结构性土坡变形破坏数值模拟方法的对比分析
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摘要
结合现有对结构性土的认识及边坡稳定性方面的研究,分别对有限元和离散元数值模拟方法在研究结构性土坡稳定性方面的适用性进行了分析。通过在数值模拟过程中对土体强度变化、边坡失稳特征等多个因素的分析比对,得出了以PFC2D为代表的离散元软件更能有效模拟出结构性土强度的非线性变化以及结构性土坡全程失稳规律的结论。对结构性土坡失稳破坏的全程PFC2D模拟观察到结构性土坡具有失稳突然、灾前位移变形较小的破坏特点。同时,离散元分析方法更能直观地反映出土颗粒微观结构的改变对结构性土坡失稳特征的影响。
Based on the existing understanding of structural soil and slope stability,the applicability of numerical simulation methods of finite element method and discrete element method in studying the stability of structural soil slope are analyzed respectively. Through analyses and comparisons of soil strength changes,slope instability characteristics and other factors during numerical simulation,it is concluded that the PFC2 D particle discrete element software can more effectively simulate the nonlinearity of soil strength change and whole process failure law of structural soil slopes. Through the full PFC2 Dsimulation of the instability of the structural soil slope,it is observed that the structural soil slope has the characteristics of sudden failure and small deformation before the disaster. At the same time,the method of discrete element analysis can more intuitively reflect the influence of the change of microscopic structure of soil particles on the failure characteristics of structural soil slopes.
Based on the existing understanding of structural soil and slope stability,the applicability of numerical simulation methods of finite element method and discrete element method in studying the stability of structural soil slope are analyzed respectively. Through analyses and comparisons of soil strength changes,slope instability characteristics and other factors during numerical simulation,it is concluded that the PFC2 D particle discrete element software can more effectively simulate the nonlinearity of soil strength change and whole process failure law of structural soil slopes. Through the full PFC2 Dsimulation of the instability of the structural soil slope,it is observed that the structural soil slope has the characteristics of sudden failure and small deformation before the disaster. At the same time,the method of discrete element analysis can more intuitively reflect the influence of the change of microscopic structure of soil particles on the failure characteristics of structural soil slopes.
引文
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[2]陈玮,简文彬,董岩松,等.软弱结构面对花岗岩残积土边坡稳定性影响[J].中国地质灾害与防治学报,2015,26(1):23-30.CHEN Wei,JIAN Wenbin,DONG Yansong,et al.Influence of weak structural surface on stability of granite residual soil slopes[J].The Chinese Journal of Geological Hazard and Control,2015,26(1):23-30.
[3]吴能森.花岗岩残积土开挖边坡的工程特性[J].山地学报,2006(4):431-436.WU Nengsen.Engineering characteristics of cutting slope of granite residual soil[J].Journal of Mounta In Sc Ience,2006(4):431-436.
[4]李帆,杨建国.黄土边坡稳定性分析方法研究[J].铁道工程学报,2008(12):33-36.LI Fan,YANG Jianguo.Study of analysis method for loess slope stability[J].Journal of Railway Engineering Society,2008(12):33-36.
[5]谭福林,胡新丽,张玉明,等.不同类型滑坡渐进破坏过程与稳定性研究[J].岩土力学,2016(S2):597-606.TAN Fulin,HU Xinli,ZHANG Yuming,et al.Study of progressive failure processes and stabilities of different types of landslides[J].Rock and Soil Mechanics,2016(S2):597-606.
[6]刘恩龙,沈珠江.结构性土的强度准则[J].岩土工程学报,2006(10):1248-1252.LIU Enlong,SHEN Zhujiang.Strength criterion for structured soils[J].Chinese Journal of Geotechnical Engineering,2006(10):1248-1252.
[7]陈昌禄,邵生俊,邓国华.土的结构性参数与强度的关系及其在边坡稳定分析中的应用[J].中南大学学报(自然科学版),2010(1):328-334.CHEN Changlu,SHAO Shengjun,DENG Guohua.Relationship between soil structural parameters and strength and its application in slope stability analysis[J].Journal of Central South University(Science and Technology),2010(1):328-334.
