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首页 高地应力下岩石卸载破坏机理及其应用分析

高地应力下岩石卸载破坏机理及其应用分析.docx

高地应力下岩石卸载破坏机理及其应用分析

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2019-02-04 0人阅读 举报 0 0 暂无简介

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山东火学博士学位论文摘要岩体的变形破坏与其所受荷载状态和赋存环境密切相关加、卸载均能引起岩体的变形和破坏应力路径不同导致岩体的变形和破坏过程也不同。基础工程开挖时为卸载建筑物建成后转为加荷边坡工程主要为卸载地下工程中二次应力场中切向应力为加载径向应力为卸载。开展岩体卸载破坏机理的研究不但对于揭示卸载岩体的力学行为及其破坏的力学机理、完善和发展岩体力学理论、研究人类工程活动诱发的地质灾害机理等方面均具十分重要的理论意义而且对于岩体工程实践也具有重大的经济效益和很高的实用价值。十多年来随着岩石力学的深入发展以及工程建设的需要岩石卸载试验的研究己在一定程度上得到了开展在卸载岩石的变形破裂特征强度与应力路径的关系等方面取得了一些成果为岩体在卸载状态下的变形破裂性质的研究提供了基础。本文以锦屏水电站的大理岩为主要研究对象在大量试验的基础上主要进行了以下几方面的研究工作:()在MTS电液压伺服控制刚性试验机上对大理岩进行了单轴压缩试验二不同围压下常规三轴试验和峰前、峰后卸围压试验得到大理岩在不同的试验方式下表现出不同的强度特性和变形特性主要表现为:无论是加载还是卸载围压对岩样的轴向承载力都有较大影响无论是峰前还是峰后卸围压岩样都表现出脆性破坏的特征破坏时试样的侧向应变约为轴向应变的两倍而常规三轴试验试样破坏时侧向应变与轴向应变大致相等与常规三轴试验相比卸围压更容易导致岩石发生破裂其破坏程度也更为强烈而岩样破坏表现出的脆性峰前卸围压比峰后卸围压又更为强烈。为建立大理岩的卸载屈服准则和弹塑性损伤本构模型提供了必要的试验资料。()根据试验数据分别作出了常规三轴试验、峰前和峰后卸围压试验的莫尔强度包络线并用进行拟和。在卸围压试验的基础上提出了幂函数型莫尔强度准则并与双参数型莫尔强度准则和抛物型莫尔强度准则作了对比分析得出幂函数型莫尔强度包线与试验得到的莫尔圆能较好地相切。作出了幂函数型莫尔强度准则在"平面上的破坏曲线。山东大学博士学位论文()从孔隙度的基本概念出发定义了材料的损伤变量以幂函数型莫尔.一●●强度准则为屈服条件采用相关联流动法则建立了大理岩卸载破坏的弹塑性损伤本构模型并将模型编制成用户子程序以实现与ABAQUS的连接。()基于大型通用有限元软件ABAQUS提供的用户自定义材料子程序接口(UMAT)通过二次开发在ABAQUS/standard模块中实现了本文建立的大理岩卸载.卸荷岩体的变形破裂特征J】.岩石力学与工程学报..【】陈忠辉林忠明谢和平王红卫.三维应力状态下岩石损伤破坏的卸荷效应J】.煤炭学报.l.【】张黎明王在泉宋全锋贺俊征.粉砂岩卸荷破坏全过程的试验研究J】.山东大学博士学位论文岩石力学与工程学报.(增)A.张黎明王在泉贺俊征任禀洁.卸荷条件下岩爆机理的试验研究J】.岩石力学与工程学报.(增)A~.【】郑颖人沈珠江龚晓南.岩土塑性力学原理【M】.中国建筑工业出版社..【】孙钧.地下结构有限元法解析【M】.同济大学出版社..【】邓钦李建林张志刚.卸荷岩体力学的研究与发展【J】.黑龙江水专学报.~.【】MatsuoksH.StressstrainrelationshipsofsandsbasedonthemobilizedplaneJ.SoilsandFoundation.().【】MatsuoksH.Onthesignifiganeeofthe“spatialmobilizedplane”.SoilsandFoundation.().【】沈珠江.AstressstrainmodelforsandsundercomplexloadingJ.AdvancesinConstitutivelawsforEngineeringMaterial..【】沈珠江.几种屈服函数的比较【J】.岩土力学.~.】郑颖人高红.岩土材料基本力学特性与屈服准则体系【J】.建筑科学与工程学报.~.【】昝月稳.岩石非线性统一强度理论及其在岩体工程中应用.博士学位论文..】戴永浩.非饱和板岩细观试验与本构模型研究.博士学位论文..山东大学博士学位论文致谢四年光阴转瞬即逝入学时的情景仿佛就在昨天。漫长而又短暂的四年中本人能既在山东大学岩土所又在中科院武汉岩土所与各位老师和同学一起学习真的感到万分荣幸。在论文工作即将完成之际谨向给予我悉心指导和无微不至关怀的所有老师和同学致以最诚挚的感谢和敬意!感谢我的导师陈卫忠教授。陈老师学识渊博工作忘我处事豁达开朗。学习中对我们严格要求耐心教导循循善诱陈老师经常教导我们“做学问要实事求是不能弄虚作假’’生活中对我们关怀无微不至我们生活上有困难找陈老师心里有想不通的事情也找陈老师陈老师总会帮扶我们渡过每一道沟坎。陈老师这种踏实、严谨、勤奋的工作精神和豁达、宽容、大度的人生态度将是学生一生学习的榜样和一生受用的财富。对我们来讲陈老师是良师是益友亦是兄长。感谢朱维申教授朱老师为科学而奋斗终生的工作精神深深地感染着我们是我们每一个人学习的动力感谢四年来朱老师对我的关心。感谢李术才教授、张强勇教授以及山东大学岩土与结构研究中心的其他老师对我的关心和帮助。感谢山东大学岩土与结构研究中心的杨为民博士、李晓静博士、林春金硕士、王汉鹏博士、丁万涛博士、吕国仁博士、李景龙博士、王刚博士感谢他们对我的帮助。感谢中科院武汉岩土所的杨建平博士和伍国军博士在数值模拟的程序实现和建模方面给我的鼎力帮助和有益探讨。感谢岩土所的谭贤君博士、王者超博士、戴永浩博士、易小明博士、于洪丹博士、黄晓兰博士和张传庆博士给我的帮助。感谢我的家人这么多年求学道路上给我的支持和关爱感谢我的丈夫对我学业的理解和支持感谢我刚满周岁的儿子奇奇带给我的快乐和动力。在此搁笔之际千言万语都无法表达我内心的万千思绪就让它化作一声感谢一句祝福送给所有关心我支持我的老师、同学、朋友和家人!山东大学博士学位论文博士期间发表论文.第一作者引水隧洞膨胀性围岩的稳定性分析.岩土力学(增刊)().(EI收录).第一作者二道垭隧道开挖与支护的数值模拟分析.山东大学学报().(核心).第二作者重力坝变形统计回归分析模型及工程应用.人民黄河().(核心).第三作者基于连续介质模型的隧道衬砌结构可靠性研究.岩土力学(增刊)。().(EI收录).第一作者两郧断裂带十漫高速公路隧道围岩稳定性研究.哈尔滨工业大学学报(已录用待发EI源刊).第一作者脆性岩石卸围压强度特性试验研究.