.Themainshaftusesdouble16tskipstoliftcoalwithabalancehammerandtheauxiliaryshaftusesatwinsnarrow1.0tfour-cardouble-deckcageandawide1.0tfour-cardouble-deckcagetoliftmaterialandpersonneltransportation.Thetopicofspecialsubjectpartsisthedeepcoalminesoftrocktunnelsupportingtechnologyresearch.TranslationpartisabouttheRimSlopesFailureMechanismandKinematics.ItsEnglishtitleis“RimSlopesFailureMechanismandKinematicsintheGreekDeepLigniteMines”.Keywords：Yuandiancoalmine;Verticalshaftdevelopment;Panellayout;Softrocktunnel;Anchorgroutingsupporttechnology;Rimslopesfailure目录一般部分TOC\o"1-3"\h\u1矿区概况及井田地质特征 页 英文原文RimSlopesFailureMechanismandKinematicsintheGreekDeepLigniteMinesMariosLeonardosPublicPowerCorporation,MinesPlanning&PerformanceDepartment,Athens,Greece
M.Leonardos@.grAbstract：ThispaperpresentsthestudiesandthefindingsofvariouscasesencounteredduringthedevelopmentofslopefailuresdetectionmethodsattheLigniteminesofPtolemaisandMegalopolis,Greece.Thetypeoffailureisacompoundoneconsistingofanearlyhorizontalsurfaceandacurvedoneattheback.Themostimportantfactorforthestabilityistheshearstrengthavailableintheplanarpartofthefailuresurface,whichshowsthataprogressivefailureistakingplace.Theinvestigationsrevealedthatthedevelopmentofafailuresurfacewasfromthetoetothecrestandthereforeimpendingslopefailurescanbedetectedandanalysedlongbeforeanycrackformationattheslopecrestbecomesvisible.Inaddition,therearesimpletoolsforfailuremonitoringthatcanbeeasilyincorporatedintheminingactivities.Thedisplacementvelocityofafailurefollowsanexponentiallowwithdifferentparametersdependingonfailurecondition.Keywords:Lignitemines,slopestability,progressivefailure,slopekinematics.1IntroductionLigniteisanessentialcomponentoftheGreekenergypolicy,asthelignite’sshareinpowergenerationwas45%intheyear2013withinstalledpowerplantcapacityof4.8GW.Thetotalligniteproductionforthesameyearwas52.5Mtcorrespondingto315Mm3ofexcavations(downfromthepastpeakfiguresof72Mtand370Mm3).Theligniteisminedandtransportedbybucket-wheelexcavators(BWE),spreaders,trippercarsandconveyorbelts.Toachievethisproduction,newdeeperpitsstartedoperationinthelastdecades.Themaximumpitdepthincreasedfrom70min1980to170min2000,240min2010anditisexpectedtoreach300mby2030.Thisdepthincrease,combinedwiththenon-flexibleminingmethodsapplied,createdpressuretothegeomechanicalengineersinvolvedintheseminingactivities.Theyhadtodevelopmethodsforanearlydetectionofslopefailures,asminepitdesignmodificationswerenoteasytoimplementinashortperiodoftime.Besides,thestabilizationmeasureshadtofittominingmachinescapabilitiesandavailablepersonnelskillswiththeminimumproductiondisturbanceandproductioncostincrease.ThispaperpresentsthestudiesandthefindingsofvariouscasesencounteredduringthedevelopmentofslopefailuresdetectionmethodsattheLigniteminesofPtolemaisandMegalopolis.ThesedimentsofthePtolemaisbasin,wherethemainlignitedepositsarelocated,belongtoNeogene(Pliocene)andarecoveredbythoseofQuaternary(PleistoceneandRecent).AtypicalstratigraphiccolumnisgiveninFig.1(Anastopoulosetal.1972).Fig.1Typicalstratigraphiccolumn2TypeofSlopeFailuresInthepast,themostcommonamongthefailuretypesanticipatedforthelignitepitsrimslopesinGreecehavebeentherotationalslips,eithercircularornon-circular.Numerousstabilityassessmentsforlignitemineslopeswerebasedonrotationalslips.Someoftheseslopes,withahighcalculatedsafetyfactor,failedevenincaseswithexcellentsampling,laboratoryworkandstabilitycalculations.Thistraditionofusingcircularfailuresurfaceforligniteminesisstillactive(Singhatal.,2011).Theseincidentshavebeenexaminedandthefollowingcharacteristicshavebeenfoundcommoninallfailures:·Thefailuresoccurredatthetimeofthelowestligniterecovery·Thelowerandcentralpartoftheslopemovedasablocktowardstheexcavationvoid,paralleltothelignitefootwall.Thisblockhadtheshapeofatruncatedconeanditwasslightlydisturbedbyfewcracks.
