层状岩体边坡动态稳定性拟静力上限分析
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摘要
将强度折减技术与极限分析上限定理结合,利用安全系数Fs评定指标对层状岩体边坡进行稳定性上限分析,与已有研究成果进行了对比分析,并较为详细地分析了相关参数对层状岩体坡体安全系数和潜在破裂面的影响。分析结果表明,与同类计算方法的对比可以证明表明文中方法的正确性;边坡安全系数和破坏范围受边坡坡度、岩体重度、边坡高度、动载效应系数和岩层倾角的控制;当岩层倾角处于一定范围时,层状岩体边坡发生顺层失稳的可能性最大,工程中需特别注意。
Based on the upper bound limit analysis theorem and the shear strength reduction technique,the equation for expressing the critical limit-equilibrium state was employed to define the safety factor and its corresponding critical failure mechanism for a given layered soft-rock slope by means of the kinematical approach of limit analysis theory.The definition of safety factor was adopted in the present method so that the results from the limit analysis can be applied to engineering practices directly.The case study and comparative analysis show that the solutions presented agree well with available predictions;and the validity of the analysis method could be illuminated.From the numerical results,it is also shown that the safety factor and the instability failure range of layered soft-rock slope are controlled by slope angle,bulk density,slope height,seismic effect coefficients and strata inclination;and when the strata inclination within a certain range,the instability probability of layered soft-rock slope reaches its maximum.
Based on the upper bound limit analysis theorem and the shear strength reduction technique,the equation for expressing the critical limit-equilibrium state was employed to define the safety factor and its corresponding critical failure mechanism for a given layered soft-rock slope by means of the kinematical approach of limit analysis theory.The definition of safety factor was adopted in the present method so that the results from the limit analysis can be applied to engineering practices directly.The case study and comparative analysis show that the solutions presented agree well with available predictions;and the validity of the analysis method could be illuminated.From the numerical results,it is also shown that the safety factor and the instability failure range of layered soft-rock slope are controlled by slope angle,bulk density,slope height,seismic effect coefficients and strata inclination;and when the strata inclination within a certain range,the instability probability of layered soft-rock slope reaches its maximum.
引文
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[17]卢增木,陈从新,左保成,等.对影响逆倾层状边坡稳定性因素的模型试验研究[J].岩土力学,2006,27(4):629-647.LU Zeng-mu,CHEN Cong-xin,ZUO Bao-cheng,et al.Experimentation research on factors influencing stability of anti-dip layered slope[J].Rock and Soil Mechanics,2006,27(4):629-647.
[18]蔡跃,三谷泰浩,江琦哲郎.反倾层状岩体边坡稳定性的数值分析[J].岩石力学与工程学报,2008,27(12):2517-2522.CAI Yue,MITANI Yasuhiro,ESAKI Tetsuro.Numerical analysis of stability for an antidip stratified rock slope[J].Chinese Journal of Rock Mechanics and Engineering,2008,27(12):2517-2522.
[19]陈祖煜.土质边坡稳定性分析、原理、方法、程序[M].北京:中国水利水电出版社,2003:87-120.
[20]郑颖人,陈祖煜,王恭先,凌天清.边坡与滑坡工程治理[M].北京:人民交通出版社,2007.
[21]BISHOP A W.The use of the slip circle in the stability analysis of slopes[J].Geotechnique,1955,5(1):7-17.
[22]CHEN W F.Limit analysis and soil plasticity[M].New York:Elsevir Scientific Publishing Co.,1975.
[23]MICHALOWSKI R L.Slope stability analysis:A kinematical approach[J].Geotechnique,1995,45(2):283-93.
[2]SERRANO A,OLALLA C.Ultimate bearing capacity of an anisotropic discontinuous rock mass,Part I:Basic modes of failure[J].Int.J.Rock Mech.Min.Sci.,1998,35(3):301-324.
[3]TALIERCIO A,LANDRIAN G S.A failure condition for layered rock[J].Int.J.Rock Mech.Min.Sci.,1988,25(5):299-305.
[4]ABBAS A A-H.Effect of planar structures on the anisotropy of Ranyah sandstone,Saudi Arabia[J].Saudi Arabia.Engineering Geology,1998,50(1):49-57.
[5]NASSERI M H B,RAO K S,RAMAMURTHY T.Anisotropic strength and deformational behavior of Himalayanschists[J].International Journal of Rock Mechanics and Mining Sciences,2003,40(1):3-23.
[6]张玉军,刘谊平.层状岩体抗剪强度的方向性及剪切破坏面的确定[J].岩土力学,2001,22(3):254-255.ZHANG Yu-jun,LIU Yi-ping.Anisotropy of shear strength of layered rocks and determination of shear failure plane[J].Rock and Soil Mechanics,2001,22(3):254-257.
