外文翻译--被动桩群桩-土相互作用的三维有限元分析（节选）

《外文翻译--被动桩群桩-土相互作用的三维有限元分析（节选）》由会员分享，可在线阅读，更多相关《外文翻译--被动桩群桩-土相互作用的三维有限元分析（节选）（21页珍藏版）》请在毕设资料网上搜索。

1、 1 1600 单词， 8300 英文字符， 2650 汉字 附录一：英文原文 3D finite element analysis on pile-soil interaction of passive pile group 1 Introduction The majority of piles are designed to support “active” loads, that is, loads from superstructure are directly transferred to the pile foundation by the cap. However, in ma

2、ny cases, piles are not designed to withstand “passive” loads, which are created by the deformation and movement of soil surrounding the piles due to the weight of soil and the surcharge. These passive loads may lead to structural distress or failure. Examples of these cases include piles supporting

3、 bridge abutments adjacent to embankment, existing pile foundations adjacent to pile driving, excavation or tunneling operations, and pile foundations in moving slopes. Several empirical and numerical methods have been proposed for analyzing the response of single pile and pile group subjected to la

4、teral loading from horizontal soil movements. A comprehensive review on these methods has been made by STEWART et al. Most of the numerical methods that have been proposed utilize the finite element method or the finite differential method. For pile groups, the plane strain finite element method was

5、 adopted by STEWART et al. In the study by STEWART et al, the piles were represented by equivalent sheet-pile walls. The behavior of sheet-pile wall system was assumed to be dependent on predetermined relationship between the pressure and relative soil displacement (soil movement past piles), and th

6、e soil-pile interaction was not 2 modeled. In a later study ， BRANSBY and SPRINGMAN used three dimensional finite element method, in which relatively coarse mesh was used due to limited computing capacity at that time, and the distribution of soil contact stress around piles was not investigated. In fact, this type of pile-soil interaction involves nonlinearities such as plasticity of soil, large displacement and pile-soil contact. The influencing factors of the nonlinearity include pr