基于节理网络有限元的岩质边坡稳定性分析
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摘要
传统岩质边坡数值分析多是将边坡概化成连续均质体或离散刚性单元集合体,前者忽略了结构面的影响,后者夸大了结构面的控制效应,均难以反映真实边坡岩体中结构面存在、非贯通、随机发育的特点。节理网络有限元可以弥补这些方法的不足,通过结构面模拟能高度还原边坡结构特征,在此基础上的数值分析结果更加可靠;其优势是不仅能分析边坡应力、位移及塑性区等特征,还能给出稳定性系数、分析变形破坏的演化模式及范围。介绍了节理网络有限元的基本原理及方法,以某花岗岩边坡为例进行了具体运用。结果表明:该边坡在天然及地震工况下稳定性系数分别为1.57和1.46,处于整体稳定状态;浅表节理切割、强烈风化的松动岩体稳定性较差,易在外界因素诱发下发生滑移-拉裂式失稳。实践证明节理网络有限元法为岩质边坡稳定性研究提供了新的思路与方法。
Traditional numerical analysis could not reflect the intermittent and random discontinuities in rock slope because the slopes are generalized into continuous homogeneous body or discrete rigid units,of which the former neglects the impact of discontinuities while the latter exaggerates the control effect of discontinuities. Finite element simulation with joint network could overcome the limits by giving more reliable results such as slope stress,displacement,plastic zone,stability coefficient,as well as the evolution and range of deformation failure. In this paper,the basic principle and method of finite element simulation with joint network are introduced,and its application to a granite slope is expounded. Result suggests that the studied slope is stable in general,with the stability coefficient under natural condition and seismic condition reaching 1. 57 and 1. 46,respectively. Strongly-weathered loose rockmass with surface joints is of low stability. Practices show that the method provides a new idea and method for the study of rock slope stability.
Traditional numerical analysis could not reflect the intermittent and random discontinuities in rock slope because the slopes are generalized into continuous homogeneous body or discrete rigid units,of which the former neglects the impact of discontinuities while the latter exaggerates the control effect of discontinuities. Finite element simulation with joint network could overcome the limits by giving more reliable results such as slope stress,displacement,plastic zone,stability coefficient,as well as the evolution and range of deformation failure. In this paper,the basic principle and method of finite element simulation with joint network are introduced,and its application to a granite slope is expounded. Result suggests that the studied slope is stable in general,with the stability coefficient under natural condition and seismic condition reaching 1. 57 and 1. 46,respectively. Strongly-weathered loose rockmass with surface joints is of low stability. Practices show that the method provides a new idea and method for the study of rock slope stability.
引文
[1]潘别桐,黄润秋.工程地质数值法[M].北京:地质出版社,1994.
[2]郭培玺,林绍忠.粗粒料力学特性的DDA数值模拟[J].长江科学院院报,2008,25(1):58-60,69.
[3]刘凯欣,高凌天.离散元法研究的评述[J].力学进展,2003,33(4):483-490.
[4] HAMMAH R E,YACOUB T,CORKUM B,et al. The Practical Modelling of Discontinuous Rock Masses with Finite Element Analysis[C]∥American Rock Mechanics Association. Proceedings of the 42ndU.S. Rock Mechanics Symposium(USRMS). San Francisco,California,June29-July 2,2008:79-85.
[5] HAMMAH R E,YACOUB T,CORKUM B,et al. Analysis of Blocky Rock Slopes with Finite Element Shear Strength Reduction Analysis[C]∥American Rock Mechanics Association. Proceedings of the 1stCanada-US Rock Mechanics Symposium. Vancouver,Canada,May27-31,2007:329-334.
[6] MA Guo-wei,FU Guo-yang. A Rational and Realistic Rock Mass Modelling Strategy for the Stability[J]. Geomechanics and Geoengineering,2014,9(2):113-123.
[7] SATΙCΙO,UNVER B. Assessment of Tunnel Portal Stability at Jointed Rock Mass:A Comparative Case Study[J]. Computers and Geotechnics,2015,64:72-82.
[8]宋彦辉,黄民奇,孙苗.节理网络有限元在倾倒斜坡稳定分析中的应用[J].岩土力学,2011,32(4):1205-1210.
