云南龙江特大桥桥基区边坡稳定性研究
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摘要
边坡问题是与地震及火山并列的危害人类生命财产安全的三大地质灾害之一。边坡稳定性研究发展到今天,经历了一个逐步由定性向半定量、定量、不确定分析方法逐步发展完善和丰富的过程。由于边坡发生的地质条件复杂、作用因素众多且具有不确定性,边(滑)坡的发生机理还不能完全掌握,任何一种边坡稳定性评价方法都很难全面、准确、客观的评价坡体的变形演化过程,所以边(滑)坡的稳定性研究仍需不断的探索和总结。
本文将以保腾高速公路龙江特大桥桥基区高边坡为研究背景,以边坡的地质结构条件、岩土体物理力学参数和边坡形成演化资料为基础,首先,利用颗粒流方法,模拟了岩质和土质边坡的形成演化机理,分析了各种影响因素在边坡稳定性中的作用,深化了对边坡的破坏机理和影响因素的认识;其次,在充分收集和整理了目前国内外边坡稳定性评价方法的基础上,对同一复杂高边坡,采用定性分析方法、极限平衡法(GLE通用条分法)、有限差分强度折减法和历史地形演化评价法等多种稳定性评价方法,从不同的角度综合评价边坡稳定性,并分析总结了各种评价方法的适应性。
颗粒流方法研究表明:对于岩质边坡而言粘聚力对边坡稳定性的影响大于内摩擦角,岩质边坡的破坏往往是受临空面、结构面和软弱层组合控制,同时卸荷裂隙和节理对破坏模式也起到一定控制作用;松散层边坡的破坏与其颗粒形态、粒径大小有密切联系,颗粒组越大则整体稳定相对提高,局部稳定变差,颗粒越小、级配连续,则局部稳定好,整体稳定性受物理力学性质控制。
对边坡的不同评价区域,进行了三维FLAC拉格朗日有限差分计算与二维极限平衡数值计算。三维FLAC拉格朗日有限差分计算,可以得到评价区域的滑体范围与相应的安全系数,滑体范围可以展现滑体在空间的分布与尺寸,滑体的主滑方向。二维极限平衡分析可以搜索得到多个滑面及其相应的安全系数,可以对不同部位的滑坡体进行最危险滑面的搜索,也可以指定滑动面计算相应的安全系数。三维拉格朗日有限差分计算安全系数与二维极限平衡计算得到的安全系数变化规律相似,坡体各部位三维计算的整体安全系数要比二维计算结果偏大;历史地形演化法评价的边坡稳定区块与其它评价方法结论一致。
本文以定性分析为基础,利用三维FLAC拉格朗日有限差分法和二维极限平衡法计算结果,结合历史地形演化的稳定性分析方法,综合得到边坡的安全系数和相关极限状态下的滑体范围,多种评价方法综合客观的反映了边坡稳定性现状,为边坡加固和处理提供了科学合理的依据。
希望本文的工作,对于深入、科学的认识该区边坡有所裨益,也希望本文的边坡稳定性研究方法能为类似复杂高边坡的研究有借鉴意义。
Slopes, earthquake and volcano are three major geological disasters, which do great harm to people’s lives, property and safety. To this day, the studies of the stability have experienced a period of from qualitative analysis, half-quantitative analysis, quantitative analysis to uncertain analysis. Because of the complexities of geological condition, and other uncertain influence factors, it is difficult for us to grasp the theory of slopes completely. No method can valuate the slope's deformation procedure completely, accurately and objectively, so the slope stability still need deep exploration and .studies.
In this essay, the research background is set in the high slopes of Long Jiang grand bridge foundation area which is on the Baoshan-Tengchong Highway, and it is based on the slope geological structure condition, the physical and mechanical parameters of rock and soil and the formation and evolution of the slope. First, the method of particle flow, are used to simulate the evolution mechanism of rock and soil slope and to analyze different kinds of influence factors in the slope stability. According to these analysis, the slope damage mechanism are disclosed. Second, by virtue of sufficient collection of domestic and foreign assess methods of slope stability. different kinds of stability methods of qualitative analysis, such as limit equilibrium(GLE general slice method), finite element strength reduction and historical topography and so on, are used to analyze a certain complex high slope, and to evaluate slope stability from different points of view and to analyze different compatibilities of those mehtods.
The research by particle flow method shows: for rock slopes, the influence of cohesion on slope stability is more severe than that of internal friction angle. The stability of rock slope is controlled by the combination of free faces, structural planes and soft layers, so are the unloading fractures and joints; the damage of loose rock slope has close connection with its particle shape and size, the bigger of the particle group, the higher of the whole stability, the less of the part stability; if the particles are smaller and its gradation is continuous, the local stability will be greater, and the whole stability will be controlled by rock and soil physical and mechanical properties.
For stability evaluations of different slope areas, ,the methods of 3D FLAC Lagrangian finite difference and Two-dimensional limit equilibrium are used. By 3D FLAC Lagrangian finite difference, the range of landslide and corresponding safety factor can be acquired. The landslide range can show the landslide’s space distribution ,its size and its main sliding direction. The method of 2D limit equilibrium can be used on several sliding surfaces for finding out the corresponding safety factors, and this method can be used for acquirement of the most dangerous slide surface by its application on the different parts of the landslide, and it also can be used for a specified sliding surface. The differences of safety factor between the two methods are similar, but the safety factor by Lagrangian finite difference is larger than that of Two-dimensional limit equilibrium. The result from historical topographic evolution method is consistent with other evaluation methods.
In this essay, on the basis of three qualitative analysis methods, which are Three-dimensional Lagrangian finite difference, Two-dimensional limit equilibrium, and the stability method of historical topographic evolution, the slope’s safety factor and the landslide range can be acquired. Diversified evaluation methods can show the present situation of the slope stability objectively , and they provides the scientific basis for the slope reinforcement.
It is hoped that the essay is helpful to the study on the slopes, and the methods in the essay could be a good reference to the complex high slopes similar to Long Jiang bridge..
本文将以保腾高速公路龙江特大桥桥基区高边坡为研究背景,以边坡的地质结构条件、岩土体物理力学参数和边坡形成演化资料为基础,首先,利用颗粒流方法,模拟了岩质和土质边坡的形成演化机理,分析了各种影响因素在边坡稳定性中的作用,深化了对边坡的破坏机理和影响因素的认识;其次,在充分收集和整理了目前国内外边坡稳定性评价方法的基础上,对同一复杂高边坡,采用定性分析方法、极限平衡法(GLE通用条分法)、有限差分强度折减法和历史地形演化评价法等多种稳定性评价方法,从不同的角度综合评价边坡稳定性,并分析总结了各种评价方法的适应性。
颗粒流方法研究表明:对于岩质边坡而言粘聚力对边坡稳定性的影响大于内摩擦角,岩质边坡的破坏往往是受临空面、结构面和软弱层组合控制,同时卸荷裂隙和节理对破坏模式也起到一定控制作用;松散层边坡的破坏与其颗粒形态、粒径大小有密切联系,颗粒组越大则整体稳定相对提高,局部稳定变差,颗粒越小、级配连续,则局部稳定好,整体稳定性受物理力学性质控制。
对边坡的不同评价区域,进行了三维FLAC拉格朗日有限差分计算与二维极限平衡数值计算。三维FLAC拉格朗日有限差分计算,可以得到评价区域的滑体范围与相应的安全系数,滑体范围可以展现滑体在空间的分布与尺寸,滑体的主滑方向。二维极限平衡分析可以搜索得到多个滑面及其相应的安全系数,可以对不同部位的滑坡体进行最危险滑面的搜索,也可以指定滑动面计算相应的安全系数。三维拉格朗日有限差分计算安全系数与二维极限平衡计算得到的安全系数变化规律相似,坡体各部位三维计算的整体安全系数要比二维计算结果偏大;历史地形演化法评价的边坡稳定区块与其它评价方法结论一致。
本文以定性分析为基础,利用三维FLAC拉格朗日有限差分法和二维极限平衡法计算结果,结合历史地形演化的稳定性分析方法,综合得到边坡的安全系数和相关极限状态下的滑体范围,多种评价方法综合客观的反映了边坡稳定性现状,为边坡加固和处理提供了科学合理的依据。
希望本文的工作,对于深入、科学的认识该区边坡有所裨益,也希望本文的边坡稳定性研究方法能为类似复杂高边坡的研究有借鉴意义。
Slopes, earthquake and volcano are three major geological disasters, which do great harm to people’s lives, property and safety. To this day, the studies of the stability have experienced a period of from qualitative analysis, half-quantitative analysis, quantitative analysis to uncertain analysis. Because of the complexities of geological condition, and other uncertain influence factors, it is difficult for us to grasp the theory of slopes completely. No method can valuate the slope's deformation procedure completely, accurately and objectively, so the slope stability still need deep exploration and .studies.
