基于非线性理论有限元边坡稳定分析及整治工程研究
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摘要
当今社会在岩土、房屋结构、水利水电、交通等工程的基础设施工程中都涉及到边坡稳定问题。边坡稳定问题是工程中非常重要的组成部分,每年由于边坡失稳导致的损失都很巨大,必须引起高度重视。本文的主要目的是对边坡在各种内、外因素作用下,边坡稳定问题的分析,着重在于对考虑地下零压水位高度变化和降雨条件下的边坡的稳定问题进行了研究和讨论。
本文对有限元强度折减法和极限平衡法做了重点阐述,在已有资料和大量文献查阅的基础上,总结了边坡工程灾害的发生机制,分析了影响边坡稳定性的主要因素。
结合工程实例,建立模型进计算分析,对边坡变形破坏的几种基本判断依据进行了计算结果的对比,从计算结果的差别方面分析探讨了有限元强度折减法和传统的极限平衡法及的异同。说明该有限元法计算的合理性和工程实用性。
重点对降雨条件下的边坡渗流及稳定性进行详细分析研究,计算出了不同降雨强度,降雨持续时间,前期降雨等状况下边坡渗流对边坡稳定的不同影响,得出了强降雨和经历较长时间的小强度降雨对边坡稳定影响较大。结果还表明：边坡体水位迅速下降引起的渗透水压也是边坡坡体变形和边坡稳定性的重要影响因素。
Stability of slope question is involved in our country's hydraulic engineering, geotechnical engineering,building structure,traffic engineering.It is very basic,but very important part in the project.The loss of accidents caused by slope instability is large every year. So this problem should be paid much attention.The main purpose of this paper is to analyze the slope stability under the action of various internal and external factors.The research and analysis is focused on coefficient of slope stability under zero-pressure underground water level and rainfall conditions.
In this paper, strength reduction finite element method and limit equilibrium method is the main point. According to materials already had, the reason of slope instability is studied.At the same time,the main factors of slope instability are analyzed.
Using practical project example and math model,several basic judgments of slope instability is compared.From the results, the strength reduction finite element method and traditional method of limit equilibrium is compared in many aspects.The analysis shows that the strength reduction finite element method is better in project designing.
The main point is focusing on slope seepage stability under rainfall conditions. Different slope stability condition is computed in different rainfall intensity and time. The results show that strong rainfall and long time lasting rainfall have great influence on slope stability. It also indicates that seepage pressure caused by drop of water level is also the main factor of deformation and instability of slope.
本文对有限元强度折减法和极限平衡法做了重点阐述,在已有资料和大量文献查阅的基础上,总结了边坡工程灾害的发生机制,分析了影响边坡稳定性的主要因素。
结合工程实例,建立模型进计算分析,对边坡变形破坏的几种基本判断依据进行了计算结果的对比,从计算结果的差别方面分析探讨了有限元强度折减法和传统的极限平衡法及的异同。说明该有限元法计算的合理性和工程实用性。
重点对降雨条件下的边坡渗流及稳定性进行详细分析研究,计算出了不同降雨强度,降雨持续时间,前期降雨等状况下边坡渗流对边坡稳定的不同影响,得出了强降雨和经历较长时间的小强度降雨对边坡稳定影响较大。结果还表明：边坡体水位迅速下降引起的渗透水压也是边坡坡体变形和边坡稳定性的重要影响因素。
Stability of slope question is involved in our country's hydraulic engineering, geotechnical engineering,building structure,traffic engineering.It is very basic,but very important part in the project.The loss of accidents caused by slope instability is large every year. So this problem should be paid much attention.The main purpose of this paper is to analyze the slope stability under the action of various internal and external factors.The research and analysis is focused on coefficient of slope stability under zero-pressure underground water level and rainfall conditions.
In this paper, strength reduction finite element method and limit equilibrium method is the main point. According to materials already had, the reason of slope instability is studied.At the same time,the main factors of slope instability are analyzed.
Using practical project example and math model,several basic judgments of slope instability is compared.From the results, the strength reduction finite element method and traditional method of limit equilibrium is compared in many aspects.The analysis shows that the strength reduction finite element method is better in project designing.
