岩体参数对边坡稳定性影响敏感性分析
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摘要
随着社会经济的迅猛发展，各领域工程建设规模日益扩大，一些工程不可避免的与边坡产生联系，而因边坡失稳特别是自然大型斜坡失稳而带来的问题也越来越多，造成了大量的人员伤亡及财产损失。因此有必要预先对边坡稳定性进行分析，从而确定该采取何种措施对边坡进行加固处理。而对边坡稳定性影响因素进行敏感性分析，明确控制性因素，对于更好的研究边坡稳定有至关重要的作用。
边坡稳定性分析的方法主要有极限平衡法和有限元分析法。现有的边坡稳定性因素敏感性分析方法主要有基于非线性系统的分析方法、灰色关联分析法、改进的Sarma法、正交设计法、均匀设计法、人工神经网络分析法、基于GIS以及基于有限元的分析方法，这些方法分析的参数主要为影响边坡稳定性的岩体粘聚力、内摩擦角、重度、变形模量、泊松比、降雨、地震力等，也有学者对边坡坡角、边坡高度、不连续面组合形态、不连续面的长度、允许震动速度、RQD值、地下水条件、边坡形状、地质分类指标、原岩应力与边坡走向关系等因素进行了分析。在概括各种分析方法及分析因素后，为选取本文所用的分析方法提供了依据。
在研究了岩质边坡的特点，对边坡类型、影响边坡稳定性的因素、边坡变形破坏的形式类型以及破坏机制研究之后，确定了本文所分析的因素为岩体物理力学参数：粘聚力c、内摩擦角φ、重度γ、变形模量E_0和泊松比μ。论文以大连市东太山边坡为例，对所研究边坡进行简化处理：将复杂的三维问题简化成二维平面应变问题进行分析；将边坡岩体概化和抽象为均质连续介质；岩体破坏准则采用Mohr-Column准则。
利用Phase~2有限元软件建立边坡地质模型并进行网格划分，选取边坡临界强度折减系数CSRF及与其对应的坡脚处岩体强度系数f值，以及在边坡强度折减系数SRF=1.4条件下的平均主应力p、体积应变以及总位移u_xy作为评价指标。改变单一因素，记录参数变化时上述各项指标值，对计算结果进行汇总分析，从而得出各评价指标对上述岩体力学参数的敏感程度，明确粘聚力为边坡稳定性敏感的控制因素。
With the rapid socio-economic development， the scale of constructions invarious fields increasingly expanded， and a number of engineering inevitablycontacted with the slope. As a result of more and more slope instability problems,especially, large-scale slope instability, it brought about so many casualties andproperty losses. It is necessary to analyze the slope stability in advance in order todetermine the measures taken to slope reinforcement processing. Sensitivity analysison slope stability influencing factors has a vital role to define the dominant factor fora better slope stability analysis.
The slope stability analysis has two main methods， limit equilibrium methodand finite element method. Existing sensitivity analysis methods of slope stabilityfactor are summarized as fallows： analysis method based on nonlinear system， grayrelational analysis， improved Sarma method， analysis method based on orthogonaldesign， analysis method based on uniform design， analysis method based onartificial neural network， analysis method based on GIS and analysis method basedon finite element. These methods analyzed parameters of rock mass cohesion， angleof internal friction， deformation modulus， Poisson's ratio， rainfall， seismic force.In the mean time， some scholars analyzed slope angle， slope height， combinationform of discontinuous surface， length of the discontinuous surface， the allowedvibration speed，the RQD value，groundwater conditions，slope shape，geologicalclassification index， the relationship between the original rock stress and the slopetoward. It provided a basis for selecting analysis method.
It analyses the characteristics of the rock slope， slope type， the factors thataffect slope stability， type and mechanism of slope deformation and failure. Thispaper chooses cohesion force， internal friction angle， the gravitational density，deformation modulus and Poisson's ratio. Taken Dongtai mountain for example， itsimplified the slope from a complex three-dimensional problem into atwo-dimensional plane strain problem， generalized and abstracted the slope rock mass for homogeneous continuous media， and chose Mohr-Column criteria as rockmass failure criterion.
After establishing and meshing up the slope model in Phase~2， a finite elementsoftware， it analyzed the slope stability by changing a single rock mass parameter. Itillustrated the result with the slop critical shear strength reduction factor(CSRF) andcorresponding rock mass strength factor，and mean stress，volumetric strain， totaldisplacement on slope foot conditioned shear strength reduction factor(SRF)=1.4.Summarized the results of the analysis and got a conclusion that cohesion is mostsensitive to slope stability.