In this essay, the research background is set in the high slopes of Long Jiang grand bridge foundation area which is on the Baoshan-Tengchong Highway, and it is based on the slope geological structure condition, the physical and mechanical parameters of rock and soil and the formation and evolution of the slope. First, the method of particle flow, are used to simulate the evolution mechanism of rock and soil slope and to analyze different kinds of influence factors in the slope stability. According to these analysis, the slope damage mechanism are disclosed. Second, by virtue of sufficient collection of domestic and foreign assess methods of slope stability. different kinds of stability methods of qualitative analysis, such as limit equilibrium(GLE general slice method), finite element strength reduction and historical topography and so on, are used to analyze a certain complex high slope, and to evaluate slope stability from different points of view and to analyze different compatibilities of those mehtods.
The research by particle flow method shows: for rock slopes, the influence of cohesion on slope stability is more severe than that of internal friction angle. The stability of rock slope is controlled by the combination of free faces, structural planes and soft layers, so are the unloading fractures and joints; the damage of loose rock slope has close connection with its particle shape and size, the bigger of the particle group, the higher of the whole stability, the less of the part stability; if the particles are smaller and its gradation is continuous, the local stability will be greater, and the whole stability will be controlled by rock and soil physical and mechanical properties.
For stability evaluations of different slope areas, ,the methods of 3D FLAC Lagrangian finite difference and Two-dimensional limit equilibrium are used. By 3D FLAC Lagrangian finite difference, the range of landslide and corresponding safety factor can be acquired. The landslide range can show the landslide’s space distribution ,its size and its main sliding direction. The method of 2D limit equilibrium can be used on several sliding surfaces for finding out the corresponding safety factors, and this method can be used for acquirement of the most dangerous slide surface by its application on the different parts of the landslide, and it also can be used for a specified sliding surface. The differences of safety factor between the two methods are similar, but the safety factor by Lagrangian finite difference is larger than that of Two-dimensional limit equilibrium. The result from historical topographic evolution method is consistent with other evaluation methods.
In this essay, on the basis of three qualitative analysis methods, which are Three-dimensional Lagrangian finite difference, Two-dimensional limit equilibrium, and the stability method of historical topographic evolution, the slope’s safety factor and the landslide range can be acquired. Diversified evaluation methods can show the present situation of the slope stability objectively , and they provides the scientific basis for the slope reinforcement.
It is hoped that the essay is helpful to the study on the slopes, and the methods in the essay could be a good reference to the complex high slopes similar to Long Jiang bridge..
引文
【1】云南地质工程第二勘察院.云南保山～腾冲高速公路龙江特大桥边坡稳定性评价综合勘察报告[R].2008:1—122.
【2】钱家欢,殷宗泽.土工原理与计算(第二版)[M].北京:中国水利水电出版社,1996.
【3】Hoek E and Bray J W.岩石边坡工程,北京:冶金工业出版社,1981.
【4】陈祖煜,边坡稳定分析的极限平衡法[博士学位论文].清华大学,1991.
【5】陈祖煜.土质边坡稳定分析—原理·方法.程序[M].北京:中国水利水电出版社.2003. 80-81.
【6】中华人民共和国建设部、岩土工程勘察规范(GB 50021-2001)[S],北京:中国建筑工业出版社,2002.
【7】潘家铮,建筑物的抗滑稳定和滑坡分析[M]北京:水利出版社,1980.30—33.
【8】崔政权,李宁.边坡工程——理论与实践最新发展[M].北京:中国水利水电出版社,1999年12月.
【9】李功伯,谢建清.滑坡稳定性分析与工程治理[M].北京:地震出社,1997. 10
【10】张有天主编.岩石高边坡的变形与稳定[M].北京:中国水利水电出版社,1999. 4
【11】何满朝,露天矿高边坡工程[M],煤炭工业出版社,1991.
【12】刘传正,环境工程地质学导论[M],地质出版社,1995.
【13】贾金生.以可持续、更加绿色的方式发展水电[EB/OL]. http://www. waterinfo.com.cn/ssyj-1/shuiliyuxiaokang/200702020008.htm,2007-2-9.
【14】米舒克著,王什译.独联体各国21世纪水电的发展和任务(上)[EB/OL]. http://www.hwcc.com.cn/newsdisplay/newsdisplay.asp?Id=131921,2005-7-20.
【15】齐中熙.我国发电装机总容量已居世界第二[N].经济日报,2007-4-6(5).
【16】中国科学院武汉岩体土力学研究所.岩质边坡稳定性的试验研究与计算方法[M]. 北京:科学出版社,1981.
【17】Mencl V. Mechanics of landslides with non-circular slip surfaces with special reference to the Vaiont slide[J]. Géotechnique,1966,16(4):329–337.
【18】周维垣.高等岩石力学[M].水利水电出版社,1989.
【19】黄润秋. 20世纪以来中国的大型滑坡及其发生机制[J].岩石力学与工程学报,2007,26(3):433–454.
【20】傅冰骏.岩石力学研究的现状和未来[EB/OL]. http://www.sciei.com /Article/ write/civil/ 200512/Article_2948_2.html,2005-12-7.
【21】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.
【22】孙玉科,古迅.赤平极射投影在岩体工程地质力学中的应用[M].北京:科学出版社,1980.
【23】孙玉科,牟会宠,姚宝魁.边坡岩体稳定性分析[M].北京:科学出版社,1988.
【24】Taylor D W. Stability of earth slope. Journal of Boston Society of Civil Engineers , 1937,24:197~246.
【25】Bishop A W, Morgenstern N. Stability coefficients for earth slopes. Geotechnique , 1960,10(4):129~150.
【26】Morgenstern N. Stability charts for earth slopes during rapid rundown. Geotechnique, 1963,13(2):121~131.
【27】Spencer E. Amethod of analysis of the stability of embankments assuming parallel inter-slice force. Geotechnique, 1967,17(1):11~26.
【28】杨志法,尚彦军,刘英.关于岩土工程类比法的研究[J].工程地质学报,1997,5(4):299–305.
【29】张金山,袁绍国,雷化南.露天矿边坡稳定性分析专家系统[J].中国矿业,1995,4(3):57–62.
【30】夏元友,朱瑞赓.边坡稳定性分析专家系统研制[J].灾害学,1997,12(4):10–14.
【31】Hassan Ahmed Mohamed. A practical approach to combined probabilistic analysis of slope stability and seepage problems[PhD thesis][D]. East Lansing:Michigan State University,1998.
【32】Alonso E E. Risk analysis of slopes and its application to slopes in Canadian sensitive clays[J]. Géotechnique,1976,26(3):453–472.
【33】Chowdhury R N,Tang W H,Sidi I. Reliabilistic model of progressive failure of slopes[J]. Géotechnique,1987,37(4):467–481.
【34】谭晓慧.边坡稳定分析的模糊概率法[J].合肥工业大学学报(自然科学版),2001,24(3):442–446.
【35】谢全敏,夏元友.岩体边坡治理决策的模糊层次分析方法研究[J].岩石力学与工程学报,2003,22(7):1117–1120.
【36】夏元友.系统加权聚类法及其在滑坡稳定性预测中的应用[J].自然灾害学报,1997,6(3):85–91.
【37】Xie Quanmin,Zhu Ruigeng. Grey classification for evaluating the stability of dangerous rock—block masses[J]. Journal of Wuhan University of Technology(Materials Science),2000,15(1):73–77.
【38】夏元友.滑坡灰色系统预测模型及其应用[J].自然灾害学报,1995,4(1):74–78.
【39】林跃忠,王铁成,王来,等.三峡工程高边坡的稳定性分析[J].天津大学学报,2005,38(10):936–940.
【40】夏元友,熊海丰.边坡稳定性影响因素敏感性人工神经网络分析[J].岩石力学与工程学报,2004,23(16):2703–2707.
【41】夏元友,朱瑞赓.边坡工程集成式智能辅助决策系统研究[J].自然灾害学报,1995,4(1):88–91.
【42】夏元友,朱瑞赓,李新平.基于神经网络的岩质边坡稳定性评估系统研究[J].自然灾害学报,1996,5(2):98–104.
【43】谢全敏,夏元友.基于遗传算法的边坡稳定性评价的动态聚类法[J].岩土力学,2002,23(2):170–173.
【44】冯夏庭,王泳嘉,卢世宗.边坡稳定性的神经网络估计[J].工程地质学报,1995,3(4):54–61.
