修改图2均质边坡稳定性极限曲线法

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1、均质边坡稳定性极限曲线法方宏伟1，李长洪2，李波1(1辽宁交通高等专科学校道桥系，沈阳110122；2北京科技大学土木与环境工程学院，北京100083)摘要：基于滑移线场理论，按边坡坡面变形量评价其稳定性，提出了均质边坡极限曲线法，该法是求有重边坡极限荷载的逆过程，是强度折减法的对偶过程。以特征线法差分方程组(SCM)和试验方程近似公式(CCM)求得的极限坡面曲线与坡面线相交为变形破坏准则，定义了安全度(DOS)和破坏度(DOF)两个评价指标。该法不必假设和搜索临界滑动面。经典考题和典型算例的验算表明，随着节点的增加SCM计算精度增加，边界步长不变时，三次样条插值求得的变形破

2、坏准则判断值不变，说明SCM算法稳定；典型算例的计算数据和图例表明，边坡角变大时，边坡稳定性降低，极限坡面曲线与坡面由无交点变为有交点，证明了变形破坏准则的正确性；由两个例题计算结果对比可知，安全系数较大时，SCM/CCM计算结果与其具有可比性，相对于原边界条件增加了外荷载，故安全系数变小时，SCM/CCM偏于保守。34个样本计算正确率：安全系数法67.7%，应力状态法73.5%，CCM为79.4%，SCM为70.6%，表明SCM/CCM正确率较高，计算结果可靠。SCM/CCM因素敏感性分析结论与安全系数法完全一致。在露天矿边坡稳定性和最终边坡角的分析与计算中，SCM/CCM

3、结论与原报告相同，当参数变小时，CCM法更有利于实践，表明该法具有一定的工程应用价值。关键词：极限曲线法；变形破坏准则；安全度；破坏度LimitcurvemethodofhomogeneousslopestabilityFANGHong-wei1，LIChang-hong2，LIBo1(1DepartmentofRoadandBridge,LiaoningCollegeofCommunication,Shenyang110122,China；2SchoolofCivilandEnvironmentalEngineering,UniversityofScienceandTech

4、nologyBeijing,Beijing100083,China)Abstract:Basedonthetheoryofsliplinefield,thispaperproposesthelimitcurvemethodofslopestabilityaccordingtothedeformationsituation;themethodistheinverseprocessforcomputingaheavyslopeultimateloadandthedualprocessofstrengthreductionmethod.Thepaperdefinestwoevalu

5、ationindexes:theDegreeofSafety(DOS)andtheDegreeofFailure(DOF)accordingtothedeformationfailurecriterionofthelimitstableslopecurveandtheslopesurfaceintersectioncomputedbycharacteristiclinedifferencemethod(SCM)andtheslopelimitexperimentalapproximateformula(CCM).Themethoddoesnotrequireassuminga

6、ndsearchingcriticalslipsurface.Classicexamsandtypicalexamplesshowthatwiththeincreaseofnodes,theaccuracyofSCMincreases;whenboundarystepisconstant,thejudgmentvalueobtainedbythreesplineinterpolationisunchanged,whichprovesthestabilityofSCM.Typicalexamplesshowthatthelargertheslopeanglebecomes,th

7、elowertheslopestabilityis,limitslopecurveandslopeisfromwithoutintersectiontointersection,whichprovesthatthecorrectnessofthedeformationfailurecriterion.ComparingtheresultsfromthetwoexamplesshowsthatthesafetyfactorislargeandSCM/CCMresultsarecomparable;this