外文翻译---边坡稳定性非线性破坏的判定标准.docx

附录一 外文文献slope stability analysis withnonlinear failure criterionintroductionthe determination of the slope stability is a very important issue to geotechnical engineers. many researchers have attempted to develop and elaborate the methods for slope stability evaluation. the proposed methods in the past for stability analysis may be classied into the following four categories: 1! the limit equilib-rium including the traditional slices method, 2! the characteristic line method,3!the limit analysis method including upper andlower bound approaches, and4! the nite element or nite difference numerical techniques. among them, the slices method has almost dominated the geotechnical profession for estimating the stability of soil and rock slopes. this is due to the fact that the slices method is very simple, cumulated on the use of the method, and the method is the mostknown and widely accepted by practicing engineers.until now, a linear mc failure criterion is commonly used in the limit analysis of stability problems. the reason is probably that a linear mc failure criterion can be expressed as circles. this characteristic makes it possible to approximate the circles by a failure surface, which is a linear function of the stresses in the stress space for plane strain problems. thus, based on the upperand lower bound theorems, formulations of the stability or bearing capacity problems are linear programming problems.however, experiments have shown that the strength envelope of geomaterials has the nature of nonlinearity hoek 1983; agaret al. 1985; santarelli 1987!. when applying an upper bound theorem to estimate the inuences of a nonlinear failure criterion on bearing capacity or stability, the main problem, which many researchers have encountered, is how to calculate the rate of work done by external forces and the rate of energy dissipation alongvelocity discontinuities. suitable methods for solving this problem can be mainly classied into two types. the rst type of method is using a variational calculus technique. baker and frydman 1983! applied the variational calculus technique to derive the governing equations for the bearing capacity of a stripfooting resting on the top horizontal surface of a slope. zhang and chen1987!converted the complex differential equations obtained using the variational calculus technique into an initial value problem and presented an effective numerical procedure, called an inverse method, for solving a plane strain stability problem using a general nonlinear failure criterion. they gave numerical results of stability factors of a simple innite homogenous slope without surcharge. the second type of method is using a tangential technique. drescher and christopoulos1988!and collinset al. 1988! proposed a simpler alternative tangent technique to evaluate the stability factors of an innite and homogeneous slope without surcharge. they showed that upper bound limit analysis solutions could be obtained by means of a series of linearfailure surfaces which are tangent to an exceed the actual nonlinear failure surface, together with utilizing the previously calculated linear stability factors, nl, given by chen 1975!.this paper develops an improved method using a generalized tangential technique. this method employs the tangential line a linear mc failure criterion!, instead of the actual nonlinear failure criterion, to formulate the work and energy dissipation.a generalized tangential technique a limit load computed from a linear failure surface, which always circumscribes the actual nonlinear failure surface, will be an upper bound value on the actual limit load chen 1975!. this is due to the fact that the strength of the circumscribing the actual nonlinear failure surface is equal to or larger than that of the actual failure surface. in the present analysis, a tangential line to a nonlinear failure criterion at point m is used and shown in fig.it can be seen that the strength of the tangential line equals or exceeds that of a nonlinear failure criterion at the same normal stress. thus, the linear failure criterion represented by the tangential line will give an upper bound on the actual load for the material, whose failure is governed by a nonlinear failure criterion.in fact, many researcherslymser 1970; sloan 1989; sloan andkleeman 1995; yu et al. 1998; kim et al. 1999, 2002! have adopted this approach in their limit analyses. upper bound solutions with a nonlinear failure criterionin an upper bound limit analysis, solutions depend on the choices of kinematically admissible velocity elds. to obtain better solutions lower upper bounds!, work has to be done for trial kinematically admissible velocity elds, as many as possible. rotational failure mechanisms have been considered when using an upper bound approach chen 1975!. in the stability analysis of a slope, comparing with different translational failure mechanisms,chen 1975! concluded that a rotational failure mechanism is the most efcient one and that the rotational failure mechanisms lead to lower critical heights or stability factors than those obtained by using other translational failure mechanisms. the kinematical admissibility condition in the upper bound theorem requires that therotational failure surface for a perfect-plastic body collapse must be a log-spiral surface log-spiral line for plane strain problems!.basic ideas in chen 1975! on the rotational log-spiral surfacesare adopted in the method of the paper.conclusionsan improved method using a generalized tangential technique approximating a nonlinear failure criterion is developed based on the upper bound theorem of plasticity and is used to analyze the stability of slopes in this paper. for a slope as shown in fig. without surcharge, the values of the stability factor calculated using the proposed upper bound method are almost equal to those obtained by zhang and chen1987!for a translational failure mechanism of the vertical cut slope identical solutions are obtained using the present upper bound method and a lower bound method.附录二 中文文献边坡稳定性非线性破坏的判定标准介绍： 边坡稳定对于土质工程来说是一个非常重要的问题。许多研究人员试图开发并且详尽阐述边坡稳定评估的方法。对于所提出的方法概括起来可分为四个类别： 1 传统切片方法 2 特征线方法 3 上部和下部固定途径的限制分析方法。 在他们之中，切片方法几乎控制了土壤和岩石边坡的稳定土质技术的行业。因为传统的切片方法比较简单且贴近现实。通过众多的实践证明并被广泛采用。直到现在，这个判定标准仍然被大家普遍采用于对稳定问题的极限分析。原因是线形mc判定标准可以被表示为一个圆。将稳定性这个问题表达成一个线形函数在二维空间的平面变形问题，更加形象的解决非线形稳定问题。 然而，在1983年，实验证明有关于非线形稳定性的问题本质；agaretal.1985年；stantarelli 1987年。当应用一个最高界面时要估计在非线形故障判定标准的承受能力或稳定性时，许多研究员遇到了同一个问题；如何计算外力完成的工作率和消能率速度的断性。解决的这问题适当的方法，可以分为两个类型。 1 使用一个变化微积分技术。baker和frydman-1983!申请了变化微积分技术与非劈裂小条的承受能力的治理的等式基于倾斜的顶面水平面的立足处。张和陈与1987！转换了复杂微分方程，使用变化微积分技术反县一个初值问题和提出一个有