【45】冯夏庭,王泳嘉.人工智能在矿山岩体边坡工程中应用[J].化工矿山技术,1995,24(1):1–3,12.
【46】冯夏庭,张治强.三峡永久船闸高边坡开挖变形智能预测[J].辽宁工程技术大学学报(自然科学版),1999,18(5):463–465.
【47】冯夏庭,王泳嘉,丁恩保.智能化的边坡稳定性分析方法[J].东北大学学报(自然科学版),1995,16(5):453–457.
【48】莫海鸿,唐超宏,刘少跃.应用模式搜索法寻找最危险滑动圆弧[J].岩土工程学报,1999,21(3):696-699.
【49】Arai K,Tagyo K. Determination of noncircular slip surface giving the minimum factor of safety In slope stability analysis[J]. soils and Foundations,1985.25(1):43-51.
【50】Boutru P E,Lovell C W. Search technical in slope stability analysis[J],Engineering Geotechnical,1980,16(l):51-61.
【51】Siegel R A,Kovacs W D,lovell C W. Random surface generation in stability analysis[J].J.Geotech. Engng ASCE,1981,107(7):996-1002.
【52】Greco V R. Effcient Monte-Carlo technique for locating critical slip surface[J], J.Geotech. Engng.,ASCE,1996,122(7):517-525.
【53】Abdallah I H, Waleed F H, Sarada K S. Global search method for locating general slip surface using Monte-Carlo Techniques[J],J. of Geotech and Geo-enviro. Engng, ASCE; 2001, vol127:688-698.
【54】马忠政,祁红卫,侯学渊.边坡稳定验算中全面搜索的一种新方法[J].岩土力学,2000,21(3):256-259.
【55】Nguyen V U, Determination of critical slope failure surface[J]. J. Geotech. Engng., ASCE, 1985,111(2):238-250.
【56】DeNatale J S, Raped identification of critical slip surface: structure[J]. J. Geotech. Engng., ASCE,1991,177(10):1,568-589.
【57】Li K S, White W. Rapid evaluation of the critical surface in slope stability problems [J].Int. J. for Numer. And Anal. Meth.In Geomech.,1987,11(5):449-473.
【58】Morgenstern,N.R.,and Price,V.E.,1965.The Analysis of the Stability of General Slip Surfaces.Geotechnique,Vol.15,pp.79-93.
【59】Chen Z Y, Morgenstern N R.1983. Extensions to the generalized method of slices for stability analysis[J]. Canadian Geotechnical Journal,20(1):104～109.
【60】朱大勇,钱七虎.严格极限平衡条分法框架下的边坡临界滑动场[J].土木工程学报,2000,33(5):68–74.
【61】ZHU D Y,LEE C F,JIANG H D.Generalized framework of limit equilibrium methods for slope stability analysis[J].Geotechnique,2003,53(4):377–395.
【62】Lee W A,Lee T,Sharma S,et al.Slope Stability and Stabilization Methods[M].New York:Wiley-Interscience Publication,1996.
【63】CORREIA R M.A limit equilibrium method of slope stability analysis[C]//Proceedings of the 5th International Symposium on Landslides.Lausanne:[s.n.],1988:595–598.
【64】邵龙潭,唐洪祥,韩国城.有限元边坡稳定分析方法及其应用[J],计算力学学报2001,Vol.18(1):81-87.
【65】Zienkiewicz O C, Humpeson C, Lewis R W. Associated and non-associated visco-plasticity in soil mechanics[J]. Geotechnique,1975,25(4):671-689.
【66】Ugai K A. Method of calculation of total factor of safety of slopes by elaso-plastic FEM[J]. Soil and Foundation,1989,29(2):190-195.
【67】Griffiths D V, Lane P A. Slope stability analysis by finite element[J]. Geotechnique,1999, 49(3):387-403.
【68】朱大勇、邓建辉、台佳佳.简化Bishop法严格性的论证,岩石力学与工程学报,2007(3):455-458.
【69】林丽,杨明成,郑颖人.基于力平衡的安全系数统一求解格式[J],岩土力学,2005,Supp:279-282.
【70】杨明成,郑颖人.基于严格平衡的安全系数统一求解格式[J],岩土力学,2004,Vol25(10):1565-1568.
【71】杨明成.边坡稳定性分析的条分法及临界滑动面的确定[博士学位论文D].重庆:后勤工程学院,2003.
【72】戴自航,沈蒲生.土坡稳定分析普遍极限平衡法的数值解研究[J],岩土工程学报,2002,Vol24(3):327-331.
【73】戴自航,沈蒲生.圆弧滑面滑坡推力的数值解研究[J],地质与勘探,2004,Vol40(3):93-96.
【74】戴自航,卢才金.边坡失稳机理的力学解释[J],岩土工程学报,2006,Vol28(10):1191-1197.
【75】Ching, R. K. H., and Fredlund, D. G. 1983.“Some Difficulties Associated with the Limit Equilibrium Method of Slices,”Canadian Geotechnical Journal, Vol 20, No. 4, pp 661- 672.
【76】Fredlund D G, Krahn J. Comparison of slope stability methods of analysis[J].Can. Geotech. J., 1977, 14(3): 429～439.
【77】Espinoza R D, Bourdeau P L, Muhunthan B. General framework for stability of slopes[J]. Geotechnique, 1992,42(4): 603-615.
【78】Espinoza R D, Bourdeau P L, Muhunthan B. Unified formulation for analysis of slopes with general slip surface[J]. Journal of Geotechnieal Engineering,American Society of Civil Engineering. 1994, 120(7):1 185-1 204.
【79】丁桦,张均锋,郑哲敏.关于边坡稳定分析的通用条分法的探讨(理论分析部分)[J],岩石力学与工程学报,2004,Vol23(21):3684～3688.
【80】黄梦宏,丁桦.边坡稳定性分析极限平衡法的简化条件[J],岩石力学与工程学报,2006,Vol25(12):2529～2536.
【81】郑宏,谭国焕,刘德富.边坡稳定性分析的无条分法[J],岩土力学,2007,Vol28(7):1287-1291.
【82】Hungr O. An extension of Bishop’s simplified method of slope stability analysis to three dimensions[J]. Géotechnique,1987,37(1):113–117.
【83】Hungr O,Salgado F M,Byrne P M. Evaluation of a three-dimensional method of slope stability analysis[J]. Candian Geotechnical Journal,1989,26:679–686.
【84】Chen R H,Chameau J L. Three-dimensional limit equilibrium analysis of slopes[J]. Géotechnique,1983,33(1):31–40.
【85】Xing Zhang. Three dimensional stability analysis of concave slopes in plan view[J]. Journal of Geotechnical Engineering,ASCE,1988,114(6):658–671.
【86】Hutchison J N,Sarma S K. Discussion on three-dimensional limit equilibrium analysis of slopes[J]. Géotechnique,1985,35(2):215–216.
【87】Lam L,Fredlund D G. A general limit equilibrium model for three-dimensional slopestability analysis[J]. Candian Geotechnical Journal,1993,30:905–919.
【88】Huang C C,Tsai C C. New method for 3D and asymmetrical slope stability analysis[J]. Journal of Geotechnical and Geoenvironmental Engineering,ASCE,2000,126(10):917–927.
【89】Huang C C,Tsai C C,Chen Y H. Generalized method for three-dimensional slope stability analysis[J]. Journal of Geotechnical and Geoenvironmental Engineering,ASCE,2002,128(10):836–848.
【90】冯树仁,丰定祥,葛修润,等.边坡稳定性的三维极限平衡分析方法及应用[J].岩土工程学报,1999,21(6):657–661.
【91】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.
【92】张均锋,丁桦.边坡稳定性分析的三维极限平衡法及应用[J].岩石力学与工程学报,2005,24(3):365–370.
【93】张均锋,王思莹,祈涛.边坡稳定分析的三维Spencer法[J].岩石力学与工程学报,2005,24(19):3434–3439.
【94】曾进群,刘东燕,严春风.边坡稳定性三维极限平衡分析的新探讨及其应用[J].地下空间,2001,21(4):332–336.
【95】李同录,王艳霞,邓宏科.一种改进的三维边坡稳定性分析方法[J].岩土工程学报,2003,25(5):611–614.
【96】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.
【97】陈祖煜.土质边坡稳定分析[M].北京:中国水利水电出版社,2003.
【98】Stark T D,Eid H T. Performance of three-dimensional slope stability methods in practice[J]. Journal of Geotechnical and Geoenvironmental Engineering,ASCE,1998,124(11):1049–1060.
【99】Ducan J M. State of the art: Limit equilibrium and finite-element analysis of slopes[J]. Journal of Geotechnical Engineering,ASCE,1996,122(7):577–596.
