基于滑面正应力修正的极限平衡法的研究现状
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摘要
基于滑面正应力修正的极限平衡法是近年来发展起来的一种边坡稳定性分析方法,具有良好的发展潜力。在已有工作的基础上,对该方法的研究成果作了系统的归纳总结,主要包括基本理论的建立和完善、二维与三维极限平衡研究和典型工程应用等三大方面。同时介绍了借助该方法的基本原理在加固边坡的稳定性、三维边坡滑带强度参数的反演分析、地震作用下的三维边坡稳定性评价、三维边坡稳定性分析中的端部效应等方面取得的进展。最后,对该课题的研究不足和下阶段的研究方向进行了阐述。
As a new type of slope stability analysis,the limit equilibrium method by modifying normal stresses over slip surface has a distinct advantage.The research results were analyzed and summarized in detail based on previous work,which were classified into three kinds: established and completed the basic theory,two-dimensional and three-dimensional limit equilibrium method,and some typical engineering applications.This paper also reviewed stability analysis of slope reinforced,3D back analysis on shear strength parameters of slip soil,stability analysis of 3D slope under earthquake action,and analysis of three-dimensional end effects of slopes,which based on the basic concept of the limit equilibrium method by modifying normal stresses over slip surface.Finally,some deficiencies in this study were discussed and suggestions were made for the further studies.
As a new type of slope stability analysis,the limit equilibrium method by modifying normal stresses over slip surface has a distinct advantage.The research results were analyzed and summarized in detail based on previous work,which were classified into three kinds: established and completed the basic theory,two-dimensional and three-dimensional limit equilibrium method,and some typical engineering applications.This paper also reviewed stability analysis of slope reinforced,3D back analysis on shear strength parameters of slip soil,stability analysis of 3D slope under earthquake action,and analysis of three-dimensional end effects of slopes,which based on the basic concept of the limit equilibrium method by modifying normal stresses over slip surface.Finally,some deficiencies in this study were discussed and suggestions were made for the further studies.
引文
[1]钱德玲.土力学[M].北京:中国建筑工业出版社,2009.
[2]Bell J M.General Slope Stability Analysis[J].Journal of the SoilMechanics and Foundations Division,ASCE,1968,94(SM6):1253-1270.
[3]Zhu D Y,Lee C F.Explicit Limit Equilibrium Solution for SlopeStability[J].International Journal for Numerical and AnalyticalMethods in Geomechanics,2002,26(15):1573-1590.
[4]朱大勇,李焯芬,姜弘道,等.基于滑面正应力修正的边坡安全系数解答[J].岩石力学与工程学报,2004,23(16):2788-2791.
[5]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,2007,28(7):1285-1290.
[6]朱大勇,钱七虎.三维边坡严格与准严格极限平衡解答及工程应用[J].岩石力学与工程学报,2007,26(8):1513-1528.
[7]郑宏.严格三维极限平衡法[J].岩石力学与工程学报,2007,26(8):1529-1537.
[8]Yang H J,Wang J H,Liu Y Q.A New Approach for the SlopeStability Analysis[J].Mechanics Research Communications,2001,28(6):653-669.
[9]杨明成.一般条分法的安全系数显示解[J].岩土力学,2004,25(S2):568-573.
[10]朱大勇,卢坤林,台佳佳,等.基于数值应力场的极限平衡法及工程应用[J].岩石力学与工程学报,2009,28(10):1969-1975.
[11]卢坤林,朱大勇.边坡滑面正应力构成及分布模式选择[R].合肥:合肥工业大学,2011.
[12]Duncan J M.State of the Art:Limit Equilibrium and FiniteElement Analysis of Slope[J].Journal of GeotechnicalEngineering,ASCE,1996,122(7):577-596.
[13]朱大勇.极限平衡法的显示解与统一格式[R].南京:河海大学,2002.
[14]刘华丽,朱大勇,钱七虎,等.滑面正应力分布对边坡安全系数的影响[J].岩石力学与工程学报,2006,25(7):1323-1330.
[15]刘华丽,朱大勇,刘德富,等.边坡安全系数的多解性讨论[J].岩土力学,2007,28(8):1661-1664.