岩土力学(已录用待发EI源刊).第一作者幂函数型莫尔强度准则.(投稿中)博士期间参与的研究项目.国家自然科学基金重点项目:西部高地应力结构性流变岩体的破坏机理及锚固可靠性研究(NO.).主要参与..国家自然科学基金:深埋长大引水隧洞和洞室群安全与预测(NO.).主要参与..山东省科技厅项目.黄河下游冲积粉土地质特性及地震液化研究.排名第四.lOExperimentalResearchontheStrengthCharacteristicofBrittleRockUnloadingConfiningLiuDou.douLChenWei.zhong¨YangJian.pin(.GeotechnicalandStructuralEngineeringResearchCenterSchoolofCivilEngineering,ShandongUniversityJinanChina.BusinessAdministrationInstituteShanDongInstituteofFinanceJinanChina:.InstituteofRockandSoilMechanicsChineseAcademyofSciencesWuhanChina)Abstract:nebearingcapacityofrocksampleisdeterminedbymaterialstrengthandconfiningtogether.圮compressionfailureisincreasingaxialstresstothebearingcapacityofrocksampleunloadingconfiningfallureisdecreasingthebearingcapacitytoaxialstressoftherocksample.IncreasingaxialstressandunloadingconfiningallCaninducedrocksampletofailurebutbecauseofdifferentstresspathsthefailureprocessundertwoconditionsisdifferent.TheteStofconventionaltriaxialandprepeakunloadingconfiningandpostpeakunloadingconfiningisdonetOthebaishanmarblewhichiscomefromaccesstunnelinJinpingHydropowerStationlyingonYalongRiver.ThetestCulweandrocksamplefailurecharacteristicshow:rocksampleareallbrittlefailureinprepeakandpostpeakunloadingconfiningtestandthebrittlecharacteristicinprepeaktestismorestrongerthaninpostpeaktest.ThedeformationofrocksampleinloadingandunloadingisincreasingwithprincipalstressdifferencebutdilatancyinunloadingisbiggerthaninloadingundersameprincipalsU'essdifference.Rocksamplefailedasconfiningunloadedtoabout%initialconfininginprepeal(unloadingconfiningandascortfmingunloadedtoabout%initialconfininginpostpeakunloadingconfining.Keywords:propeakunloadingconfiningpostpeakunloadingconfiningunloadingIntroductionResearchonloadingmechanicsismorethanunloadingmechanicsnowathomeandabroadandresearchonrockmasshighslopeexcavationofundergroundareusedconventionalloadingmethodmostly.HoweverloadingandunloadingofrockmassisdifferentstresspathandthemechanicscharacteristicofrockmassiSdiffrentessentially.Withresearchingonrockmechanicsdeeply,thedeformationandfailureofrockmassunderactualstateiSpayattentiontoandtheresearchondeformationandfailureofrockunloadinghasgotmoreachievement.Basedontherockmass’SstabilityofJinpinghydropowerstation’Sdiversiontunnelthepropeakunloadingconf'mingtestandpostpeakunloadingtestaxedoneandgotthatmarblehasdifferentstrengthanddeformationcharacterindifferenttestways.Researchedonthestrengthcharacteristicofmarbleunloadingconfining.TestDescription.ExperimentinstrumentsandsamplepreparationTestiSdoneontheMTSSel"VOcontrolrigidtestmachineofChineseAcademyofScienceInstituteofRockandSoilMechanics.lesampleisBaiShanGroupmarblefromJinpinghydropowerstationauxiliarytunneJofYaLongRivet.AccordingtotherequirementsofInternationalSocietyforRockMechanicstosampleandinordertoreduceddiscretenessoftestresult.sampleiSdrilleddenselyinabigrockblock.Thediameterofcylindricalsampleismm.theigIlofsampleiSmm..TbstPlanO巧A型rig.ThetestconditionoftwostresspathsInpracticalengineeringthedeformmionandstrengthofrockisanalyzedbasedonconventionaltriaxialtest.Inordertogetthepeakstrengthofsampleandprovidebasistoplandesignofunloadingconfiningtesttheconventionaltriaxialtestofdifferentconfiningpressure(MPa,MPa,MPa)isdone.Atypeinfigureshowsthestresspath.Prepeal(unloadingconfiningtest:Firstaddconfiningpresstodesiredvalue(MPa,MPa,MPa,MPa)bythespeedof.MPa/ssecondlyaddaxialpresstoace础lvalueofprepeakstrength(closetopeakstrengthbutbeforepeakstrength).Keepingaxialpressconstantandunloadconfiningpressslowly(byspeedof.MPa/s)tosamplefailure.Postpeakunloadingconfiningtest:Firstaddconfiningpresstodesiredvalue(MPa,MPa,MPa,MPa)bythespeedof.MPa/ssecondlyaddaxialpresstoacertainvalueofpostpeakstrength(closetopeal【strengthbutafterpeal【strength).Keepingaxialpressconstantandunloadconfiningpressslowly(byspeedof.MPa/s)tosamplefailure.Btypeinfigureshowsthestresspathofpropeakandpostpeakunloadingconfiningtest.TestResultandAnalysis.Stressstrainrelation∞f.dNJa一皇\ol。。\p冈忙.『e/×MPaconfiningpressure。e/×MPaconfiningpressure∞e/XMPaconfiningpressureFig.DsampleStressstraincurveofconventionaltriaxialcompressiontestFigureshowsthetypicalstressstrainrelationcurveofconventionaltriaxialtestunderOMPa,MPa,MPaconfiningpressure.Itshowsthattheyieldstresspeal(strengthandresidualstrengthofsampleincreasedobviously、析tllconfiningpressandpeal(strengthandresidualstrengthofsampleissensitivetoconfiningpress.Straincorrespondingtopeakstressincreasedwithconfiningpresstoo.Thedeformationcharacteristictrailsformstoplasticityunderhighconf'mingpressfrombrittlenessunderlOWconfiningpress.Asaxialstressratioofpeal【strengthisabout%volumestrainreduceswhensamplegettocompresslimit.AsaxialstressratioofpeakstrengthiSabout%.volumestraintransformStonegativefrompositive.Sampletransformstoexpansionfromcompression.\重‘“。ofo.∥苯...O....£/xMPaconfmingpressure彭誓"...£/X’MPaconfiningpressure∞厶..£/XMPaconfiningpressure\oIo∞一\.er..e/בMPaconfiningpressureFig.DsampleStressstraincurveofprepeakunloadingconfiningpressureFigureshowsthetypicalstressstrainrelationcurveofpre.peakunloadingconfiningpressuretestunderMPa,MPa,MPa,MPaconfiningpressure.Itshowsthatlateralstrainincreasedobviouslywhenatthebeginningofunloadingconfiningpressureandtheincreasingspeedistwotimesofaxialstrain.TlliSisobviouslyexpand.AtthebeginningofunloadingconfiningpressureaxialstrainincreasingspeediSslowly.WhellunloadingtOcertainvalueaxialstrainincreasedfastprincipalstressdifferencealsoreducedfast.Itshowsthatrockentersfailurestage.庐\一、。一£/x之MPaconfiningpressure.e/XMPaconfmingpressure·.£/×MPaconfiningpressure:RIO一∞一∞一’h£\旷L∞.