The main point is focusing on slope seepage stability under rainfall conditions. Different slope stability condition is computed in different rainfall intensity and time. The results show that strong rainfall and long time lasting rainfall have great influence on slope stability. It also indicates that seepage pressure caused by drop of water level is also the main factor of deformation and instability of slope.
引文
[1]Fellenius W Calculation of the stability of earth slope[J].Transactions of 2nd Congress onLargeD ams,W ashington,D C,1936:445-462.
[2]Bishop A W. The use of slip circle in the stability analysis of slopes [J].Geotechnique,1955,1(1):7-17.
[3]Janbu N. Application of composite slip surface for stability analysis [A]. Proc.,EuropeanConf.on s tabilityo fea rths lopes[C],Sweden,1954,3,43-49.
[4]Morgenstern N R, Price V E.The analysis of the stability of general slip Surfaces [J].Geotechnique,1965,15(1),79-93.
[5]Spencer E. A method of analysis of the stability of embankments assuming parallel inter-slice forces [J].Geotechnique,1967,17(1):11-26.
[6]Sarma S K. Stability analysis of embankments and slopes [J]. GeotechnicaL,1973,23(3):423-433.
[7]Janbu N. Slope stability computations [A].In:Hirschfield E, Poulos S, editors,Embankment Dam Engineering [C].New York:John Wiley, 1973,47-86.
[8]Chen Zhuyu, Morgenstern N R.Extensions to the generalized method of slices for stability analysis [J].Canadian Geotechnical Journal 1983,20(1):104-119.
[9]郑颖人,赵尚毅,时卫民,林丽.边坡稳定分析的一些进展[J].地下空间,2001,21(4)：262-271.
[10]Duncan J M. State of the art:limit equilibrium and finite-element Analysis of slope[J].Journal of Geotechnical and Geoenvironmental Engineering, ASCE,1996,122(7):577-596.
[11]陈祖煜.土坡稳定分析—原理、方法、程序[M].中国水利水电出版社,2003:239-248.(Chen Zhuyu. Soil slope stability analysis-Theory Method and Programs [M].China Water Power Press,2003,239-248.(in Chinese)).
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[17]Yang X L,Yin JH.Slope stability analysis with nonlinear failure criterion[J].J.Engrn.Mech.ASCE,2003,130(3):267-273.
[18]郑颖人,赵尚毅,孔位学等.极限分析有限元法讲座—岩土工程极限分析有限元法[J].岩土力学,2005,26(1)：163-168.
[19]郑颖人,赵尚毅,宋雅坤.有限元强度折减法研究进展[J].后勤工程学院学报,2005,3：1～6.
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[22]凌平平,杨雪强,向胜华,刘文治。弹性模量、泊松比和剪胀角对边坡安全系数的影响.岩土工程界。2007,10(6)：57～59.
[23]陈志波,简文彬。边坡稳定性影响因素敏感性灰色关联分析.防灾减灾工程学报.2006,26(4)：473～477.
[24]刘立鹏,于红杰,陈奇.力学、几何参数对土质边坡稳定的敏感性分析.岩土工程技术.2008,3(123-126)
[25]张鲁渝,郑颖人,赵尚毅等.有限元强度折减系数法计算土坡稳定安全系数的精度研究[J].水利学报,2003,(1)：21～27.
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[31]汤平,张电吉.降雨对裂隙岩质边坡稳定性影响分析研究[J].有色金属,2004.56(3)
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[40]孙敏.饱和-非饱和渗流影响因素及对土坡稳定性影响研究[D].南京：河海大学,2005：32-38.
[41]Van Langen H,Vermreer P A. Automatic step size correction for non-associated plasticity problems[J].Int.J.Num.Meth.Engng,1990,29:579～598.
[42]Van Genuchten M Th. A Closed.from Equation for Predicting the Hydraulic Conductivity of Unsaturated Soils[J]Soil Sci.AmJ.1980,44(5).
[43]GeoStudio.Seepage Modeling with SEEP/W[M].GEO-SLOPE International Ltd, Canada,2004.