[8]李荣建,郑文,刘军定,等.考虑初始结构性参数的结构性黄土边坡稳定性评价[J].岩土力学,2014(1):143-150.LI Rongjian,ZHENG Wen,LIU Junding,et al.Evaluation of stability of structural loess slope considering initial structural parameters[J].Rock and Soil Mechanics,2014(1):143-150.
[9]李荣建,刘军定,郑文,等.基于结构性黄土抗拉和抗剪特性的双线性强度及其应用[J].岩土工程学报,2013(S2):247-252.LI Rongjian,LIU Junding,ZHENG Wen,et al.A bilinear strength formula for structured loess based on tensile strength and shear strength and its application[J].Chinese Journal of Geotechnical Engineering,2013(S2):247-252.
[10]周家伍,刘元雪,傅蕾,等.损伤本构模型在边坡工程损伤破坏研究中的应用[J].后勤工程学院学报,2013(4):1-5.ZHOU Jiawu,LIU Yuanxue,FU Lei,et al.Application of damage constitutive model in slope engineering damage&failure research[J].Journal of Logistical Engineering University,2013(4):1-5.
[11]徐佩华,黄润秋,邓辉.颗粒离散元法的颗粒碎裂研究进展[J].工程地质学报,2012(3):410-418.XU Peihua,HUANG Runqiu,DENG Hui.Advances in fractures of particles with distinct element method[J].Journal of Engineering Geology,2012(3):410-418.
[12]周健,王家全,曾远,等.土坡稳定分析的颗粒流模拟[J].岩土力学,2009(1):86-90.ZHOU Jian,WANG Jiaquan,ZENG Yuan,et al.Simulation of slope stability analysis by particle flow code[J].Rock and Soil Mechanics,2009(1):86-90.
[13]崔溦,刘学昆,戚蓝.大型复杂堆积边坡稳定性的离散元分析[J].工程地质学报,2012(2):222-227.CUI Wei,LIU Xuekun,QI Lan.Discrete element analysis of a large-scale complex slope in debris deposit[J].Journal of Engineering Geology,2012(2):222-227.
[14]侯丰,陈亚军,刘恩龙.结构性土二元介质模型的有限元模拟[J].四川大学学报(工程科学版),2016(S1):80-86+93.HOU Feng,CHEN Yajun,LIU Enlong.FEM simulation of binary medium model for structured soils[J].Journal of Sichuan University(Engineeringscience Edition),2016(S1):80-86+93.
[15]童朝霞,周敏,张连卫,等.各向异性颗粒材料双轴压缩试验的离散元数值模拟[J].岩石力学与工程学报,2014(S2):4227-4232.TONG Zhaoxia,ZHOU Min,ZHANG Lianwei,et al.Numerical modelling of biaxial compression tests for[J].Chinese Journal of Rock Mechanics and Engineering,2014(S2):4227-4232.
[16]陈亚军,罗开泰,刘恩龙,等.固结不排水条件下初始应力各向异性结构性土的力学特性[J].水利学报,2015(4):460-470.CHEN Yajun,LUO Kaitai,LIU Enlong,et al.Mechanical properties of artificially structured soils with stress-induced anisotropy under undrained conditions[J].Journal of Hydraulic Engineering,2015(4):460-470.
[17]祝恩阳,姚仰平.结构性土压缩变形本构描述[J].岩土力学,2015(7):1915-1922.ZHU Enyang,YAO Yangping.Constitutively modelling the compression deformation of structured clay[J].Rock and Soil Mechanics,2015(7):1915-1922.
[18]谢定义,齐吉琳.土结构性及其定量化参数研究的新途径[J].岩土工程学报,1999(6):651-656.XIE Dingyi,QI Jilin.Soil structure characteristics and new approach in research on its quantitative parameter[J].Chinese Journal of Geotechnical Engineering.1999(6):651-656.