[16]Zheng H,Tham L G.Improved Bell’s Method for the StabilityAnalysis of Slopes[J].International Journal for Numerical andAnalytical Methods in Geomechanics,2009,33(14):1673-1689.
[17]朱大勇,刘华丽,范鹏贤,等.旋转对称边坡三维安全系数显式解[J].解放军理工大学学报,2006,7(5):446-449.
[18]朱大勇,丁秀丽,杜俊慧.旋转非对称边坡三维安全系数计算[J].岩土工程学报,2007,29(8):1236-1239.
[19]朱大勇,丁秀丽,刘华丽,等.对称边坡三维稳定性计算方法[J].岩石力学与工程学报,2007,26(1):22-27.
[20]朱大勇,丁秀丽,钱七虎.一般形状边坡三维极限平衡解答[J].岩土工程学报,2007,29(10):1460-1464.
[21]朱大勇,丁秀丽,邓建辉.基于力平衡的三维边坡安全系数显式解及工程应用[J].岩土力学,2008,29(8):2011-2015.
[22]朱大勇,丁秀丽.三维边坡稳定准严格极限平衡解答[C]//三峡库区地质灾害与岩土环境学术研讨会论文集.2006:166-177.
[23]郑宏,周创兵.三维边坡稳定性的整体分析法及其工程应用[J].中国科学E辑:技术科学,2009,39(1):23-28.
[24]卢坤林,朱大勇.均质土准三维边坡安全系数实用计算曲线[R].合肥:合肥工业大学,2011.
[25]合肥工业大学,四川省水利水电勘测设计研究院.武都水库大坝18号坝段深层抗滑稳定性分析研究报告[R].合肥:合肥工业大学,2006.
[26]合肥工业大学.乌江银盘水电站左岸坝肩边坡三维稳定性分析研究报告[R].合肥:合肥工业大学,2011.
[27]合肥工业大学.乌东德水电站建设项目中的金坪子滑坡体稳定性分析研究报告[R].合肥:合肥工业大学,2006.
[28]Zhu D Y.A Method for Locating Critical Slip Surfaces in SlopeStability Analysis[J].Canadian Geotechnical Journal,2001,38(2):328-337.
[29]合肥工业大学.乌江银盘水电站左岸坝肩边坡加固措施研究报告[R].合肥:合肥工业大学,2006.
[30]卢坤林,朱大勇,杨扬.滑带土抗剪强度参数的三维反分析[J].岩土力学,2010,31(10):3319-3323.
[31]胡成,卢坤林,朱大勇,等.三维边坡拟静力抗震稳定性分析[J].岩石力学与工程学报,2011,30(S1):2904-2912.
[32]卢坤林,朱大勇,朱亚林,等.三维边坡地震永久位移初探[J].岩土力学,2011,32(5):1425-1429.
[33]卢坤林,朱大勇,许强.三维滑裂面形状对安全系数的影响[J].岩石力学与工程学报,2009,28(S2):3679-3685.
[34]刘华丽,朱大勇,钱七虎,等.边坡三维端部效应分析[J].岩土力学,2011,32(6):1905-1909.
[35]刘华丽,朱大勇,钱七虎,等.边坡三维端部形状对安全系数影响[J].地下空间与工程学报,2011,7(3):576-580.
[2]Bell J M.General Slope Stability Analysis[J].Journal of the SoilMechanics and Foundations Division,ASCE,1968,94(SM6):1253-1270.
[3]Zhu D Y,Lee C F.Explicit Limit Equilibrium Solution for SlopeStability[J].International Journal for Numerical and AnalyticalMethods in Geomechanics,2002,26(15):1573-1590.
[4]朱大勇,李焯芬,姜弘道,等.基于滑面正应力修正的边坡安全系数解答[J].岩石力学与工程学报,2004,23(16):2788-2791.
[5]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,2007,28(7):1285-1290.
[6]朱大勇,钱七虎.三维边坡严格与准严格极限平衡解答及工程应用[J].岩石力学与工程学报,2007,26(8):1513-1528.
[7]郑宏.严格三维极限平衡法[J].岩石力学与工程学报,2007,26(8):1529-1537.
[8]Yang H J,Wang J H,Liu Y Q.A New Approach for the SlopeStability Analysis[J].Mechanics Research Communications,2001,28(6):653-669.