[44]赵慧丽,马易鲁,非饱和土抗剪强度研究方法的探讨[J]岩土工程技术,2001.3.
[45]汪自力.饱和-非饱和渗流作用下边坡稳定分析的混合法[J].郑州大学学报,2002(1)：25～27.
[46]刘新喜.库水位下降对滑坡稳定性的影响及工程应用研究[D].北京：中国地质大学,2003(1)
[47]GRIFFITHS D V, LANE P AlSlope stability analysis by finite elements[J]. GeoOtechnique,1999,49(3):387～403.
[48]谷淡平,覃明彩,王启云.高边坡失稳分析及处理技术研究.边坡工程2009,112(10)：52～56.
[49]曹洪,李俊,符能江,孙子钧.减轻潮州城区浸没影响的工程措施及效果分析[J].长江科学院院报,2009,26(10).
[50]闫澍旺,程栋栋,侯晋芳,杨昌民.桩与土工加筋层对公路路堤地基承载力的影响[J].中国公路学报,2008.21(4).
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[2]Bishop A W. The use of slip circle in the stability analysis of slopes [J].Geotechnique,1955,1(1):7-17.
[3]Janbu N. Application of composite slip surface for stability analysis [A]. Proc.,EuropeanConf.on s tabilityo fea rths lopes[C],Sweden,1954,3,43-49.
[4]Morgenstern N R, Price V E.The analysis of the stability of general slip Surfaces [J].Geotechnique,1965,15(1),79-93.
[5]Spencer E. A method of analysis of the stability of embankments assuming parallel inter-slice forces [J].Geotechnique,1967,17(1):11-26.
[6]Sarma S K. Stability analysis of embankments and slopes [J]. GeotechnicaL,1973,23(3):423-433.
[7]Janbu N. Slope stability computations [A].In:Hirschfield E, Poulos S, editors,Embankment Dam Engineering [C].New York:John Wiley, 1973,47-86.
[8]Chen Zhuyu, Morgenstern N R.Extensions to the generalized method of slices for stability analysis [J].Canadian Geotechnical Journal 1983,20(1):104-119.
[9]郑颖人,赵尚毅,时卫民,林丽.边坡稳定分析的一些进展[J].地下空间,2001,21(4)：262-271.
[10]Duncan J M. State of the art:limit equilibrium and finite-element Analysis of slope[J].Journal of Geotechnical and Geoenvironmental Engineering, ASCE,1996,122(7):577-596.
[11]陈祖煜.土坡稳定分析—原理、方法、程序[M].中国水利水电出版社,2003:239-248.(Chen Zhuyu. Soil slope stability analysis-Theory Method and Programs [M].China Water Power Press,2003,239-248.(in Chinese)).
[12]刘兴远,雷用,康景文.边坡工程—设计·监测·鉴定与加固[M].中国建筑工业出版社,2007,12.
[13](日)松冈元,土力学[M]北京：中国水利水电出版,2001.
[14]赵树德.土力学[M].北京：高等教育出版社,2001.
[15]龚晓南.土塑性力学[M].杭州：浙江大学出版社,1990.(Gong Xiao-nan. Plasticity Mechanics of Soil [M].Hangzhou:Zhejiang University Press,1990. (in Chinese)).
[16]郑颖人,沈珠江,龚晓南.岩土塑性力学原理[M].北京：中国建筑工业出版 社,2002,52-56.
[17]Yang X L,Yin JH.Slope stability analysis with nonlinear failure criterion[J].J.Engrn.Mech.ASCE,2003,130(3):267-273.
[18]郑颖人,赵尚毅,孔位学等.极限分析有限元法讲座—岩土工程极限分析有限元法[J].岩土力学,2005,26(1)：163-168.
[19]郑颖人,赵尚毅,宋雅坤.有限元强度折减法研究进展[J].后勤工程学院学报,2005,3：1～6.
[20]浙江大学,湖南大学,华南理工大学,东南大学编.地基及基础[M].北京：中国建筑工业出版社,1991.
[21]Zienkiewiez O C,HumPheson C,LewisR W.Assoeiated and nonassoeiated visco-Plasticity and Plasticity in soil mechanics[J].Geoteehnique,1975,25(4): 671～689.
[22]凌平平,杨雪强,向胜华,刘文治。弹性模量、泊松比和剪胀角对边坡安全系数的影响.岩土工程界。2007,10(6)：57～59.
[23]陈志波,简文彬。边坡稳定性影响因素敏感性灰色关联分析.防灾减灾工程学报.2006,26(4)：473～477.
[24]刘立鹏,于红杰,陈奇.力学、几何参数对土质边坡稳定的敏感性分析.岩土工程技术.2008,3(123-126)
[25]张鲁渝,郑颖人,赵尚毅等.有限元强度折减系数法计算土坡稳定安全系数的精度研究[J].水利学报,2003,(1)：21～27.
[26]TanC P,Donald 1 B.Finite element calculation of dam stability[A].Proc.11th lnt.Conf.Soil Mech.and Fnd. Engr[C].San Francisco,1985.
[27]陈志波,简文斌.边坡稳定性影响因素敏感性灰色关联分析[J].防灾减灾工程学报,2006,26(4)：473～477.
[28]吕庆.边坡工程灾害防治技术研究[D].杭州：浙江大学博士学位论文,2006.
[29]席本强,赵三青,郎森,刘建军.不同降雨重现期垃圾填埋场稳定性研究[J].武汉工业学院学报,2009.28(3)：75～76.
[30]张子达,唐发刚,汪承志.边坡降雨入渗的力学特性分析[J].交通科技,2006.217(4).
[31]汤平,张电吉.降雨对裂隙岩质边坡稳定性影响分析研究[J].有色金属,2004.56(3)
[32]刘育田,刘俊新.降雨入渗对路堤边坡稳定性研究[J].铁道建筑,2009(8)
[33]臧亚君,刘东燕,彭文轩,蒋克锋：降雨入渗对重庆地区矸石山稳定性的影响[J].2009(3).
[34]朱伟,陈学东,钟小春.降雨入渗规律的实测与分析[J].岩土力学,2006.27(11).
[35]孙冬梅,朱岳明，张明进.降雨入渗过程的水-气二相流模型研究[J].水 利学报,2007.38(2)150～156.
[36]毛昶熙主编.渗流计算分析与控制[M].中国水利水电出版社,2003.
[37]徐捷,王钊,李未显.非饱和土吸力量测技术[J].岩石力学与工程学报,2000.6.
[38]Brooks.RH.CoreyAT.HydraulicProperticsofPorousMedia[M]Hudrol.Pap,3pp,1 .27Colo,State Univ.,Fort Collins,1964.
[39]Van Genuchten M Th. A Closed.from Equation for Predicting the Hydraulic Conductivity of Unsaturated Soils[J]Soil Sci.AmJ.1980,44(5).
[40]孙敏.饱和-非饱和渗流影响因素及对土坡稳定性影响研究[D].南京：河海大学,2005：32-38.
[41]Van Langen H,Vermreer P A. Automatic step size correction for non-associated plasticity problems[J].Int.J.Num.Meth.Engng,1990,29:579～598.
[42]Van Genuchten M Th. A Closed.from Equation for Predicting the Hydraulic Conductivity of Unsaturated Soils[J]Soil Sci.AmJ.1980,44(5).
[43]GeoStudio.Seepage Modeling with SEEP/W[M].GEO-SLOPE International Ltd, Canada,2004.
[44]赵慧丽,马易鲁,非饱和土抗剪强度研究方法的探讨[J]岩土工程技术,2001.3.
[45]汪自力.饱和-非饱和渗流作用下边坡稳定分析的混合法[J].郑州大学学报,2002(1)：25～27.
[46]刘新喜.库水位下降对滑坡稳定性的影响及工程应用研究[D].北京：中国地质大学,2003(1)
[47]GRIFFITHS D V, LANE P AlSlope stability analysis by finite elements[J]. GeoOtechnique,1999,49(3):387～403.
[48]谷淡平,覃明彩,王启云.高边坡失稳分析及处理技术研究.边坡工程2009,112(10)：52～56.
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