边坡稳定性分析的方法主要有极限平衡法和有限元分析法。现有的边坡稳定性因素敏感性分析方法主要有基于非线性系统的分析方法、灰色关联分析法、改进的Sarma法、正交设计法、均匀设计法、人工神经网络分析法、基于GIS以及基于有限元的分析方法，这些方法分析的参数主要为影响边坡稳定性的岩体粘聚力、内摩擦角、重度、变形模量、泊松比、降雨、地震力等，也有学者对边坡坡角、边坡高度、不连续面组合形态、不连续面的长度、允许震动速度、RQD值、地下水条件、边坡形状、地质分类指标、原岩应力与边坡走向关系等因素进行了分析。在概括各种分析方法及分析因素后，为选取本文所用的分析方法提供了依据。
在研究了岩质边坡的特点，对边坡类型、影响边坡稳定性的因素、边坡变形破坏的形式类型以及破坏机制研究之后，确定了本文所分析的因素为岩体物理力学参数：粘聚力c、内摩擦角φ、重度γ、变形模量E_0和泊松比μ。论文以大连市东太山边坡为例，对所研究边坡进行简化处理：将复杂的三维问题简化成二维平面应变问题进行分析；将边坡岩体概化和抽象为均质连续介质；岩体破坏准则采用Mohr-Column准则。
利用Phase~2有限元软件建立边坡地质模型并进行网格划分，选取边坡临界强度折减系数CSRF及与其对应的坡脚处岩体强度系数f值，以及在边坡强度折减系数SRF=1.4条件下的平均主应力p、体积应变以及总位移u_xy作为评价指标。改变单一因素，记录参数变化时上述各项指标值，对计算结果进行汇总分析，从而得出各评价指标对上述岩体力学参数的敏感程度，明确粘聚力为边坡稳定性敏感的控制因素。
With the rapid socio-economic development， the scale of constructions invarious fields increasingly expanded， and a number of engineering inevitablycontacted with the slope. As a result of more and more slope instability problems,especially, large-scale slope instability, it brought about so many casualties andproperty losses. It is necessary to analyze the slope stability in advance in order todetermine the measures taken to slope reinforcement processing. Sensitivity analysison slope stability influencing factors has a vital role to define the dominant factor fora better slope stability analysis.
The slope stability analysis has two main methods， limit equilibrium methodand finite element method. Existing sensitivity analysis methods of slope stabilityfactor are summarized as fallows： analysis method based on nonlinear system， grayrelational analysis， improved Sarma method， analysis method based on orthogonaldesign， analysis method based on uniform design， analysis method based onartificial neural network， analysis method based on GIS and analysis method basedon finite element. These methods analyzed parameters of rock mass cohesion， angleof internal friction， deformation modulus， Poisson's ratio， rainfall， seismic force.In the mean time， some scholars analyzed slope angle， slope height， combinationform of discontinuous surface， length of the discontinuous surface， the allowedvibration speed，the RQD value，groundwater conditions，slope shape，geologicalclassification index， the relationship between the original rock stress and the slopetoward. It provided a basis for selecting analysis method.
It analyses the characteristics of the rock slope， slope type， the factors thataffect slope stability， type and mechanism of slope deformation and failure. Thispaper chooses cohesion force， internal friction angle， the gravitational density，deformation modulus and Poisson's ratio. Taken Dongtai mountain for example， itsimplified the slope from a complex three-dimensional problem into atwo-dimensional plane strain problem， generalized and abstracted the slope rock mass for homogeneous continuous media， and chose Mohr-Column criteria as rockmass failure criterion.
After establishing and meshing up the slope model in Phase~2， a finite elementsoftware， it analyzed the slope stability by changing a single rock mass parameter. Itillustrated the result with the slop critical shear strength reduction factor(CSRF) andcorresponding rock mass strength factor，and mean stress，volumetric strain， totaldisplacement on slope foot conditioned shear strength reduction factor(SRF)=1.4.Summarized the results of the analysis and got a conclusion that cohesion is mostsensitive to slope stability.