【100】Chen Z Y,Yin J H,Wang Y J. The three-dimensional slope stability analysis: recent advances and a forward look[A]. In: Advances in Earth Structures: Research to Practice (GSP 151),Proceedings of Sessions of GeoShanghai 2006[C]. Shanghai:ASCE,2006,195(1):1–42.
【101】刘艳章,边坡与坝基抗滑稳定的矢量和分析法研究[D],博士学位论文,中科院武汉岩土力学研究所,2007.
【102】Donald I,Chen Z Y. Slope stability analysis by the upper bound approach:fundamentals and methods[J]. Canadian Geotechnical Journal,1997,34:853-862.
【103】王仁,黄文彬.塑性力学引论[M].北京:北京大学出版社,2001.
【104】郑颖人,龚晓南.岩土塑性力学基础[M].北京:中国建筑工业出版社,1989.
【105】徐干成,郑颖人.岩土工程中屈服准则应用的研究[J].岩土工程学报, 1990,12(2):93-99.
【106】吴春秋.非线性有限单元法在土体稳定分析中的理论及应用研究[博士学位论文][D].武汉:武汉大学,2004.
【107】郑宏,田斌,刘德富,等.关于有限元边坡稳定分析中安全系数的定义问题[J].岩石力学与工程学报,2005,24(13):2225–2230.
【108】Donald I B,Tan C P,Goh T C A. Stability of geomechanical structures assessed by finite element method[A]. In:Procceedings of the 2nd International Conference in Civil Engineering(in Hangzhou)[C]. Beijing:Science Press,1985. 845–856.
【109】Wright S G,Kulhawy F G,Duncan J M. Accuracy of equilibrium slope stability analysis[J]. Journal of the Soil Mechanics and Foundations Division,ASCE,1973,99(10):783–791.
【110】Yamagami T,Ueta Y. Search for critical slip lines in finite element stress fields by dynamic programming[A]. In:Swoboda G ed. Proceedings of The 6th International Conference on Numerical Methods in Geomechanics(in Innsbruck)[C]. Rotterdam:A A BALKEMA,1988,1347–1352.
【111】邵龙潭,唐洪祥,韩国城.有限元边坡稳定分析方法及其应用[J].计算力学学报,2001,18(1):81–87.
【112】邵龙潭,韩国城.堆石坝边坡稳定分析的一种方法[J].大连理工大学学报,1994,31(3):365–369.
【113】Giam S K,Donald I B. Determination of critical slip surfaces for slopes via stress-strain calculations[A]. In:Proceedings of the 5th Australia-New Zealand Conference on Geomechanics[C]. [s, n],1988. 461–464.
【114】Zou J Z,Williams D J,Xiong W L. Search for critical slip surfaces based on finite element method[J]. Candian Geotechnical Journal,1995,32:233–246.
【115】葛修润.用PC型微机对岩体工程课题进行有限元分析[A].见:第一届全国计算岩土力学研讨会论文集[C].峨嵋:西南交通大学出版社,1987. 74–85.
【116】Ge Xiurun,Feng Dingxiang,Gu Xianrong,et al. Stability and deformation analysis of complex rock foundations of several large dams and hydropower stations in China[A]. In:Yoshinaka R,Kikuchi K ed. Rock Foundation:Proceedings of International Workshop on Rock Foundation[C]. Tokyo:A A BALKEMA,1995. 243–248.
【117】Gu X R,Li J,Ge X R. Analysis of statility against sliding of a gravity dam by means of microcomputer[A]. In:Oliveria E R ed. Proceedings of International Conference on Education, Practice and Promotion of Computational Methods in Engineering Using Small Computers[C]. Guangzhou,1987,Vol 3,474–477.
【118】Zienkiewicz O C,Humpheson C,Lewis R W. Associated and non-associated visco-plasticity and plasticity in soil mechanics[J]. Géotechnique,1975,25(4):671–689.
【119】Griffiths D V. Finite element analyses of walls, footings and slopes[A]. In:Randolph M F. ed. Proceedings of Symposium on Computer Applications to Geotechnical Problems in Highway Engineering[A]. Cambridge:PM Geotechnical Analysts Ltd.,1980,122–146.
【120】Griffiths D V,Lane P A. Slope stability analysis by finite elements[J]. Géotechnique,1999,49 (3):387–403.
【121】Matsui T,San K C. Finite element slope stability analysis by shear strength reduction technique[J]. Soils and Foundations,1992,32(1):59–70.
【122】Manzari M T,Nour M A. Significance of soil dilatancy in slope stability analysis[J]. Journal of Geotechnical and Geoenvironmental Engineering,ASCE,2000,126(1):75–80.
【123】宋二祥.土工结构安全系数的有限元计算[J].岩土工程学报,1997,19(2):1–7.
【124】连镇营,韩国城,孔宪京.强度折减有限元法研究开挖边坡的稳定性[J].岩土工程学报,2001,23(4):407–411.
【125】刘金龙,栾茂田,赵少飞,等.关于强度折减有限元方法中边坡失稳判据的讨论[J].岩土力学,2005,26(8):1345–1348.
【126】栾茂田,武亚军,年廷凯.强度折减有限元法中边坡失稳的塑性区判据及其应用[J].防灾减灾工程学报,2003,23(3):1–8.
【127】郑宏,李春光,李焯芬,等.求解安全系数的有限元法[J].岩土工程学报,2002,24(5):626–628.
【128】郑颖人,赵尚毅,张鲁渝.用有限元强度折减法进行边坡稳定分析[J].中国工程科学,2002,4(10):57–61,78.
【129】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.
【130】赵尚毅,郑颖人,时卫民,等.用有限元强度折减法求边坡稳定安全系数[J].岩土工程学报,2002,24(3):343–346.
【131】张鲁渝,时卫民,郑颖人.平面应变条件下土坡稳定有限元分析[J].岩土工程学报,2002,24(4):487–490.
【132】徐千成,郑颖人.岩石工程中屈服准则应用的研究[J].岩土工程学报,1990,12(2):93–99.
【133】郑颖人,赵尚毅.岩土工程极限分析有限元法及其应用[J].土木工程学报,2005,38(1):91–98,104.
【134】郑颖人,赵尚毅,孔位学.极限分析有限元法讲座——I岩土工程极限分析有限元法[J].岩土力学,2005,26(1):163–168.
【135】赵尚毅,郑颖人,张玉芳.极限分析有限元法讲座——Ⅱ有限元强度折减法中边坡失稳的判据探讨[J].岩土力学,2005,26(2):332–336.
【136】任青文,余天堂,马良筠.三峡大坝左厂3号坝段稳定性的数值分析和试验研究,中国工程科学,1999,1(3):41–45.
【137】何江达,范景伟,张建海.百色RCC重力坝坝基稳定性数值模拟研究[J].四川联合大学学报(工程科学版),1999,3(6):1–7,12.
【138】Bolandford GE, Ingraffea AR, Ligget JA. Two dimensional stress intensity factor computation using the boundary element method[J], Int. J. Num. Methods Eng. 1981:Vol.17:387-406.
【139】Potela A. Dual boundary element incremental analysis of crack growth[D], Wessex Institute of Technology, Portsmouth University, Southampton, UK,1992.
【140】Aliabadi MH, Rooke DF. Numerical fracture mechanics[M], Southampton: Computational Mechanics Publication, Dordrecht: Klurwer Academic Publisher, 1991.
【141】Bonnet M, Maier G, Polizzotto C. Symmetric Galerkin Boundary element methods[J], Appl. Mech. Rev. 1998, Vol.51(11): 669-704.
【142】Brebbia CA, Telles JCF, Wrobel LC. Boundary element techniques: theory & applications in engineering[M], Berlin: Springer, 1984.
【143】王泳嘉,邢纪波.离散单元法及其在岩土工程中的应用[M],沈阳:东北工学院出版社,1991.
【144】Cundall, P. A.“A Computer Model for Simulating Progressive Large-Scale Movements in Blocky Rock Systems,”in Proceedings of the Symposium of the International Society for Rock Mechanics (Nancy, France, 1971), Vol. 1, Paper No. II-8, 1971.
【145】Itasca Consulting Group, Inc. UDEC (Universal Distinct Element Code), Version 4.0. Minneapolis: ICG, 2004.
【146】Itasca Consulting Group, Inc. 3DEC (3-Dimensional Distinct Element Code), Version 3.0. Minneapolis: ICG, 2003.
【147】Shi G H , Goodman R E.Two-dimensional discontinuous deformation analysis[J].Int.J.for Numerical and Analytical Methods in Geomechanics,1985,9:541–556.
【148】石根华.块体系统不连续变形数值分析新方法[M].任放译.北京:科学出版社,1993.