·Thesurface,leftattheslopeaftertheslip,wasacurvedonewithahigh
inclinationinthecrestarea.
·Adeeptrenchwithcrushedmaterialwasformedbetweenthefrontblockand
thecurvedsurfaceoftheintactslope.ThefailuremechanismcanbefurtherunderstoodbyexaminingthephotoinFig.2,whichcoverspartoftheslopeshowninFig.3.Inthiscase,theslopemovedduetothefailureabout8mbeforethesuccessfulapplicationofstabilisationmeasures.Afterwards,abucketwheelexcavatorremovedmaterialuptoadepthof30mfromthesurface(totalslopeheight80m),creatinganicecutthatdepictedawelldevelopedbutnotcollapsedfailure.Thephotoshowsthecurvedslipsurface(B)formedinthisarea.RegionAistheintactmaterialwiththestratadippingtothepitwhileinregionCtheinclinationhadreversedduetotherotationoftheupperpartofthefailure.Furthertotheright,thephotoshowsthegradualrecoveryofstratainclination,fromthereversedcondition(C)and(D)tonormal(E).AsthestratainclinationdidnotchangefromregionEuptotheslopetoe,itisreasonabletoassumethatthispartoftheslopemovedasablockonacertainlayer.
Ascanbeseen,thetypeofthisfailureisnotcircular,assuggestedbythecomputationalmodels,butacompoundoneconsistingofanearlyhorizontalsurfaceandacurvedone(seeFig.3).Fig.2Acutthroughafailure.(A):Theintactmaterial.(B):Thecurvedslipsurface.(C):Stratainclinationhadreversedduetotherotationoftheupperpartofthefailure.Furthertoteright,thegradualrecoveryofstratainclination,fromthereversedcondition(C)and(D)tonormal(E)Theanswertothequestionofthefailuretypeisnotonlyofscientificsignificancebutithaspracticalimplicationsconcerningthesuitabilityandtheeffectivenessofthestabilizingmeasurestobetakenandalsotheproperinterpretationoftheslopemonitoringdata.Therefore,itwasdecidedtoproceedwithfurtherinvestigationsusinggeomechanicalinstruments,mainlyinclinometers.Theinclinometermeasurementsprovedthecompoundtypeofthefailures.Fromourstudiesandinvestigations,itwasfoundthatcompoundfailurescandevelopinslopeswithlowinclination.Inasuchacasea140mhighslopewithinclination1:5(V:H),startedtosliponaclaylayerjustbelowthelowestligniteseam.Thereasonforsuchabehaviouristhatacompoundfailureisnotaffectedsomuchbytheslopeinclinationasinacircularone.Themostimportantfactorforthestabilityinacompoundslipistheshearstrengthavailableintheplanarsubhorizontalpartofthefailuresurface.Thesafetyfactorforthecompoundslipcanbelowerthanforthecircularslip.Inotherwords,inthecaseofamultilayerslopewithonelayeroflowershearstrengthcomparedtotheotherlayers,themostprobablefailuretypeisthecompoundonewiththeplanarpartoftheslippassingthroughthelowstrengthlayer.ThistheoreticalconclusionisinagreementwiththeobservationsdescribedabovefortherimslopesfailureintheGreekdeeplignitemines,wheremorethanonehundredlayerscanbeidentified.Fig.3Schematiccrosssectionoftheslope,wherethephotoofFig.2wastaken3ShearStrengthandStabilityCalculationsBackanalysisoffailuresintheligniteminesrevealedverylowshearstrength(6-11deg)inclayeylayers,wheretheplanarpartofthecompoundslipwaspassingthrough.Theselowvalueswereassociatedwithverylargedisplacementsand,therefore,theywereconsideredtorepresentresidualstrength.Asexpected,thesevalueswherenotablylowerfromthoseobtainedinconventionaltriaxialtesting.Directsheartests,conventionalandinprecutsamples,producedbetterbutnottotallyacceptableresults.Asthistestsuffersfromseveraldisadvantages,theringshearapparatuswasimplementedafterwards.Theresultsthathavebeenproducedfromslowshearing,usingthistestingtechnique(Bromheadringshearapparatus),wereingoodaccordwiththefiguresfrombackanalysis.Astheresultsfromthistesthadbeenusedinstabilitycalculationswithnotablesuccessinslopebehaviourprediction,theringshearbecamethemainapparatusforsheartesting.Althoughshearboxtestingisstillinuseforligniteslopestabilityestimation(Uraletal.,2004,Kayabasietal.,2012),inGreeceitisnotusedanymore.Theuseofresidualstrengthinstabilityanalysisimpliesthataprogressivefailureistakingplace.Asthematerialsintheligniteminesareoverconsolidated,theprogressivefailureisattributedtotheinitialstressconditions(differentialsoilstratarelaxationduringthestepped,benchbybench,excavationprocess).Thesamecanhappenduringadumpconstruction,whenasoftclayispresentathedumpbase(seeFig.4).Fig.4Progressivefailureinaplasticclaylayeratthedumpbase
Theconditionofprogressivefailuredoesnotsatisfytherequirementsofthelimitequilibriumconceptthatisextensivelyusedintheconventionalstabilityanalysisofslopesbecauseacontinuousslipsurface,alongwhichthesoilbehavesasarigidbody,doesnotexist.Numericalandothermethodshavebeenusedforprogressivefailureanalysis(Tutluogluetal.,2011).Althoughsuchcomplextechniquesarebasedonmorerigorousanalysis,accordingtotheauthor’sexperience,thesimplemethodsbasedonthelimitequilibriumanalysiscanbeusedwithconfidenceforsafetyfactorcalculation.Thesimplicitycombinedwiththeaverredpredictionaccuracyareveryimportantespeciallywhenconsideringthenumberofsectionstobeexaminedwiththealternativestabilisationmeasures.Thelimitationsandtheaccuracyofamethodmustbetakenintoaccount,butthemostcriticalparametersarethetypefailure,thepredictionofthelayer,thataccommodatestheplanarpartofthefailure,andthecorrespondingshearstrength.4DirectionofFailureSurfaceDevelopmentInmostcases,theminingpersonnelconsidertheformationofacrack,closetotheslopecrest,asthefirstsignofanimpendingslip.Eveninmostgeo-mechanicaltextbooks,itisnotclearwhereaslopefailurestartsfrom.Itisimpliedthatthedevelopmentofthefailuresurfacestartsfromthetensioncrackintheslopecrestwithgradualpropagationtowardstheslopetoearea.Theinvestigationofthefailuretypedescribedearlier,revealedthatthedevelopmentofafailuresurfacefromthecresttothetoewasnotthecasefortherimslopesofthelignitemines.Onthecontrary,itwasfoundthatthedirectionwastheopposite,fromthetoetothecrest.ThecaseisfurtherexplainedfromthemeasurementsofinclinometerNo16showninFig.5.Thisinclinometerwasinstalledinthemiddleofa120mhighslope,wellbeforeanydisplacementtookplace.Theexcavatormineda20mhighbenchinthefrontoftheinclinometerduringtheperiodJune-July,leavinganother23mtothelignitefloor.Atthattime,afailuresurfacestartedatthedepthof92mfromthecasingtop,whichcoincidedwiththelignitefloor.Fromthenonwards,thedisplacementatthefailuresurfacehadaconstantvelocityofabout12mm/month,afigurewhichhasbeenalsoconfirmedbysurveyingmethods.Thetopoftheslopewascleanedbydozersforbettercrackdetection.Aftercarefulandregularinspectionofthearea,thefirstthincrackwasdetectedinJuneofnextyear,tenmonthsafterthefirstdisplacementhastakenplaceintheinclinometer.Thisearlyappearanceofdisplacementsininclinometerswasconfirmedafterwards,inotherslopeswithdifferentheightsandgeology.TheabovemodeloffailuresurfacedevelopmentissimilartothemodelproposedbyFleming&Johnson(1989)fortranslationallandslides.Theobservationspresentedearlier,suggestedthattheslippingattheplanarsurfacecausesanincreaseinthetensilestressesinthemassesabove,turningthefailuresurfacetiptowardstheslopecrest.Muller&Martel(2000)cameupwiththesameconclusionanalysingtranslationallandslidesbynumericalmethods.Theyalsoanticipatedthattheirconclusionsapplyalsotocompoundslidesexploitingpre-existingplanesofweakness.Therelevantfindingsintheligniteminesstronglysupportthisclaim.Fig.5Finalslopeprofile,whereinclinometer16wasinstalled5SlopeKinematics5.1MonitoringMethodThetypeoffailure,whichiscompoundconsistingofanearlyhorizontalsurfaceandacurvedoneattheback,permitsthepropermonitoringbysimplesurveyingmethods,thatcanbeeasilyincorporatedintheminingactivities.Themostcommonmethodisthedistancemeasurement(usingEDMinstruments)betweenadistant,fixedpointandvarioustarget(reflectors)placedontheslope.Afterwards,threediagramscanbedrawnforeachpointverstime(seeFigure6):Fig.6Typicalcumulativedisplacement,velocityandaccelerationverstimediagramsforafailureuptothepreviousdayoftheslopecollapse.·cumulativedisplacement(mm),
·displacementrate(velocity,mm/day)and
·acceleration(mm/day2)
Whilethecumulativedisplacementgivesagoodindication,theaccelerationisusefulonlyforthelastdaysbeforeslopecollapse.So,thedisplacementvelocitywasfoundasthebestcriterionforfailureconditionestimation.5.2TimeEstimationofSlopeFailureCollapseAfteranalysisoffiveevents,itwasfoundthat,incasethevelocityissteadilyincreasingabovethelevelof20mm/day,theslopefailurecollapseisexpectedtooccur6to12daysafterthevelocityexceededthelevelof20mm/day.Mostoftheslopescollapsedhoursafterreachingthevelocityofabout100mm/daybutother«survived»undervelocitiesupto600mm/daywithoutseveredamage.Thisdifferenceinslopebehaviourisattributedtothevariationoftheresidualshearstrengthofthefailuresurfaceclayswiththerateofdisplacement(Tikaetal.1996).Thereareclayswhichexhibitareductionoftheresidualshearstrengthforshearingratesabove100mm/day.Furthermore,thedisplacementvelocitycanbeusedasaguideforstabilizationmeasurestimingandimprovementsinsafetyenvironment.Statisticaltreatmentofthemeasurementsshowsthattheslopevelocity,forthelast15-20daysbeforeslopecollapse,complieswiththefollowingexponentiallow:(1)WhereV:
Slopevelocityinmm/daya,b,c:Parameterst:TimeindaysTheparameterarepresentsavelocitylevel,aboveitacceleratingmovementsareexpected(«afailureonsetpoint»).Parameterbhasnophysicalmeaninganditsvaluedependsonlyonthetimemeasuringstartingpoint.Parametercisrelatedtotheacceleration,thelowerthevaluethesteeperthevelocitycurveafterthefailureonsetpoint.ThevaluesforaandcparametersaregiveninTableI.Asthecasesanalysedarefromdifferentpits,thenoticeablesmallvaluesspreadcanbeattributedtothecommonfailuremechanism.5.3RetrogressiveFailuresNotalltheslopemovements,evenwithhighvelocity,indicateanimpendingcollapse.Inmanycases,wheretheslopeafterabenchexcavationhasasufficientsafetyfactor,theslopevelocity,afterapeak,returnstoalowvalue.Theseretrogressivefailuresexhibittwophases:a.Accelerationphase(thevelocityincreases),attributedtothefastloweringofthesafetyfactorcausedusuallybythepitdeepeninginthefrontofthefailureorbythewaterlevelriseinthefailurecracksduringheavyrainfalls.
