均质边坡稳定分析的上限解探讨
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摘要
为探讨边坡稳定分析时得到精确上限解的方法,以无重边坡极限承载力问题为例,依据滑移线场确定破坏机构,推出一个上限解公式,并采用算例与能量法和有限元方法进行比较。分析结果表明:依据滑移线场确定破坏机构所得到的上限解公式与经典滑移线法承裁力公式相同;依据滑移线场确定破坏机构得到的上限解的结果略小于能量法和有限元方法的结论,属于3个上限法中的最小上限解;且能量法和有限元方法最终搜索出的滑面也和滑移线吻合。可见依据滑移线场确定破坏机构的上限法正确、可行、简单、有效,说明以滑移线作为破坏机构的分块模式合理,可得到较精确上限解。
Although adopting the plasticity limit analysis upper bound method shows many advantages in slope stability analysis,the error between critical slip face and actual slide surface is different when the divided pattern of failure mechanism is different.In order to discussion the method of acquiring the more accurate upper-bound solution of homogeneous soil slope,the upper-bound formula of c-φ weightless soil slope is deduced when the slip line field is adopted as the divided pattern of failure mechanism,and the calculation result is compared with energy method and finite element upper-bound method reported in other literatures.According to contrast,the upper-bound formula is equal to the classical slip-line field solution,and the calculation result is slightly less than the results of energy method and finite element upper-bound method.Furthermore,the critical slide faces of energy method and finite element method fit together with slip line field.So all the analysis results prove that the limit analysis upper bound method adopting in slip line field as the divided pattern of failure mechanism is rational and can acquire the more accurate upper-bound solution,and the calculation solution of the method is correct and credible.
Although adopting the plasticity limit analysis upper bound method shows many advantages in slope stability analysis,the error between critical slip face and actual slide surface is different when the divided pattern of failure mechanism is different.In order to discussion the method of acquiring the more accurate upper-bound solution of homogeneous soil slope,the upper-bound formula of c-φ weightless soil slope is deduced when the slip line field is adopted as the divided pattern of failure mechanism,and the calculation result is compared with energy method and finite element upper-bound method reported in other literatures.According to contrast,the upper-bound formula is equal to the classical slip-line field solution,and the calculation result is slightly less than the results of energy method and finite element upper-bound method.Furthermore,the critical slide faces of energy method and finite element method fit together with slip line field.So all the analysis results prove that the limit analysis upper bound method adopting in slip line field as the divided pattern of failure mechanism is rational and can acquire the more accurate upper-bound solution,and the calculation solution of the method is correct and credible.
引文
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[9]陈祖煜,汪小刚,杨健,等.岩质边坡稳定分析——原理.方法.程序[M].北京:中国水利水电出版社,2005.
[10]殷建华,陈健,李焯芬.岩土边坡稳定性的刚体有限元上限分析法[J].岩石力学与工程学报,2004,23(6):898-905.
[2]肖大平,朱维一,陈环.滑移线法求解极限承载力问题的一些进展[J].土木工程学报,1998,20(4):25-29.
[3]张国祥,刘宝琛.潜在滑移线法分析边坡滑动面及稳定性[J].土木工程学报,2002,35(6):82-85.
[4]CHEN W F.Limit analysis and soil plasticity[M].New York:ElsevierScientific Publishing Co,.1975.
[5]DONALD I,CHEN ZUYU.Slope Stability Analysis by an Upper BoundPlasticity Method[M].Beijing:China Institute of Water Resourcesand Hydro-power Research,1995.
[6]门玉明.土坡稳定性的极限分析法[J].西安地质学院学报,1996,18(2):58-63.
[7]赵彭年.松散介质力学[M].北京:地震出版社,1995.
[8]赵均海,马淑芳,魏雪英,等.基于统一滑移线场理论的边坡稳定分析[J].长安大学学报(建筑与环境科学版),2003,20(4):1-4.
[9]陈祖煜,汪小刚,杨健,等.岩质边坡稳定分析——原理.方法.程序[M].北京:中国水利水电出版社,2005.
[10]殷建华,陈健,李焯芬.岩土边坡稳定性的刚体有限元上限分析法[J].岩石力学与工程学报,2004,23(6):898-905.
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