[9]杨明成.一般条分法的安全系数显示解[J].岩土力学,2004,25(S2):568-573.
[10]朱大勇,卢坤林,台佳佳,等.基于数值应力场的极限平衡法及工程应用[J].岩石力学与工程学报,2009,28(10):1969-1975.
[11]卢坤林,朱大勇.边坡滑面正应力构成及分布模式选择[R].合肥:合肥工业大学,2011.
[12]Duncan J M.State of the Art:Limit Equilibrium and FiniteElement Analysis of Slope[J].Journal of GeotechnicalEngineering,ASCE,1996,122(7):577-596.
[13]朱大勇.极限平衡法的显示解与统一格式[R].南京:河海大学,2002.
[14]刘华丽,朱大勇,钱七虎,等.滑面正应力分布对边坡安全系数的影响[J].岩石力学与工程学报,2006,25(7):1323-1330.
[15]刘华丽,朱大勇,刘德富,等.边坡安全系数的多解性讨论[J].岩土力学,2007,28(8):1661-1664.
[16]Zheng H,Tham L G.Improved Bell’s Method for the StabilityAnalysis of Slopes[J].International Journal for Numerical andAnalytical Methods in Geomechanics,2009,33(14):1673-1689.
[17]朱大勇,刘华丽,范鹏贤,等.旋转对称边坡三维安全系数显式解[J].解放军理工大学学报,2006,7(5):446-449.
[18]朱大勇,丁秀丽,杜俊慧.旋转非对称边坡三维安全系数计算[J].岩土工程学报,2007,29(8):1236-1239.
[19]朱大勇,丁秀丽,刘华丽,等.对称边坡三维稳定性计算方法[J].岩石力学与工程学报,2007,26(1):22-27.
[20]朱大勇,丁秀丽,钱七虎.一般形状边坡三维极限平衡解答[J].岩土工程学报,2007,29(10):1460-1464.
[21]朱大勇,丁秀丽,邓建辉.基于力平衡的三维边坡安全系数显式解及工程应用[J].岩土力学,2008,29(8):2011-2015.
[22]朱大勇,丁秀丽.三维边坡稳定准严格极限平衡解答[C]//三峡库区地质灾害与岩土环境学术研讨会论文集.2006:166-177.
[23]郑宏,周创兵.三维边坡稳定性的整体分析法及其工程应用[J].中国科学E辑:技术科学,2009,39(1):23-28.
[24]卢坤林,朱大勇.均质土准三维边坡安全系数实用计算曲线[R].合肥:合肥工业大学,2011.
[25]合肥工业大学,四川省水利水电勘测设计研究院.武都水库大坝18号坝段深层抗滑稳定性分析研究报告[R].合肥:合肥工业大学,2006.
[26]合肥工业大学.乌江银盘水电站左岸坝肩边坡三维稳定性分析研究报告[R].合肥:合肥工业大学,2011.
[27]合肥工业大学.乌东德水电站建设项目中的金坪子滑坡体稳定性分析研究报告[R].合肥:合肥工业大学,2006.
[28]Zhu D Y.A Method for Locating Critical Slip Surfaces in SlopeStability Analysis[J].Canadian Geotechnical Journal,2001,38(2):328-337.
[29]合肥工业大学.乌江银盘水电站左岸坝肩边坡加固措施研究报告[R].合肥:合肥工业大学,2006.
[30]卢坤林,朱大勇,杨扬.滑带土抗剪强度参数的三维反分析[J].岩土力学,2010,31(10):3319-3323.
[31]胡成,卢坤林,朱大勇,等.三维边坡拟静力抗震稳定性分析[J].岩石力学与工程学报,2011,30(S1):2904-2912.
[32]卢坤林,朱大勇,朱亚林,等.三维边坡地震永久位移初探[J].岩土力学,2011,32(5):1425-1429.
[33]卢坤林,朱大勇,许强.三维滑裂面形状对安全系数的影响[J].岩石力学与工程学报,2009,28(S2):3679-3685.
[34]刘华丽,朱大勇,钱七虎,等.边坡三维端部效应分析[J].岩土力学,2011,32(6):1905-1909.
[35]刘华丽,朱大勇,钱七虎,等.边坡三维端部形状对安全系数影响[J].地下空间与工程学报,2011,7(3):576-580.
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