[9]贾超,张国荣.基于强度折减法随机裂隙岩体结构稳定性分析[J].山东大学学报(工学版),2013,43(6):57-64.
[10] BAECHER G B,LANNEY N A,EINSTEIN H H. Statistical Description of Rock Properties and Sampling[C]∥American Rock Mechanics Association. Proceedings of the18thU. S. Rock Mechanics Symposium(USRMS).Golden,Colorado,June 22-24,1977:1-8.
[11]徐光黎,潘别桐,唐辉明.岩体结构模型与应用[M].武汉:中国地质大学出版社,1993.
[12]陆峰,王俊奇.Fisher模型在岩体裂隙面模拟中的应用[J].中国水利水电科学研究院学报,2010,8(4):309-313.
[13]郑颖人,赵尚毅.有限元强度折减法在土坡与岩坡中的应用[J].岩石力学与工程学报,2004,23(19):3381-3388.
[14]黄润秋,许模,陈剑平,等.复杂岩体结构精细描述及其工程应用[M].北京:科学出版社,2004.
[15]张倬元,王士天,王兰生.工程地质分析原理[M].北京:地质出版社,2009.
[16]黄勇.高寒山区岩体冻融力学行为及崩塌机制研究[D].成都:成都理工大学,2012.
[2]郭培玺,林绍忠.粗粒料力学特性的DDA数值模拟[J].长江科学院院报,2008,25(1):58-60,69.
[3]刘凯欣,高凌天.离散元法研究的评述[J].力学进展,2003,33(4):483-490.
[4] HAMMAH R E,YACOUB T,CORKUM B,et al. The Practical Modelling of Discontinuous Rock Masses with Finite Element Analysis[C]∥American Rock Mechanics Association. Proceedings of the 42ndU.S. Rock Mechanics Symposium(USRMS). San Francisco,California,June29-July 2,2008:79-85.
[5] HAMMAH R E,YACOUB T,CORKUM B,et al. Analysis of Blocky Rock Slopes with Finite Element Shear Strength Reduction Analysis[C]∥American Rock Mechanics Association. Proceedings of the 1stCanada-US Rock Mechanics Symposium. Vancouver,Canada,May27-31,2007:329-334.
[6] MA Guo-wei,FU Guo-yang. A Rational and Realistic Rock Mass Modelling Strategy for the Stability[J]. Geomechanics and Geoengineering,2014,9(2):113-123.
[7] SATΙCΙO,UNVER B. Assessment of Tunnel Portal Stability at Jointed Rock Mass:A Comparative Case Study[J]. Computers and Geotechnics,2015,64:72-82.
[8]宋彦辉,黄民奇,孙苗.节理网络有限元在倾倒斜坡稳定分析中的应用[J].岩土力学,2011,32(4):1205-1210.
[9]贾超,张国荣.基于强度折减法随机裂隙岩体结构稳定性分析[J].山东大学学报(工学版),2013,43(6):57-64.
[10] BAECHER G B,LANNEY N A,EINSTEIN H H. Statistical Description of Rock Properties and Sampling[C]∥American Rock Mechanics Association. Proceedings of the18thU. S. Rock Mechanics Symposium(USRMS).Golden,Colorado,June 22-24,1977:1-8.
[11]徐光黎,潘别桐,唐辉明.岩体结构模型与应用[M].武汉:中国地质大学出版社,1993.
[12]陆峰,王俊奇.Fisher模型在岩体裂隙面模拟中的应用[J].中国水利水电科学研究院学报,2010,8(4):309-313.
[13]郑颖人,赵尚毅.有限元强度折减法在土坡与岩坡中的应用[J].岩石力学与工程学报,2004,23(19):3381-3388.
[14]黄润秋,许模,陈剑平,等.复杂岩体结构精细描述及其工程应用[M].北京:科学出版社,2004.
[15]张倬元,王士天,王兰生.工程地质分析原理[M].北京:地质出版社,2009.
[16]黄勇.高寒山区岩体冻融力学行为及崩塌机制研究[D].成都:成都理工大学,2012.
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