·e/xMPaconfiningpressureFig.DsampleStressstraincurveofpostpeakunloadingconfiningpressureFigureshowsthetypicalstressstrainrelationcurveofpost.peakunloadingconfmingpressuretestunderMPa,MPa,~口a,MPaconfiningpressure.ItshowsthataxialstaincurveismoreclosetohorizontalwhenconfiningpressureiSbiggerunder仃l一盯keepingconstantandbrittlenessislessobviomwhenconfiningpressureisbigger.Beforeunloadingconfiningpressuresamplehaslateralexpansion.Unloadingconfiningpressureinducedlateraiexpansionaccelerating.Itshowsthatthereisobviousfailuresurfaceinsamplethatreleasedinnerenergy.iSiSthereasonthatthebrittlenessislessobviouswithbiggerconfiningpressure..Therelationofmaximumprincipalstressandminimumprincipalstresswhensamplefailuremlbleshowsthataxialstressreducedrapidlywhenunloadingconfiningpressureto.%"'.%(averageis.%)ofinitialconfiningpressure.Samplefailureoccurredinstantlyandhassprayfracturenoise.TIliSshowsthatsamplefailureofprepeakunloadingconfiningpressureisstronglybrittle.Tableshowsthataxialstressreducedwhenunloadingconfiningpressureto.%.%(averageiS.%)ofinitialconfiningpressure.However,comparingtopre.pea:kunloadingconfiningpressureaxialstressreducedslowly.Aftersometimeaxialstressreducedobviously.ThiSshowsthebrittlenessfailurecharacteristicofsampleisleSSobviousthanpre.peakunloadingconfiningpressure.TIliSalsoshowsthatthereisobviousfailuresurfaceinsamplethatreleasedinnerenergy.Tab.TheratioofmaximumprincipalstresstominimumprincipalstressofDsampleofpre。peakunloadingconfiningpressuretestprepeakunloadingconfiningpressuretestpressure吒吼o、|aa(盯o)(MPa)(MPa)(%)...lO胁.........MPa......MPa.........MPa......Tab.TheratioofmaximumprincipalstresstominimumprincipalstressofAsampleofpostpeakunloadingconfiningpressuretestpostpeakunloadingconfiningpressuretestpressure吧吼盯/%(仃o)(MPa)(MPa)(%)...MPa.........M口a.........胁............MPa......ConclusionBecauseofdifferentstresspathsthefailureofsampleunderloadingandunloadingisdifferent.()Confiningpressurehaslargerinfluencetoaxialbearingcapacityofsamplewhetherloadingandunloadingbuttheinfluenceismoresensitivetoprepeal(thantopostpeakunloadingconfiningpressure.()Whenloadingyieldstressandplasticityofsampleincreaseswitllconfiningpressurethedeformationcharacteristictransformstoplasticunderhi曲conf'mingpressurefrombrittleunderlowconfiningpressure.Howeversamplefailureisbrittlewhetherloadingandunloading.()Unioadingmoreintroducedsamplefailurethanconventionaltriaxialtestandfailuredegreeismorestrong.()SamplefailureOCCURSwhenunloadingconfiningpressuretoabout%ofinitialconfiningpressure访prepeakunloadingconfiningpressure.SamplefailureOccurswhenunloadingconfiningpressuretoabout%ofinitialconfiningpressureipostpeakunloadingconfiningpressure.REFERENCES【l】LIYongming,HAoLinshah,WEIShengliZHAIXinxian.ResearchonCoalDeformationandFailureMechanicalParametersinDifferentStressWayofLoadingandUnloadingTest.【J】.CoalTechnology.().【】ZhangLiming,WangZaiquan,SongQuanfeng,HeJunzheng.ExperimentalStudyontheTotalFailureComeofSiltsandUnderUnloadingCondition【J】.ChineseJournalofRockMechanicsandEngineering.(Supplement),A:.【】ZhangLiming,WangZaiquan,HeJunzheng.RenBingjie.StudyontheExperimentofRockBurstUnderUnloadingConditionJ.ChineseJournalofRockMechanicsandEngineering.