引文
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[2][英]David M. Potts, Lidija Zdravkovic.岩土工程有限元分析:理论(周建等)[M].北京:科学出版社,2010:18-75
[3] Dawson E M, Roth W H, Drescher A. Slope stability analysis by strengthreduction [J]. Geotechnique,1999,49(6):835-840
[4](英)E. Hoek, J. W. Bray.岩石边坡工程（卢世宗等）[M].北京:冶金工业出版社,1983:105-159
[5] Fellenius W. Calculation of the stability of earth slope[J]. Transactionsof2ndCongress on Large Dams, Washington, D C,1936:445-462
[6] Griffths D V, Lane P A. Slope stability analysis by finite elements [J].Geotechnique,1999,49(3):59-70
[7] Hovland H J. Three dimensional slope stability analysis method[J].Journalof Geotechnical the Engineering Division,ASCE,1997,103(9):971-986
[8] N. Janbu. Application of composite slip surface for stability analysis[A].Proc., European Conf. on stability of earth slopes[C],Sweden,1945,3,43-49
[9] Kiureghian A D, Zhang Y, Li C C. Inverse Reliability Problem [J].Journalof Engineering Mechanics,1994,120(5):1154-1159
[10] Li H, Foschi R O. An inverse reliability method and its application[J]Structural Safety1998,20(3):257-270
[11]Matsui T, San K C. Finite element slope stability analysis by shearstrength reduction technique [J]. Soils and Foundations,1992,32(1):59-70
[12]Morgenstern N R, Price V E. The analysis of the stability of general slipSurfaces[J]. Geotechnique,1965,15(1),79-93
[13]Phase2v.7.0程序用户手册.
[14]R. D.库克.有限元分析的概念和应用(何穷)[M].北京:科学出版社,1981:1-20
[15]Sarma S K. Stability analysis of embankments and slope[J].Geotechnical,1973,23(3):423-433
[16]Spencer E. A method of analysis of the stability of embankments assumingparallel linter-slice forces[J]. Geotechnique,1967,17(l):11-26
[17]Winterstein S R, et al. Environmental contours for extreme response:Inverse form with omission factors [C]. Proceedings of the ICOSSAR,1993.
[18]Zienkiewicz O C, Humpeson C, Lewis R W. Associated and nonassociatedvisco-plasticity in soil mechanics [J]. Geotechnique,1975,25(4):671-689
[19]陈昌富,王贻荪,邹银生.边坡可靠性分析分步混合遗传算法[J].土木工程学报,2003,36(2):72-77
[20]陈高峰,程圣国,陈灯红,等.基于均匀设计的滑坡稳定性影响因素敏感性分析[J].灾害与防治工程,2006(2):38-22
[21]陈祖煜,弥宏亮,汪小刚.边坡稳定三维分析的极限平衡方法[J].岩土工程学报,2001,23(5):525-529
[22]陈祖煜,汪小刚,杨健,等.岩质边坡稳定分析[M].北京:中国水利水电出版社,2005:247-248
[23]戴志仁.岩质边坡应力场特征与参数敏感度分析（硕士学位论文）.西安:长安大学,2007
[24]杜建成,黄大寿,胡定.边坡稳定的三维极限平衡分析法[J].四川大学学报(工程科学版),2001,33(4):9-12
[25]何满潮,苏永华,景海河.块状岩体的稳定可靠性分析模型及其应用[J].岩石力学与工程学报,2002,21(3):343-348
[26]湖南省水利水电勘测设计院.边坡工程地质[M].北京:水利电力出版社,1983:22-61
[27]黄志全,李华哗,马莎,等.岩石边坡块状结构岩体稳定性分析和可靠性评价[J].岩石力学与工程学报,2004,23(24):4200-4205
[28]蒋臻蔚.三维剩余推力法初探——黑河右坝肩变形体稳定性评价例析[D].西安:西安工程学院,2000,24-38
[29]兰恒星,伍法权,周成虎,等.基于GIS的云南小江流域滑坡因子敏感性分析[J].岩石力学与工程学报,2002,21(10):1500-1506.
[30]李建林,王乐华,刘杰,等.岩石边坡工程[M].北京:中国水利水电出版社,2006:72-81
[31]刘佑荣,唐辉明.岩体力学[M].武汉:中国地质大学出版社,1999,172-190
[32]弥宏亮,陈祖煜,张发明,等.边坡稳定三维极限分析方法及工程应用[J].岩土力学,2002,23(5):649-653
[33]倪恒,刘佑荣,龙治国.正交设计在滑坡敏感性分析中的应用[J].岩石力学与工程学报,2002,21(7):989-992
[34]时卫民,郑颖人,唐伯明,等.边坡稳定不平衡推力法的精度分析及其使用条件[J].岩土工程学报,2004,26(3):313-317
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