【149】石根华.数值流形方法与非连续变形分析[M].裴觉民译.北京:清华大学出版社,1997.
【150】Cundall, P. A.“Distinct Element Models of Rock and Soil Structure,”in Analytical and Computational Methods in Engineering Rock Mechanics, Ch. 4, pp. 129-163. E. T. Brown, Ed. London: Allen & Unwin., 1987.
【151】Bathe, K. J., and E. L.Wilson. Numerical Methods in Finite Element Analysis. Englewood Cliffs: Prentice-Hall, Inc., 1976.
【152】Marti, J., and P. Cundall.“Mixed Discretization Procedure for Accurate Modelling of Plastic Collapse,”Int. J. Num. & Analy. Methods in Geomech., 6, 129-139, 1982.
【153】Nagtegaal, J. C., D. M. Parks and J. R. Rice.“On Numerically Accurate Finite Element Solutions in the Fully Plastic Range,”Comp. Meth. Appl. Mech. & Eng., 4, 153-177, 1974.
【154】Press, W. H., B. P. Flannery, S. A. Teukolsky and W. T. Vetterling. Numerical Recipes: The Art of Scientific Computing. Cambridge: Cambridge University Press, 1986.
【155】Itasca Consulting Group, Inc. FLAC (Fast Lagrangian Analysis of Continua), Version 4.0. Minneapolis: ICG, 2002.
【156】Shi G H. Modeling rock joints and blocks by manifold method[A]. Proceedings of 32nd U.S. Symposium on Rock Mechanics[C]. New Mexico: Santa Fe, 1992. 639-648.
【157】Guangqi Chen, Yuzo Ohnishi, Takahiro Ito. Development of highorder manifold method[J]. International Journal for Numerical Methods in Engineering, 1998, 43(4):685-712.
【158】Ming Lu. High-order manifold method with simplex integration[A]. Fifth International Conference on Analysis of Discontinuous Deformation[C]. Israel: Beer Sheva, 2002. 75-83.
【159】张湘伟,蔡永昌,廖林灿.数值流形方法物理覆盖系统的自动剖分[J].重庆大学学报, 2000, 23(1): 28-32.
【160】Nayroles B. Touzot G. and Villon F., Generalizing the finite element methods: diffuse approximation and diffuse element[J], Comput. Mech., 1992,10:307-318.
【161】Element-free Galerkin Methods[J], Int. J. for Num. Methods in Engrg., 1994,37:229-256.
【162】Lu Y.Y., Belytschko T. and Gu L., A new implementation of the element-free Galerkin method[J], Comput. Methods Appl. Mech. Engrg. 1994,113:397-414.
【163】周维垣,寇晓东,无单元法及其工程应用[J],力学学报,1998,30(2):193-201.
【164】寇晓东,周维垣,应用无单元法追踪裂纹扩展[J],岩石力学与工程学报,2000,19(1):18-23.
【165】秦四清.顺层斜坡失稳的突变理论分析.中国地质灾害与防治学报,1993 ,4(1) :38～45
【166】秦四清.滑坡灾害时间预报理论.工程地质研究进展,成都:西南交通大学出版社,1993
【167】黄润秋,许强.突变理论在工程地质中的应用.工程地质学报,1993,1(1):65～73
【168】Weiya Xu & J . F. Shao (1998) . Feedback design methodology and artificial neural network theory application in rock slope engineering. Computer Methods and Advances in Geomechanics. Vol. 4pp:2569～2576. A. A. Balkema. Rotter dam.
【169】张德政.用神经网络评价边坡稳定性.水文地质工程地质,1997(1) :1～4
【170】祝玉学,边坡可靠性分析[M],冶金工业出版社,1993.
【171】谭晓慧,边坡稳定分析的模糊概率法[J],合肥工业大学学报(自然科学版),2001, Vol24(3):442-446.
【172】National Research Council. Probabilistic methods in geotechnical engineering[C]. Committee on reliability methods for risk mitigation in geotechnical engineering, geotechnical board and board on energy and environmental systems commission on engineering and technical systems,1995.
【173】Low B K. Practical probabilitc approach using spreadsheet [J ]. Proc Uncertainty in Geologic Environment :from Theory to Practice ,ASCE Geotech Spec Publ ,1996 ,58(2) :1284 - 1302.
【174】Low B K , Tang W H. Efficient reliability evaluation using spreadsheet[J ].Journal of Engineering Mechanics ,ASCE, 1997,123 :749 - 752.
【175】Low B K ,Gilbert R B ,et al. Slope reliability analysis using generalizedmethod of slices[J ].Journal of Geotechnical and Geoenvironmental Engineering ,1998 ,124(4) :350 - 362.
【176】Cuhowdhury R N. Recent developments in landslide studies: probabilistic method, state of the art[A].4th International Symposium on Landslides.Toronto,1982.209~228.
【177】Tabba, M.M. Deterministic versus risk analysis of slope stability[A]. 4th International Symposium on Landslides.Toronto,1982.491~498.
【178】Duncan , J. M. Factors of safety and reliability in geotechnical engineering[J].Journal of Geotechnical and Geoenvironmental Engineering ,2000.Vol.126,No.4.
【179】肖专文,张奇志,梁力.遗传进化算法在边坡稳定分析中的应用[J].岩土工程学报,1998,20(1):44246.
【180】Anthony T G. Genetical gorithm search for critical slip surface in multiple wedge stability analysis [J].Can.Geotech.J.,1999,Vol.36:382-391.
【181】江志安,于占忠,王文胜.边坡稳定分析的技术探讨[J],水运工程,2003, 总351期2003年第4期:19-24.
【182】时卫民,郑颖人.滑坡稳定性评价方法的探讨[J1岩土力学,2003, 24(4): 545-548.
【2】钱家欢,殷宗泽.土工原理与计算(第二版)[M].北京:中国水利水电出版社,1996.
【3】Hoek E and Bray J W.岩石边坡工程,北京:冶金工业出版社,1981.
【4】陈祖煜,边坡稳定分析的极限平衡法[博士学位论文].清华大学,1991.
【5】陈祖煜.土质边坡稳定分析—原理·方法.程序[M].北京:中国水利水电出版社.2003. 80-81.
【6】中华人民共和国建设部、岩土工程勘察规范(GB 50021-2001)[S],北京:中国建筑工业出版社,2002.
【7】潘家铮,建筑物的抗滑稳定和滑坡分析[M]北京:水利出版社,1980.30—33.
【8】崔政权,李宁.边坡工程——理论与实践最新发展[M].北京:中国水利水电出版社,1999年12月.
【9】李功伯,谢建清.滑坡稳定性分析与工程治理[M].北京:地震出社,1997. 10
【10】张有天主编.岩石高边坡的变形与稳定[M].北京:中国水利水电出版社,1999. 4
【11】何满朝,露天矿高边坡工程[M],煤炭工业出版社,1991.
【12】刘传正,环境工程地质学导论[M],地质出版社,1995.
【13】贾金生.以可持续、更加绿色的方式发展水电[EB/OL]. http://www. waterinfo.com.cn/ssyj-1/shuiliyuxiaokang/200702020008.htm,2007-2-9.
【14】米舒克著,王什译.独联体各国21世纪水电的发展和任务(上)[EB/OL]. http://www.hwcc.com.cn/newsdisplay/newsdisplay.asp?Id=131921,2005-7-20.
【15】齐中熙.我国发电装机总容量已居世界第二[N].经济日报,2007-4-6(5).
【16】中国科学院武汉岩体土力学研究所.岩质边坡稳定性的试验研究与计算方法[M]. 北京:科学出版社,1981.
【17】Mencl V. Mechanics of landslides with non-circular slip surfaces with special reference to the Vaiont slide[J]. Géotechnique,1966,16(4):329–337.
【18】周维垣.高等岩石力学[M].水利水电出版社,1989.
【19】黄润秋. 20世纪以来中国的大型滑坡及其发生机制[J].岩石力学与工程学报,2007,26(3):433–454.
【20】傅冰骏.岩石力学研究的现状和未来[EB/OL]. http://www.sciei.com /Article/ write/civil/ 200512/Article_2948_2.html,2005-12-7.
【21】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.
【22】孙玉科,古迅.赤平极射投影在岩体工程地质力学中的应用[M].北京:科学出版社,1980.
【23】孙玉科,牟会宠,姚宝魁.边坡岩体稳定性分析[M].北京:科学出版社,1988.
【24】Taylor D W. Stability of earth slope. Journal of Boston Society of Civil Engineers , 1937,24:197~246.
【25】Bishop A W, Morgenstern N. Stability coefficients for earth slopes. Geotechnique , 1960,10(4):129~150.