[7]刘卡丁,张玉军.层状岩体剪切破坏面方向的影响因素[J].岩石力学与工程学报,2002,21(3):335-339.LIU Ka-ding,ZHANG Yu-jun.Influence factors on shear failure orientation of layered rocks[J].Chinese Journal of Rock Mechanics and Engineering,2002,21(3):335-339.
[8]范文,俞茂宏,李同录,等.层状岩体边坡变形破坏模式及滑坡稳定性数值分析[J].岩石力学与工程学报,2000,19(增刊):983-986.FAN Wen,YU Mao-hong,LI Tong-lu,et al.Failure pattern and numerical simulation of landslide stability of stratified rock[J].Chinese Journal of Rock Mechanics and Engineering,2000,19(Supp.):983-986.
[9]冯兆祥,林闽,陈志坚.层状岩质边坡中最不利滑裂面迁移现象的研究[J].高校地质学报,2002,8(4):466-472.FENG Zhao-xiang,LIN Min,CHEN Zhi-jian.Study on the transition of the most dangerous lip surface in layered rocky slope[J].Geological Journal of China Universities,2002,8(4):466-472.
[10]门玉明,彭建兵,李寻昌,等.层状结构岩质边坡动力稳定性试验研究[J].世界地震工程,2004,20(4):131-136.MEN Yu-ming,PENG Jian-bing,LI Xun-chang,et al.Research on vibration testing of models for dynamic stability of rock slope with layered structures[J].World Earthquake Engineering,2004,20(4):131-136.
[11]郝建斌,门玉明,彭建兵,等.层状岩体边坡动力稳定性模型试验研究[J].公路交通科技,2005,22(6):72-75.HAO Jian-bin,MEN Yu-ming,PENG Jian-bing,et al.Research on dynamic stability of layered rocky slope with model test[J].Journal of Highway and Transportation Research and Development,2005,22(6):72-75.
[12]李新坡,何思明,徐骏,等.层状岩质边坡临界高度极限分析上限解[J].四川大学学报(工程科学版),2007,39(1):44-47.LI Xin-po,HE Si-ming,XU Jun,et al.Critical height analysis for bedding rock slopes using upper bound method of limit analysis[J].Journal of Sichuan University(Engineering Science Edition),2007,39(1):44-47.
[13]王启耀,蒋臻蔚.层状岩体的力学特征和数值模拟方法研究[J].公路交通科技,2005,22(9):10-15.WANG Qi-yao,JIANG Zhen-wei.Study on the stress characteristic of layered rock and its numerical simulation methods[J].Journal of Highway and Transportation Research and Development,2005,22(9):10-15.
[14]李天扶.层状岩体边坡顺层破坏机理研究[J].水利发电,1996,(6):45-50.LI Tian-fu.Study on bedding failure mechanism of bedded rock side slope[J].Water Power,1996,(6):45-50.
[15]程东幸,刘大安,丁恩保,等.层状反倾岩质边坡影响因素及反倾条件分析[J].岩土工程学报,2005,27(11):1362-1366.CHENG Dong-xing,LIU Da-an,DING En-bao,et al.Analysis of influential factors and toppling conditions of toppling rock slope[J].Chinese Journal of Geotechnical Engineering,2005,27(11):1362-1366.
[16]左保成,陈从新,刘小巍,等.反倾岩质边坡破坏机理模型[J].岩石力学与工程学报,2005,24(9):3505-3511.ZUO Bao-cheng,CHEN Cong-xin,LIU Xiao-wei,et al.Modeling experiment study on failure mechanism of counter-tilt rock slope[J].Chinese Journal of Rock Mechanics and Engineering,2005,24(9):3505-3511.
[17]卢增木,陈从新,左保成,等.对影响逆倾层状边坡稳定性因素的模型试验研究[J].岩土力学,2006,27(4):629-647.LU Zeng-mu,CHEN Cong-xin,ZUO Bao-cheng,et al.Experimentation research on factors influencing stability of anti-dip layered slope[J].Rock and Soil Mechanics,2006,27(4):629-647.
[18]蔡跃,三谷泰浩,江琦哲郎.反倾层状岩体边坡稳定性的数值分析[J].岩石力学与工程学报,2008,27(12):2517-2522.CAI Yue,MITANI Yasuhiro,ESAKI Tetsuro.Numerical analysis of stability for an antidip stratified rock slope[J].Chinese Journal of Rock Mechanics and Engineering,2008,27(12):2517-2522.
[19]陈祖煜.土质边坡稳定性分析、原理、方法、程序[M].北京:中国水利水电出版社,2003:87-120.
[20]郑颖人,陈祖煜,王恭先,凌天清.边坡与滑坡工程治理[M].北京:人民交通出版社,2007.
[21]BISHOP A W.The use of the slip circle in the stability analysis of slopes[J].Geotechnique,1955,5(1):7-17.
[22]CHEN W F.Limit analysis and soil plasticity[M].New York:Elsevir Scientific Publishing Co.,1975.
[23]MICHALOWSKI R L.Slope stability analysis:A kinematical approach[J].Geotechnique,1995,45(2):283-93.
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