基于极限分析法的边坡临界高度及稳定性研究
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摘要
基于塑性极限分析理论,优化了受到地震力作用的均质土坡在破坏面为对数螺旋面形式时的临界坡高计算模型,并在此基础上,引进强度折减假定,推导了地震作用下边坡的对数螺线破坏形式的安全系数计算公式。该计算模型不仅能考虑地震力的作用,而且能考虑不同安全系数要求对临界高度的影响。通过两个算例将文中提出的模型与传统极限平衡法对比,文中方法计算安全系数较瑞典条分法大,与简化Bishop法计算所得结果非常接近。
A computational model for critical height of simple homogeneous slopes is presented based on the upper bound limit analysis theorem and the shear strength reduction technique with the rotational failure mechanism and the failure surface assumed to be a log-spiral surface.The seismic force and factor of safety are both introduced into the analysis of slopes in this method.The results are compared with those of the limit equilibrium method,indicating that the results are in agreement with those from the simplified Bishop method,a bit more unconservative than those from the Fellenius method.
A computational model for critical height of simple homogeneous slopes is presented based on the upper bound limit analysis theorem and the shear strength reduction technique with the rotational failure mechanism and the failure surface assumed to be a log-spiral surface.The seismic force and factor of safety are both introduced into the analysis of slopes in this method.The results are compared with those of the limit equilibrium method,indicating that the results are in agreement with those from the simplified Bishop method,a bit more unconservative than those from the Fellenius method.
引文
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[4]赵炼恒,罗强,李亮,等.层状岩体边坡动态稳定性拟静力上限分析[J].岩土力学,2010,31(11):3627-3634.[ZHAO L H,LUO Q,LI L,et al.Upperbound quasistatic analysis of dynamic stability oflayered rock slopes[J].Rock and Soil Mechanics,2010,31(11):3627-3634.(in Chinese)]
[5]尉学勇,王晓谋,怀超.斜坡地基极限承载力上限解计算与分析[J].岩土工程学报,2010,32(3):381-387.[YU X Y,WANG X M,HUAI C.Calculation and analysis of upper limit solution ofultimate bearing capacity of sloping ground[J].Chinese Journal of Geotechnical Engineering,2010,32(3):381-387.(in Chinese)]
[6]王根龙,伍法权,张茂省.平面滑动型岩质边坡稳定性极限分析上限法[J].工程地质学报,2011,19(2):176-180.[WANG G L,WU F Q,ZHANG MS.Method of upper bound limit analysis for planesliding of rock slopes[J].Journal of EngineeringGeology,2011,19(2):176-180.(in Chinese)]
[7]张永兴,陈林,陈建功.地震作用下边坡稳定性分析的坐标转换法[J].山地学报,2010,28(2):129-134.[ZHANG Y X,CHEN L,CHEN J G.ACoordinate Transformation Method for EvaluatingStability of Slope under Seismic Conditions[J].Journal of Mountain Science,2010,28(2):129-134.(in Chinese)]
[2]陈祖煜.土力学经典问题的极限分析上、下限解[J].岩土工程学报,2002,24(1):1-11.[CHEN ZY.Limit analysis for the classic problems of soilmechanics[J].Chinese Journal of GeotechnicalEngineering,2002,24(1):1-11.(in Chinese)]
[3]林永亮,李新星.地震作用下加筋土坡临界高度研究[J].岩土力学,2008,29(增刊):394-398.[LIN Y L,LI X X.Research on critical height ofreinforced slopes under seismic load[J].Rock andSoil Mechanics,2008,29(Supp):394-398.(inChinese)]
[4]赵炼恒,罗强,李亮,等.层状岩体边坡动态稳定性拟静力上限分析[J].岩土力学,2010,31(11):3627-3634.[ZHAO L H,LUO Q,LI L,et al.Upperbound quasistatic analysis of dynamic stability oflayered rock slopes[J].Rock and Soil Mechanics,2010,31(11):3627-3634.(in Chinese)]
[5]尉学勇,王晓谋,怀超.斜坡地基极限承载力上限解计算与分析[J].岩土工程学报,2010,32(3):381-387.[YU X Y,WANG X M,HUAI C.Calculation and analysis of upper limit solution ofultimate bearing capacity of sloping ground[J].Chinese Journal of Geotechnical Engineering,2010,32(3):381-387.(in Chinese)]
[6]王根龙,伍法权,张茂省.平面滑动型岩质边坡稳定性极限分析上限法[J].工程地质学报,2011,19(2):176-180.[WANG G L,WU F Q,ZHANG MS.Method of upper bound limit analysis for planesliding of rock slopes[J].Journal of EngineeringGeology,2011,19(2):176-180.(in Chinese)]
[7]张永兴,陈林,陈建功.地震作用下边坡稳定性分析的坐标转换法[J].山地学报,2010,28(2):129-134.[ZHANG Y X,CHEN L,CHEN J G.ACoordinate Transformation Method for EvaluatingStability of Slope under Seismic Conditions[J].Journal of Mountain Science,2010,28(2):129-134.(in Chinese)]
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