【26】Morgenstern N. Stability charts for earth slopes during rapid rundown. Geotechnique, 1963,13(2):121~131.
【27】Spencer E. Amethod of analysis of the stability of embankments assuming parallel inter-slice force. Geotechnique, 1967,17(1):11~26.
【28】杨志法,尚彦军,刘英.关于岩土工程类比法的研究[J].工程地质学报,1997,5(4):299–305.
【29】张金山,袁绍国,雷化南.露天矿边坡稳定性分析专家系统[J].中国矿业,1995,4(3):57–62.
【30】夏元友,朱瑞赓.边坡稳定性分析专家系统研制[J].灾害学,1997,12(4):10–14.
【31】Hassan Ahmed Mohamed. A practical approach to combined probabilistic analysis of slope stability and seepage problems[PhD thesis][D]. East Lansing:Michigan State University,1998.
【32】Alonso E E. Risk analysis of slopes and its application to slopes in Canadian sensitive clays[J]. Géotechnique,1976,26(3):453–472.
【33】Chowdhury R N,Tang W H,Sidi I. Reliabilistic model of progressive failure of slopes[J]. Géotechnique,1987,37(4):467–481.
【34】谭晓慧.边坡稳定分析的模糊概率法[J].合肥工业大学学报(自然科学版),2001,24(3):442–446.
【35】谢全敏,夏元友.岩体边坡治理决策的模糊层次分析方法研究[J].岩石力学与工程学报,2003,22(7):1117–1120.
【36】夏元友.系统加权聚类法及其在滑坡稳定性预测中的应用[J].自然灾害学报,1997,6(3):85–91.
【37】Xie Quanmin,Zhu Ruigeng. Grey classification for evaluating the stability of dangerous rock—block masses[J]. Journal of Wuhan University of Technology(Materials Science),2000,15(1):73–77.
【38】夏元友.滑坡灰色系统预测模型及其应用[J].自然灾害学报,1995,4(1):74–78.
【39】林跃忠,王铁成,王来,等.三峡工程高边坡的稳定性分析[J].天津大学学报,2005,38(10):936–940.
【40】夏元友,熊海丰.边坡稳定性影响因素敏感性人工神经网络分析[J].岩石力学与工程学报,2004,23(16):2703–2707.
【41】夏元友,朱瑞赓.边坡工程集成式智能辅助决策系统研究[J].自然灾害学报,1995,4(1):88–91.
【42】夏元友,朱瑞赓,李新平.基于神经网络的岩质边坡稳定性评估系统研究[J].自然灾害学报,1996,5(2):98–104.
【43】谢全敏,夏元友.基于遗传算法的边坡稳定性评价的动态聚类法[J].岩土力学,2002,23(2):170–173.
【44】冯夏庭,王泳嘉,卢世宗.边坡稳定性的神经网络估计[J].工程地质学报,1995,3(4):54–61.
【45】冯夏庭,王泳嘉.人工智能在矿山岩体边坡工程中应用[J].化工矿山技术,1995,24(1):1–3,12.
【46】冯夏庭,张治强.三峡永久船闸高边坡开挖变形智能预测[J].辽宁工程技术大学学报(自然科学版),1999,18(5):463–465.
【47】冯夏庭,王泳嘉,丁恩保.智能化的边坡稳定性分析方法[J].东北大学学报(自然科学版),1995,16(5):453–457.
【48】莫海鸿,唐超宏,刘少跃.应用模式搜索法寻找最危险滑动圆弧[J].岩土工程学报,1999,21(3):696-699.
【49】Arai K,Tagyo K. Determination of noncircular slip surface giving the minimum factor of safety In slope stability analysis[J]. soils and Foundations,1985.25(1):43-51.
【50】Boutru P E,Lovell C W. Search technical in slope stability analysis[J],Engineering Geotechnical,1980,16(l):51-61.
【51】Siegel R A,Kovacs W D,lovell C W. Random surface generation in stability analysis[J].J.Geotech. Engng ASCE,1981,107(7):996-1002.
【52】Greco V R. Effcient Monte-Carlo technique for locating critical slip surface[J], J.Geotech. Engng.,ASCE,1996,122(7):517-525.
【53】Abdallah I H, Waleed F H, Sarada K S. Global search method for locating general slip surface using Monte-Carlo Techniques[J],J. of Geotech and Geo-enviro. Engng, ASCE; 2001, vol127:688-698.
【54】马忠政,祁红卫,侯学渊.边坡稳定验算中全面搜索的一种新方法[J].岩土力学,2000,21(3):256-259.
【55】Nguyen V U, Determination of critical slope failure surface[J]. J. Geotech. Engng., ASCE, 1985,111(2):238-250.
【56】DeNatale J S, Raped identification of critical slip surface: structure[J]. J. Geotech. Engng., ASCE,1991,177(10):1,568-589.
【57】Li K S, White W. Rapid evaluation of the critical surface in slope stability problems [J].Int. J. for Numer. And Anal. Meth.In Geomech.,1987,11(5):449-473.
【58】Morgenstern,N.R.,and Price,V.E.,1965.The Analysis of the Stability of General Slip Surfaces.Geotechnique,Vol.15,pp.79-93.
【59】Chen Z Y, Morgenstern N R.1983. Extensions to the generalized method of slices for stability analysis[J]. Canadian Geotechnical Journal,20(1):104～109.
【60】朱大勇,钱七虎.严格极限平衡条分法框架下的边坡临界滑动场[J].土木工程学报,2000,33(5):68–74.
【61】ZHU D Y,LEE C F,JIANG H D.Generalized framework of limit equilibrium methods for slope stability analysis[J].Geotechnique,2003,53(4):377–395.
【62】Lee W A,Lee T,Sharma S,et al.Slope Stability and Stabilization Methods[M].New York:Wiley-Interscience Publication,1996.
【63】CORREIA R M.A limit equilibrium method of slope stability analysis[C]//Proceedings of the 5th International Symposium on Landslides.Lausanne:[s.n.],1988:595–598.
【64】邵龙潭,唐洪祥,韩国城.有限元边坡稳定分析方法及其应用[J],计算力学学报2001,Vol.18(1):81-87.
【65】Zienkiewicz O C, Humpeson C, Lewis R W. Associated and non-associated visco-plasticity in soil mechanics[J]. Geotechnique,1975,25(4):671-689.
【66】Ugai K A. Method of calculation of total factor of safety of slopes by elaso-plastic FEM[J]. Soil and Foundation,1989,29(2):190-195.
【67】Griffiths D V, Lane P A. Slope stability analysis by finite element[J]. Geotechnique,1999, 49(3):387-403.
【68】朱大勇、邓建辉、台佳佳.简化Bishop法严格性的论证,岩石力学与工程学报,2007(3):455-458.
【69】林丽,杨明成,郑颖人.基于力平衡的安全系数统一求解格式[J],岩土力学,2005,Supp:279-282.
【70】杨明成,郑颖人.基于严格平衡的安全系数统一求解格式[J],岩土力学,2004,Vol25(10):1565-1568.
【71】杨明成.边坡稳定性分析的条分法及临界滑动面的确定[博士学位论文D].重庆:后勤工程学院,2003.
【72】戴自航,沈蒲生.土坡稳定分析普遍极限平衡法的数值解研究[J],岩土工程学报,2002,Vol24(3):327-331.
【73】戴自航,沈蒲生.圆弧滑面滑坡推力的数值解研究[J],地质与勘探,2004,Vol40(3):93-96.
【74】戴自航,卢才金.边坡失稳机理的力学解释[J],岩土工程学报,2006,Vol28(10):1191-1197.
【75】Ching, R. K. H., and Fredlund, D. G. 1983.“Some Difficulties Associated with the Limit Equilibrium Method of Slices,”Canadian Geotechnical Journal, Vol 20, No. 4, pp 661- 672.
【76】Fredlund D G, Krahn J. Comparison of slope stability methods of analysis[J].Can. Geotech. J., 1977, 14(3): 429～439.
【77】Espinoza R D, Bourdeau P L, Muhunthan B. General framework for stability of slopes[J]. Geotechnique, 1992,42(4): 603-615.
【78】Espinoza R D, Bourdeau P L, Muhunthan B. Unified formulation for analysis of slopes with general slip surface[J]. Journal of Geotechnieal Engineering,American Society of Civil Engineering. 1994, 120(7):1 185-1 204.
【79】丁桦,张均锋,郑哲敏.关于边坡稳定分析的通用条分法的探讨(理论分析部分)[J],岩石力学与工程学报,2004,Vol23(21):3684～3688.