(Supplement),A:.【DaiGeliaa,LiXinhu.CTRealTimeTestingofMesoFallureMechanismsofRockUnderLoadingandUnloadingConditonsJ.JournalofEngineeringGeology.():.【】ShenJunhuiWangLangsheng,WangQinghaiXuJ吨JiangYongshengSunnaojun.DeformationandFractureFeaturesofUnloadingRockMassJ.ChineseJournalofRockMechanicsandEngineering.():.WangZaiquan,HuaAnzeng.Wang,Qianyuan.RockDefommtionandTdaxialStrengthUnderLoadingandUnloadingConditionsJ.JournalofHohaiUniversity..():~.阴RenJia邮dn,GeXiumn,PuYibin,MaWet,ZhuYuanlin.Pr呻studyofRrealtimeCTTestingofUnloadingDamageEvolutionLawofRock【J】.ChineseJournalofRockMechanicsandEngineering.():.一f】RenJianxin,LuoY'mg.LiuWengang,LiXinhua,.ApplicationofComputerizedTopographyTestingTechnologyonStudyingRockFailureMechanismunderLoadingandUnloading阴.JournalofGlaciologyandGeocryology.,():.RenJianxin,Yanggangshe,GeXitmm.RealtimeCTtestofmesodamageevolutionlawofjointedgraniteonunloadingconfiningpressure川.Journalofamg’anUniversity,,():.【】YouMingqing.HuaAnzeng.TriaxialConfiningDepressureTestRockSample【J.ChineseJoumaiofRockMechanicsandEngineering.():.PowerFunctionMohrStrengthCriterionLiuDoudouL,ChenWei.zhong¨YangJian.pin.(.GeotechnicalandStructuralEngineeringResearchCenterSchoolofCifilEngineering,ShandongUniversityJinanChina.BusinessAdministrationInstituteShanDongInstituteofFinanceJinanChina.InstituteofRockandSoilMechanicsChineseAcademyofSciencesWuhanChina)Abstract:Conventionaltriaxialtestandpropeakandpostpeakunloadingconfiningpressuretestofmarblehavedone.Molarstresscircleunderdifferentconfiningpressureandenvelopearedraw.TheresultindicatethatlinearMolarenvelopecantenvelopestresscirclewell.thatiSMohrCoulombcriteriondescribingmarblestrengthhavebiggererror.InordertothisproblemproposednonlinearMohrstrengthcriterion:powerfunctionMohrstrengthcriteflon,fitthetestdataandcomparedthetheoreticalvalueandtestvalue.DonethefailurecurveofpowerfunetionMohrstrengthcrtedonin万planeandcomparedthefailurecurveofMohrCoulombstrengthcriterion.ItshowsthatpowerfunctionMohrstrengthcriterioncalldeseribemarblestrengthbetter.Keywords:powerfunctionstrengthcriterionMohr:IntroductionRockstrengththeoryisthefoundationalresearchquestionofrockmechanicssincelastcentury.Itisveryimportanttodesignconstructandresearchcalculationofrockengineeringthatputtingforwardrockstrengthcriterionwidelyapplyingtoengineeringpractice.NowMolarCoulombstrengthcriterioniswidelyusedtorockengineering.ButmanyresearcherfoundthatMohrfailurecurveisnotalinebutacurveinplentyofconventionaltriaxialtest.SomodifiedMohrCoulombstrengthcriterionswereputforward.InthatcriterionsparabolicandhyperbolicMohrCoulombstrengthfailureCHIVeistherespective.ZhaoPengnianresearchedparabolicMohrCoulombstrengthcriterioninitisexpressed仃=口f()hyperbolicMohrCoulombstrengthcriterionexpressionis=l(cr盯悟卜圳足()BasedonNationalNaturalScienceFoundationproject“theFailureMechanismandAnchorReliabilityResearchofStructuralRheologyRockMassinWestHighGeostressRegions’andbasedonJingpinghydropowerstationengineeringandlaboratorytest,rockmassstrengthcriterionswereresearchedananalyzed.PowerfunctionmohrstrengthcriterionunderunloadingconditiORSisputforwardinthispaper.Itwillprovideimportantsupportstodesignandconstructofgreatwaterconservancyandhydropowerengineeringinwestregions.TestResultandDescription.ExperimentinstTⅥmentsandsamplepreparationTestiSdoneontheMTSservocontrolrigidtestmachineofChineseAcademyofScienceInstituteofRockandSoilMechanics.ThesampleisBaiShanGroupmarblefromJinpinghydropowerstationauxiliarytunnelofY也ongRiver.AccordingtotherequirementsofInternationalSocietyforRockMechanicstosampleandinordertoreduceddiscretenessoftestresultsampleiSdrilleddenselyinabigrockblock.ThediameterofcylindricalsampleiSmmtheigllofsampleiSlOOmm..。I.estPlanInpracticalengineeringthedeformmionandstrengthofrockisanalyzedbasedonconventionaltfiaxialtest.Inordertogetthepeal【strengthofsampleandprovidebasistoplandesignofunloadingconfiningtesttheconventionaltriaxialtestofdifferentconfiningpressure(MPa,MPa,MPa)isdone.Prepeal(unloadingconfiningtest:Firstaddconfiningpresstodesiredvalue(MPa,MPa,MPa,MPa)bythespeedofO.MPa/ssecondlyaddaxialpresstoacertainvalueofprepeal【strength(closetopeakstrengthbutbeforepeal【strength).Keepingaxialpressconstantandunloadconfiningpressslowly(byspeedof.MPa/s)tosamplefailure.Postpeakunloadingconfiningtest:Firstaddconfiningpresstodesiredvalue(MPa,MPa,MPa,MPa)bythespeedof.MPa/ssecondlyaddaxialpresstoacertainvalueofpostpeakstrength(closetopeakstrengthbutafterpeal(strength).Keepingaxialpressconstantandunloadconfiningpressslowly(byspeedof.MPa/s)tosamplefailure..TbstResultsTherealethreesampleseverygroup.AveragevalueWasgainedandthevalueofmaximumprincipalstressandminimumprincipalstressofsampleisshowedintablel.prepeakunloadingpo办peal【unloadingconventionaltriaxialteStconfiningtestconfiningtest码q吒q吧吼(MPa)(MPa)(№)....................PowerFunctionMohrStrengthCriterionItissupposedtheexpressionofpowerfunctionmohrstrengthcriterion:f=口盯c()Thebasicconceptsofpowerfunctionmolarstrengthcriterionareasfollows:CohesionCistheintersectingpointcoordinate.Frictionangle缈istheangleoftangentlineofs仃engthfailurecurveandoraxis.FailureangelQfistheangleoffractureplaneandworkingsurfaceofminimumprincipalstress.Therelationof缈and口isr=。伊(仃f)()吩划。掣()“‘。Fig.MohrstrengthconditionTheshearstressandnormalstressoffailureplanefromfigureis:巧=学sin(r/)()町=azo'譬导cos(吁)''、()From()()and()formulationgetsin(叫口【半学c。S(rf)‰()q一吧From()and()formulationget华cosfo:口华一华sin缈】c^‘’一'’。()、Formulation()isthetheprincipalstressexpressionofpowerfunctionmohrstrengthcriterion.Ifusedstressinvarianttoexpress.