b.Decelerationphase(thevelocitydecreases),whichfollowsthewithdrawalofthedisplacementcause.
TheretrogressivefailuresfollowthesameexponentiallowandthevaluesforaandcparametersarealsogiveninTableI.Table1ValuesofparametersaandcandnumberofcasesanalysedParameterFailuretocollapseRetrogressivefailuresAccelerationphaseDecelerationphasea22±3.04±0.77±4.7c2.44±0.291.87±0.80-3.03±1.66Cases545ThevaluespresentedinTableIrevealsomeinterestingpoints:·Theaccelerationphaseofaretrogressivefailurestartatsignificantlowervelocitycomparedtothefailure(collapse)onsetpoint.
·Thedecelerationphaseturnsoutwithahighervelocitythanatthestartingpointofaretrogressivefailureaccelerationphase.Thisshowsthedetrimentaleffectofthemovementstoslopecondition.
·Theaccelerationphaseofaretrogressivefailureisfasterthanthedecelerationphase.Someotherinterestingobservationdataconcerningtheslopefailurekinematicsarethefollowing:
Totaldisplacementuptocrackformationattheslopecrest:200-300mmMinimumtotaldisplacementuptoslopecollapse:700mmMaximumtotaldisplacementwithoutslopecollapse:9000mmMaximumvelocityforaretrogressivefailure:205mm/day6PracticalImplicationsTheabovefindingscanbeeasilyexploitedforpracticalpurposessuchasfortheearlyfailuredetection,designofstabilisationmeasures,slopemonitoringetc.Thefirststepistotakeadvantageoftheearlyformationoftheplanarpartofthefailuresurface.Thisisaccomplishedbyconstructingatleasttwoinclinometerspersectiontobechecked,when30-50%ofthetotalslopeheighthasbeenexcavated.Inthecaseofafailuresurfaceatthelignitefloor,thismethodgivesaclearpicturemonths,orevenayear,beforethecrackformationattheslopecrest.Inthecaseofacompoundslip,controllingthestabilitybymodificationoftheslopeinclinationislesseffectivethaninthecaseofacircularslip.Slopeflattening,wherecompoundslipsoccur,itisnotthebestmeasuretotakeconsideringeffectivenessandmoneytobespentorincometobelost.Unfortunately,therearecaseswhereslopeinclinationistheonlyparameterwhichcanbechangedinordertoimprovestability.Someofthefailuresdevelopedintherimslopesofthedeepligniteminesaredeliberatelylefttocollapsebecausestabilisationisnotfeasible,eithertechnicallyoreconomically.Thetimeestimationofamineslopefailurecollapsecanbeusedtomaximizetheoperationofthemineinthefailureareawithoutdecreasingthesafetylevel.Theslopekinematicstogetherwiththeproperstabilitycalculationscanbeusedtodistinguishafailurebeinginthecollapseorretrogressivestage.Whenmininginthefrontofaretrogressivefailure,theslopemaximumdisplacementvelocitymustbedeterminedtoavoidthetransitionfromretrogressivetoprogressivefailure.Miningissuspendedwhenthevelocityexceedsthislevel.Themodellingoftheretrogressivefailurecanbeusedforoptimizationofmining/suspensionperiods.Itcanbeprovedthatkeepingthismaximumdisplacementvelocitytoalowerlevel,moretimeisgiventoexcavatorstomineinthefrontofthefailure.7ConclusionsMiners,throughouttheminingindustry