【80】黄梦宏,丁桦.边坡稳定性分析极限平衡法的简化条件[J],岩石力学与工程学报,2006,Vol25(12):2529～2536.
【81】郑宏,谭国焕,刘德富.边坡稳定性分析的无条分法[J],岩土力学,2007,Vol28(7):1287-1291.
【82】Hungr O. An extension of Bishop’s simplified method of slope stability analysis to three dimensions[J]. Géotechnique,1987,37(1):113–117.
【83】Hungr O,Salgado F M,Byrne P M. Evaluation of a three-dimensional method of slope stability analysis[J]. Candian Geotechnical Journal,1989,26:679–686.
【84】Chen R H,Chameau J L. Three-dimensional limit equilibrium analysis of slopes[J]. Géotechnique,1983,33(1):31–40.
【85】Xing Zhang. Three dimensional stability analysis of concave slopes in plan view[J]. Journal of Geotechnical Engineering,ASCE,1988,114(6):658–671.
【86】Hutchison J N,Sarma S K. Discussion on three-dimensional limit equilibrium analysis of slopes[J]. Géotechnique,1985,35(2):215–216.
【87】Lam L,Fredlund D G. A general limit equilibrium model for three-dimensional slopestability analysis[J]. Candian Geotechnical Journal,1993,30:905–919.
【88】Huang C C,Tsai C C. New method for 3D and asymmetrical slope stability analysis[J]. Journal of Geotechnical and Geoenvironmental Engineering,ASCE,2000,126(10):917–927.
【89】Huang C C,Tsai C C,Chen Y H. Generalized method for three-dimensional slope stability analysis[J]. Journal of Geotechnical and Geoenvironmental Engineering,ASCE,2002,128(10):836–848.
【90】冯树仁,丰定祥,葛修润,等.边坡稳定性的三维极限平衡分析方法及应用[J].岩土工程学报,1999,21(6):657–661.
【91】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.
【92】张均锋,丁桦.边坡稳定性分析的三维极限平衡法及应用[J].岩石力学与工程学报,2005,24(3):365–370.
【93】张均锋,王思莹,祈涛.边坡稳定分析的三维Spencer法[J].岩石力学与工程学报,2005,24(19):3434–3439.
【94】曾进群,刘东燕,严春风.边坡稳定性三维极限平衡分析的新探讨及其应用[J].地下空间,2001,21(4):332–336.
【95】李同录,王艳霞,邓宏科.一种改进的三维边坡稳定性分析方法[J].岩土工程学报,2003,25(5):611–614.
【96】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.
【97】陈祖煜.土质边坡稳定分析[M].北京:中国水利水电出版社,2003.
【98】Stark T D,Eid H T. Performance of three-dimensional slope stability methods in practice[J]. Journal of Geotechnical and Geoenvironmental Engineering,ASCE,1998,124(11):1049–1060.
【99】Ducan J M. State of the art: Limit equilibrium and finite-element analysis of slopes[J]. Journal of Geotechnical Engineering,ASCE,1996,122(7):577–596.
【100】Chen Z Y,Yin J H,Wang Y J. The three-dimensional slope stability analysis: recent advances and a forward look[A]. In: Advances in Earth Structures: Research to Practice (GSP 151),Proceedings of Sessions of GeoShanghai 2006[C]. Shanghai:ASCE,2006,195(1):1–42.
【101】刘艳章,边坡与坝基抗滑稳定的矢量和分析法研究[D],博士学位论文,中科院武汉岩土力学研究所,2007.
【102】Donald I,Chen Z Y. Slope stability analysis by the upper bound approach:fundamentals and methods[J]. Canadian Geotechnical Journal,1997,34:853-862.
【103】王仁,黄文彬.塑性力学引论[M].北京:北京大学出版社,2001.
【104】郑颖人,龚晓南.岩土塑性力学基础[M].北京:中国建筑工业出版社,1989.
【105】徐干成,郑颖人.岩土工程中屈服准则应用的研究[J].岩土工程学报, 1990,12(2):93-99.
【106】吴春秋.非线性有限单元法在土体稳定分析中的理论及应用研究[博士学位论文][D].武汉:武汉大学,2004.
【107】郑宏,田斌,刘德富,等.关于有限元边坡稳定分析中安全系数的定义问题[J].岩石力学与工程学报,2005,24(13):2225–2230.
【108】Donald I B,Tan C P,Goh T C A. Stability of geomechanical structures assessed by finite element method[A]. In:Procceedings of the 2nd International Conference in Civil Engineering(in Hangzhou)[C]. Beijing:Science Press,1985. 845–856.
【109】Wright S G,Kulhawy F G,Duncan J M. Accuracy of equilibrium slope stability analysis[J]. Journal of the Soil Mechanics and Foundations Division,ASCE,1973,99(10):783–791.
【110】Yamagami T,Ueta Y. Search for critical slip lines in finite element stress fields by dynamic programming[A]. In:Swoboda G ed. Proceedings of The 6th International Conference on Numerical Methods in Geomechanics(in Innsbruck)[C]. Rotterdam:A A BALKEMA,1988,1347–1352.
【111】邵龙潭,唐洪祥,韩国城.有限元边坡稳定分析方法及其应用[J].计算力学学报,2001,18(1):81–87.
【112】邵龙潭,韩国城.堆石坝边坡稳定分析的一种方法[J].大连理工大学学报,1994,31(3):365–369.
【113】Giam S K,Donald I B. Determination of critical slip surfaces for slopes via stress-strain calculations[A]. In:Proceedings of the 5th Australia-New Zealand Conference on Geomechanics[C]. [s, n],1988. 461–464.
【114】Zou J Z,Williams D J,Xiong W L. Search for critical slip surfaces based on finite element method[J]. Candian Geotechnical Journal,1995,32:233–246.
【115】葛修润.用PC型微机对岩体工程课题进行有限元分析[A].见:第一届全国计算岩土力学研讨会论文集[C].峨嵋:西南交通大学出版社,1987. 74–85.
【116】Ge Xiurun,Feng Dingxiang,Gu Xianrong,et al. Stability and deformation analysis of complex rock foundations of several large dams and hydropower stations in China[A]. In:Yoshinaka R,Kikuchi K ed. Rock Foundation:Proceedings of International Workshop on Rock Foundation[C]. Tokyo:A A BALKEMA,1995. 243–248.
【117】Gu X R,Li J,Ge X R. Analysis of statility against sliding of a gravity dam by means of microcomputer[A]. In:Oliveria E R ed. Proceedings of International Conference on Education, Practice and Promotion of Computational Methods in Engineering Using Small Computers[C]. Guangzhou,1987,Vol 3,474–477.
【118】Zienkiewicz O C,Humpheson C,Lewis R W. Associated and non-associated visco-plasticity and plasticity in soil mechanics[J]. Géotechnique,1975,25(4):671–689.
【119】Griffiths D V. Finite element analyses of walls, footings and slopes[A]. In:Randolph M F. ed. Proceedings of Symposium on Computer Applications to Geotechnical Problems in Highway Engineering[A]. Cambridge:PM Geotechnical Analysts Ltd.,1980,122–146.
【120】Griffiths D V,Lane P A. Slope stability analysis by finite elements[J]. Géotechnique,1999,49 (3):387–403.
【121】Matsui T,San K C. Finite element slope stability analysis by shear strength reduction technique[J]. Soils and Foundations,1992,32(1):59–70.
【122】Manzari M T,Nour M A. Significance of soil dilatancy in slope stability analysis[J]. Journal of Geotechnical and Geoenvironmental Engineering,ASCE,2000,126(1):75–80.
【123】宋二祥.土工结构安全系数的有限元计算[J].岩土工程学报,1997,19(2):1–7.
【124】连镇营,韩国城,孔宪京.强度折减有限元法研究开挖边坡的稳定性[J].岩土工程学报,2001,23(4):407–411.
【125】刘金龙,栾茂田,赵少飞,等.关于强度折减有限元方法中边坡失稳判据的讨论[J].岩土力学,2005,26(8):1345–1348.
【126】栾茂田,武亚军,年廷凯.强度折减有限元法中边坡失稳的塑性区判据及其应用[J].防灾减灾工程学报,2003,23(3):1–8.
【127】郑宏,李春光,李焯芬,等.求解安全系数的有限元法[J].岩土工程学报,2002,24(5):626–628.
【128】郑颖人,赵尚毅,张鲁渝.用有限元强度折减法进行边坡稳定分析[J].中国工程科学,2002,4(10):57–61,78.
【129】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.
【130】赵尚毅,郑颖人,时卫民,等.用有限元强度折减法求边坡稳定安全系数[J].岩土工程学报,2002,24(3):343–346.