舶m血(吃引卧三压sin吃目()咖(吃÷)When=兀|thesamplefailureiscausedbycompression.Then孚压c唧口(三五一专佤一孚压s访∥c)Formulation()isthethestressinvariantexpressionofpowerfunctionmohrstrenffdacriterion.Ifa=tanq’b=thenformulation()isequaltoMohrCoulombstrengthcriterion.StrengthCurveofPowerFunctionandcurvefittingThestrengthcurveofpowerfunctionandcurvefittionofmarbleconventionaltrixialtestprepeakunloadingconfiningpressuretestandpostpeakunloadingconfiningpressuretestisshowedinfigure.FisamplemohrstrengthenvelopingCHIVeofconventionaltriaxialtestFig.SamplemohrstrengthenvelopingcurveofprepeakunloadingconfiningpressureFig.SamplemohrstrengthenvelopingcurveofpostpeakunloadingconfiningpressureConventionaltrixialtest:r:."o·()Prepeal【unloadingconfiningpressuretest:f=.仃o·缱()Postpeakunloadingconfiningpressuretest:f=."o·()Supposed(theoreticalvalue)istheminimumdistanffe'ofrjcirclecentertOstrengtllcurveofpowerfunctiontheradiusofMohrcircleis(experimentalvalue)itiScontrastedthetwovaluesintable.TableThetestvalueandtheoreticalvalueofMohrcircleradiusq一吧d一当二鱼test吧qd二d....%...o.%convention....%....%...l.O.%....o.%prepeal(.....%.....%.....%.....%postpeak.....%.....O.%FailureCurveofPowerFunctionMohrStrengthCriterionin万planeThegeometricfigureifpowerfunctionMohrstrengthcriterionin/"planecangetfi'omfollows:S=q一ms="一%s=%一%()%::(q吒吧)()Inthe/"planeofprinciplestressspaceq=cr=吒formulation()canexpress·SlzScosq,a(华一学sin呼o)‰=o()Inordertoresearchthesharpofyieldcurveinthe瓦planelookatthe死planealonetheq==吒axisdirection.Theprojectionofyieldplaneinthe万planeistheyieldcurve.∥Fig./"planeThestressstateinprinciplestressspaceisdescribedbyvectorOPthenthecoordinateofvectorOPinx,yplaneisx=等(q训=譬(s枷㈣一y""I二堕一呈墨二墨二b!"一吒一zl()Anti一LlJSo()formulationcanbeexpressedasy=冯≯J()From()and()formulation,gets=孚x一誓y()沪(譬x垢gy)()From()()and()formulation,get譬xc。s缈一口c譬y%一生丁xcos缈一口(iy%一一船m纠‘一cuxsm咖一c=。()Tlhefiaureoff、formulationinDrinciolestressspaceiSasfollow:terionFig.ParabolaMohrstrengthyieldingCalVeon万planeFigureand()formulationshowthattheyieldcurveofpowerfunctionMohrstrengthcriterioninthe万planeisacurvesidetrianglecomposedofthreepowerConclusionBaseontheconventionaltriaxialtestandunloadingconfiningpressuretestofmarblefromJinpinghydropowerstation’SdiversiontunnelpowerfunctionMohrstrengthcriterionisputforwardandthestressinvadantexpressionisgiver.TheyieldcurveofpowerfunctionMolarstrengthcriterioninthe万planeisdoneandcomparestotheyieldcurveofMohrCoulombstrengthcriterion.REFERENCES【】SheoreyEILEmpiricalrockfailurecriteria.A.A.Balkema,.【】PincusH.J.Closedform/leastfailureenvelopesforrockstrength,InlemationalJournalofRockMechanicsandMiningSciences,().【】HeokEandBrownET.Empiricalstrengthcriterionforrock删璐嚣.ASCEJournalofGeotechnicalEngineeringDivision,:.【】UlfOhlssonandThomasOlofsson.MixedModeFractureandAnchorBoltsinConcreteAnalysis、】IritIIInnersofteningmindsJ.JournalofEngineeringMechanics..【】LiChunguang,ZhengHong.GeXiurun,WangShuillnResearch∞TwoparameterParaboficMolarSWengthCriterionanditsDamageRegularity田.Chin嫩JournalofRockMechanicsandEngineering.()..【】ZienkiewiezCandPandeGN.Someusefulformsofisotopicyieldsurfacesforsoilandrockmechanics,In:FiIliteElementsinGeomecanics,EdbyGudchus,GJohnWileySonsLtd

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