基于无网格算法对隧道围岩弹塑性分析

发布时间：2018-12-08 18:14

【摘要】：通过引入广义粒子动力学数值法模拟隧道围岩的弹塑性变形特征,应用于隧道围岩模型结构分析中,确定隧道围岩不同侧压系数下的塑性区和应力场。研究结果表明:随水平应力的提高,隧道围岩塑性区从两帮朝顶部和底部方向转移。当λ2.0时,随水平应力提高,顶部和底部塑性区宽度开始增加,当λ2.0时,塑性区从顶底部向两肩和底角区域扩展,导致隧道稳定性突降;随洞壁距离的增加,隧道切向应力表现出一个先递增后下降的变化趋势,径向应力呈现出逐级递增,并在不同洞壁距离处获得原岩应力状态;隧道顶板和边墙水平位移随着λ的增大而不断增大,在λ1.0情况下,顶底板总位移相较于隧道围岩边墙位移要大;当λ1.0时,边墙总位移较围岩顶底板位移大;在剪胀角增加的过程中,塑性变形区也在不断的增加,围岩承载力也获得了一定幅度的增加。
[Abstract]:By introducing the generalized particle dynamics numerical method to simulate the elastoplastic deformation characteristics of tunnel surrounding rock, the plastic zone and stress field of tunnel surrounding rock under different lateral pressure coefficients are determined by applying it to the structural analysis of tunnel surrounding rock model. The results show that the plastic zone of surrounding rock shifts from two sides to the top and bottom with the increase of horizontal stress. At 位 2.0, the width of the plastic zone increases with the increase of horizontal stress. When 位 2.0, the plastic zone extends from the top to the bottom to the shoulders and corners, which leads to the sudden decrease of tunnel stability. With the increase of wall distance, the tangential stress of tunnel increases first and then decreases, the radial stress increases step by step, and the original rock stress state is obtained at different wall distance. The horizontal displacement of tunnel roof and side wall increases with the increase of 位. Under the condition of 位 1.0, the total displacement of top and bottom slab is larger than that of surrounding rock wall, and when 位 1.0, the total displacement of side wall is larger than that of surrounding rock. In the process of increasing the shear expansion angle, the plastic deformation zone is also increasing, and the bearing capacity of surrounding rock is increased to a certain extent.
【作者单位】：贵州高速公路集团有限公司;
【基金】：贵州省交通运输厅科技项目(2014-122-022)
【分类号】：U451.2

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