【131】张鲁渝,时卫民,郑颖人.平面应变条件下土坡稳定有限元分析[J].岩土工程学报,2002,24(4):487–490.
【132】徐千成,郑颖人.岩石工程中屈服准则应用的研究[J].岩土工程学报,1990,12(2):93–99.
【133】郑颖人,赵尚毅.岩土工程极限分析有限元法及其应用[J].土木工程学报,2005,38(1):91–98,104.
【134】郑颖人,赵尚毅,孔位学.极限分析有限元法讲座——I岩土工程极限分析有限元法[J].岩土力学,2005,26(1):163–168.
【135】赵尚毅,郑颖人,张玉芳.极限分析有限元法讲座——Ⅱ有限元强度折减法中边坡失稳的判据探讨[J].岩土力学,2005,26(2):332–336.
【136】任青文,余天堂,马良筠.三峡大坝左厂3号坝段稳定性的数值分析和试验研究,中国工程科学,1999,1(3):41–45.
【137】何江达,范景伟,张建海.百色RCC重力坝坝基稳定性数值模拟研究[J].四川联合大学学报(工程科学版),1999,3(6):1–7,12.
【138】Bolandford GE, Ingraffea AR, Ligget JA. Two dimensional stress intensity factor computation using the boundary element method[J], Int. J. Num. Methods Eng. 1981:Vol.17:387-406.
【139】Potela A. Dual boundary element incremental analysis of crack growth[D], Wessex Institute of Technology, Portsmouth University, Southampton, UK,1992.
【140】Aliabadi MH, Rooke DF. Numerical fracture mechanics[M], Southampton: Computational Mechanics Publication, Dordrecht: Klurwer Academic Publisher, 1991.
【141】Bonnet M, Maier G, Polizzotto C. Symmetric Galerkin Boundary element methods[J], Appl. Mech. Rev. 1998, Vol.51(11): 669-704.
【142】Brebbia CA, Telles JCF, Wrobel LC. Boundary element techniques: theory & applications in engineering[M], Berlin: Springer, 1984.
【143】王泳嘉,邢纪波.离散单元法及其在岩土工程中的应用[M],沈阳:东北工学院出版社,1991.
【144】Cundall, P. A.“A Computer Model for Simulating Progressive Large-Scale Movements in Blocky Rock Systems,”in Proceedings of the Symposium of the International Society for Rock Mechanics (Nancy, France, 1971), Vol. 1, Paper No. II-8, 1971.
【145】Itasca Consulting Group, Inc. UDEC (Universal Distinct Element Code), Version 4.0. Minneapolis: ICG, 2004.
【146】Itasca Consulting Group, Inc. 3DEC (3-Dimensional Distinct Element Code), Version 3.0. Minneapolis: ICG, 2003.
【147】Shi G H , Goodman R E.Two-dimensional discontinuous deformation analysis[J].Int.J.for Numerical and Analytical Methods in Geomechanics,1985,9:541–556.
【148】石根华.块体系统不连续变形数值分析新方法[M].任放译.北京:科学出版社,1993.
【149】石根华.数值流形方法与非连续变形分析[M].裴觉民译.北京:清华大学出版社,1997.
【150】Cundall, P. A.“Distinct Element Models of Rock and Soil Structure,”in Analytical and Computational Methods in Engineering Rock Mechanics, Ch. 4, pp. 129-163. E. T. Brown, Ed. London: Allen & Unwin., 1987.
【151】Bathe, K. J., and E. L.Wilson. Numerical Methods in Finite Element Analysis. Englewood Cliffs: Prentice-Hall, Inc., 1976.
【152】Marti, J., and P. Cundall.“Mixed Discretization Procedure for Accurate Modelling of Plastic Collapse,”Int. J. Num. & Analy. Methods in Geomech., 6, 129-139, 1982.
【153】Nagtegaal, J. C., D. M. Parks and J. R. Rice.“On Numerically Accurate Finite Element Solutions in the Fully Plastic Range,”Comp. Meth. Appl. Mech. & Eng., 4, 153-177, 1974.
【154】Press, W. H., B. P. Flannery, S. A. Teukolsky and W. T. Vetterling. Numerical Recipes: The Art of Scientific Computing. Cambridge: Cambridge University Press, 1986.
【155】Itasca Consulting Group, Inc. FLAC (Fast Lagrangian Analysis of Continua), Version 4.0. Minneapolis: ICG, 2002.
【156】Shi G H. Modeling rock joints and blocks by manifold method[A]. Proceedings of 32nd U.S. Symposium on Rock Mechanics[C]. New Mexico: Santa Fe, 1992. 639-648.
【157】Guangqi Chen, Yuzo Ohnishi, Takahiro Ito. Development of highorder manifold method[J]. International Journal for Numerical Methods in Engineering, 1998, 43(4):685-712.
【158】Ming Lu. High-order manifold method with simplex integration[A]. Fifth International Conference on Analysis of Discontinuous Deformation[C]. Israel: Beer Sheva, 2002. 75-83.
【159】张湘伟,蔡永昌,廖林灿.数值流形方法物理覆盖系统的自动剖分[J].重庆大学学报, 2000, 23(1): 28-32.
【160】Nayroles B. Touzot G. and Villon F., Generalizing the finite element methods: diffuse approximation and diffuse element[J], Comput. Mech., 1992,10:307-318.
【161】Element-free Galerkin Methods[J], Int. J. for Num. Methods in Engrg., 1994,37:229-256.
【162】Lu Y.Y., Belytschko T. and Gu L., A new implementation of the element-free Galerkin method[J], Comput. Methods Appl. Mech. Engrg. 1994,113:397-414.
【163】周维垣,寇晓东,无单元法及其工程应用[J],力学学报,1998,30(2):193-201.
【164】寇晓东,周维垣,应用无单元法追踪裂纹扩展[J],岩石力学与工程学报,2000,19(1):18-23.
【165】秦四清.顺层斜坡失稳的突变理论分析.中国地质灾害与防治学报,1993 ,4(1) :38～45
【166】秦四清.滑坡灾害时间预报理论.工程地质研究进展,成都:西南交通大学出版社,1993
【167】黄润秋,许强.突变理论在工程地质中的应用.工程地质学报,1993,1(1):65～73
【168】Weiya Xu & J . F. Shao (1998) . Feedback design methodology and artificial neural network theory application in rock slope engineering. Computer Methods and Advances in Geomechanics. Vol. 4pp:2569～2576. A. A. Balkema. Rotter dam.
【169】张德政.用神经网络评价边坡稳定性.水文地质工程地质,1997(1) :1～4
【170】祝玉学,边坡可靠性分析[M],冶金工业出版社,1993.
【171】谭晓慧,边坡稳定分析的模糊概率法[J],合肥工业大学学报(自然科学版),2001, Vol24(3):442-446.
【172】National Research Council. Probabilistic methods in geotechnical engineering[C]. Committee on reliability methods for risk mitigation in geotechnical engineering, geotechnical board and board on energy and environmental systems commission on engineering and technical systems,1995.
【173】Low B K. Practical probabilitc approach using spreadsheet [J ]. Proc Uncertainty in Geologic Environment :from Theory to Practice ,ASCE Geotech Spec Publ ,1996 ,58(2) :1284 - 1302.
【174】Low B K , Tang W H. Efficient reliability evaluation using spreadsheet[J ].Journal of Engineering Mechanics ,ASCE, 1997,123 :749 - 752.
【175】Low B K ,Gilbert R B ,et al. Slope reliability analysis using generalizedmethod of slices[J ].Journal of Geotechnical and Geoenvironmental Engineering ,1998 ,124(4) :350 - 362.
【176】Cuhowdhury R N. Recent developments in landslide studies: probabilistic method, state of the art[A].4th International Symposium on Landslides.Toronto,1982.209~228.
【177】Tabba, M.M. Deterministic versus risk analysis of slope stability[A]. 4th International Symposium on Landslides.Toronto,1982.491~498.
【178】Duncan , J. M. Factors of safety and reliability in geotechnical engineering[J].Journal of Geotechnical and Geoenvironmental Engineering ,2000.Vol.126,No.4.
【179】肖专文,张奇志,梁力.遗传进化算法在边坡稳定分析中的应用[J].岩土工程学报,1998,20(1):44246.
【180】Anthony T G. Genetical gorithm search for critical slip surface in multiple wedge stability analysis [J].Can.Geotech.J.,1999,Vol.36:382-391.
【181】江志安,于占忠,王文胜.边坡稳定分析的技术探讨[J],水运工程,2003, 总351期2003年第4期:19-24.
【182】时卫民,郑颖人.滑坡稳定性评价方法的探讨[J1岩土力学,2003, 24(4): 545-548.
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