Trends in large-deformation analysis of landslide mass movements with particular emphasis on the material point method
Trends in large-deformation analysis of landslide mass movements with particular emphasis on the material point method
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DOI：
10.1680/jgeot.15.lm.005
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发表时间：
2016-02
期刊：
影响因子：
5.8
通讯作者：
K. Soga;E. Ágreda;Alba Yerro Colom;K. Kumar;S. Bandara
中科院分区：
文献类型：
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作者：
K. Soga;E. Ágreda;Alba Yerro Colom;K. Kumar;S. Bandara
滑坡的传统岩土工程分析涉及破坏预测（即破坏的开始）和能够安全承受所施加荷载的结构设计。这些分析提供的关于故障后行为的信息有限。现代数值方法能够模拟大规模的运动，有机会利用这种方法来评估灾难性破坏的风险，如果发生滑坡。本文介绍了各种大变形分析方法，并讨论了它们在解决滑坡问题中的适用性。由于灾难性的滑坡往往涉及渗透力，土壤和孔隙流体的耦合行为的考虑是必不可少的。介绍了材料点法（MPM）在大变形分析中模拟土-孔隙流体耦合的两种方法。每个方法的一个例子模拟，一个模型堤坝故障和其他自然切坡故障（Selborne实验进行的库珀和同事在1998年）。在堤坝破坏的情况下，MPM模拟能够捕捉到一个复杂的破坏机制，包括连续剪切带的发展。该模拟还能够预测破坏传播和随后的固结阶段期间超静孔隙压力的产生。模拟结果表明，土壤的膨胀特性的重要性，以及在几何形状的变化后失败的行为。在Selborne的情况下，MPM能够模拟脆性，超固结粘土的渐进破坏。剪切应力沿破坏面沿着的演变也被捕获的MPM。用MPM模拟了孔隙水压力的变化和破坏面的实际形状。精确建模的剪切带内的MPM框架的重要性突出。
Traditional geotechnical analyses for landslides involve failure prediction (i.e. onset of failure) and the design of structures that can safely withstand the applied loads. The analyses provide limited information on the post-failure behaviour. Modern numerical methods are able to simulate large mass movements and there is an opportunity to utilise such methods to evaluate the risks of catastrophic damage if a landslide occurs. In this paper, various large-deformation analysis methods are introduced and their applicability for solving landslide problems is discussed. Since catastrophic landslides often involve seepage forces, consideration of the coupled behaviour of soil and pore fluid is essential. Two approaches to model soil–pore fluid coupling in large-deformation analysis using the material point method (MPM) are introduced. An example simulation is presented for each approach; one on a model levee failure and the other on a natural cut slope failure (the Selborne experiment conducted by Cooper and co-workers in 1998). In the levee failure case, MPM simulation was able to capture a complex failure mechanism including the development of successive shear bands. The simulation was also able to predict excess pore pressure generation during the failure propagation and the subsequent consolidation stage. The simulations demonstrated the importance of the dilation characteristics of soil as well as changes in geometry for the post-failure behaviour. In the Selborne case, MPM was able to simulate the progressive failure of brittle, overconsolidated clay. The evolution of shear stresses along the failure surface was also captured by the MPM. The changes in the pore pressure and the actual shape of the failure surface were simulated by the MPM. The importance of accurately modelling the shear band within the MPM framework is highlighted.