,recognizesomesignsofgeomechanicalphenomenaasprecursorsofimpendingrockorsoilmassfailureandcollapse.Insurfacemining,itisthecrackformation,whileforundergroundminingitistheconvergenceoftheexcavation.Everyexperiencedminerwouldagreewiththefollowingstatements:·Slopefailuresdonotoccurspontaneouslyand·Aslopefailuredoesnotoccurwithoutwarning.Thispapergoesastepfurtherfortherimslopesofthedeeplignitepits:Impendingslopefailurescanbedetectedandanalysedlongbeforeanycrackformationattheslopecrestbecomesvisible.Inaddition,therearesimpletoolsforfailuremonitoring,makingthepersonalopinionandguessworkworthless.Itisveryimportantthattheminingpeopleskillscovertherequirementsofaslopemonitoringsystem,thusthenewtaskcanbeeasilyincorporatedinmining.Obviously,thefirstbenefitfromtheearlyfailuredetectionandtheslopemonitoringisanimprovedsafetyenvironment.Thesecondisthedeeperunderstandingandbettercontroloftheslopestabilityinthemine.Thelatterisoftenmaterializedwiththeapplicationofsteeperfinalslopeswithoutdecreasingthesafetylevel.Bothbenefitshaveapositiveeffectinthemineeconomics,thusthemoneypaidforanimprovedslopestabilitycanbeconsideredasgoodinvestment.Acknowledgement.TheauthorisgracefultoPublicPowerCorporation,Greeceforthepermissiontopublishdatafrominternalreports.However,PublicPowerCorporationdoesnotnecessarilyendorsetheviewspresentedinthispaper.References1.Anastopoulos,J.C.,Koukouzas,C.N.:EconomicGeologyoftheSouthernpartPtolemaislignitebasin(Macedonia-Greece)InstituteofGeologyandMineralExploration,Athens,pp.101–136(1972)2.Fleming,R.W.,Johnson,A.M.:StructuresAssociatedwithStrike-slip;FaultsthatBoundLandslideElements.Eng.Geol.27,39–114(1989)3.Kayabasi,A.,Gokceoglu,C.:Coalminingunderdifficultgeologicalconditions:TheCanligniteopenpit(Canakkale,Turkey).EngineeringGeology135-136,66–82(2012)4.Leonardos,M.,Terezopoulos,N.:Timeestimationofslopefailurecollapseintherimslopesofthedeeplignitemines.MineralWealth,124,7–18(2002)(inGreek)5.Muller,J.R.,Martel,S.J.:NumericalModelsofTranslationalLandslideRuptureSurfaceGrowth.PureAppl.Geophys.157,1009–1038(2000)6.Singh,R.N.,Pathan,A.G.,Reddish,D.D.J.,Atkins,A.S.:GeotechnicalAppraisaloftheTharOpenCutMiningProject.In:11thUndergroundCoalOperators’Conference,UniversityofWollongong&theAustralasianInstituteofMiningandMetallurgy,pp.105–114(2011)7.Tika,T.E.,Vaughan,P.R.,Lemos,L.J.:Fastshearingofpre-existingshearzonesinsoil.Geotechnique46(2),197–233(1996)8.Tutluoglu,L.,Oge,I.F.,Karpuz,C.:Twoandthreedimensionalanalysisofaslopefailureinalignitemine.Computers&Geosciences37,232–240(2011)9.Ural,S.,Yuksel,F.:Geotechnicalcharacterizationoflignite-bearinghorizonsintheAfsin–Elbistanlignitebasin.SETurkey,EngineeringGeology75,129–146(2004)中文译文希腊深部褐煤矿山边坡失稳的机理与运动学分析马里奥莱昂纳多公共电力公司，矿山规划部门雅典，希腊M.Leonardos@.gr摘要：本文介绍了对于在希腊的托勒密和都市圈的褐煤矿山研究边坡失稳探测方法的过程中遇到的各种情况的研究及研究成果。这种边坡失稳的类型是一种复合型失稳，它由一个近水平面和背部的曲面组成。于稳定性而对言，表面平面