发育软弱结构面土坡破坏细观机理研究
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摘要
利用颗粒离散元软件PFC~(3D),通过三轴实验与数值实验结果对比,得到与宏观参数相对应的细观参数,选取两组顺倾结构面,建立边坡模型,分析坡体破坏的细观机理。模拟结果表明,坡体的破坏往往会追踪软弱面,沿最危险滑动面发生移动;边坡颗粒沿最危险面朝坡底移动,坡体内部应力重新分布,两个方向的应力都沿临空面方向有偏移;速度矢量在原坡肩位置附近最大,其愈往坡体内部速度愈小;当多组软弱面坡体内部微裂缝数量足够多时,会形成连续贯通的滑移面,造成边坡的滑移。数值模拟的结果与实际较为吻合,表明采用颗粒离散元法研究发育软弱结构面土坡的破坏机理是可行的。
In this paper, by using the particle discrete element software PFC~(3 D), and based on the comparison of the results of the triaxial experiment and the numerical experiment, the mesoscopic parameters corresponding to the macroscopic parameters are obtained, and two sets of the inclined structure planes were determined to establish the numerical slope model to analyze the meso-mechanical failure of soil slope. The simulation results show that the failure of the slope tends to track the weak surface and move along the most dangerous sliding surface. The slope particles move along the most dangerous surface toward the bottom of the slope, the internal stress of the slope is redistributed and the stresses in both directions are offset along the direction of the free surface, the velocity vector is the largest near the original shoulder position of the slope and the inside more, the smaller. When the number of micro-cracks in slope with weak structural planes is enough, a continuous slip surface will be formed and the slope slip. The results of numerical simulation are in good agreement with the actual ones, which indicates that it is feasible to study the failure mechanism of soil slopes with weak structural planes by particle discrete element method.
In this paper, by using the particle discrete element software PFC~(3 D), and based on the comparison of the results of the triaxial experiment and the numerical experiment, the mesoscopic parameters corresponding to the macroscopic parameters are obtained, and two sets of the inclined structure planes were determined to establish the numerical slope model to analyze the meso-mechanical failure of soil slope. The simulation results show that the failure of the slope tends to track the weak surface and move along the most dangerous sliding surface. The slope particles move along the most dangerous surface toward the bottom of the slope, the internal stress of the slope is redistributed and the stresses in both directions are offset along the direction of the free surface, the velocity vector is the largest near the original shoulder position of the slope and the inside more, the smaller. When the number of micro-cracks in slope with weak structural planes is enough, a continuous slip surface will be formed and the slope slip. The results of numerical simulation are in good agreement with the actual ones, which indicates that it is feasible to study the failure mechanism of soil slopes with weak structural planes by particle discrete element method.
引文
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[2] 潘皓,张鹏,李俊才.影响双向节理岩质边坡稳定性因素的灰色敏感性分析[J].南京工业大学学报(自然科学版),2014,36(3):94-100.
[3] Jiang M, Jiang T, Crosta G B, et al. Modeling failure of jointed rock slope with two main joint sets using a novel DEM bond contact model[J]. Engineering Geology, 2015,193:79-96.
[4] 杜光勤,鲁志强,汤华.两组节理控制下的公路岩质边坡稳定性分析及防控措施研究[J].应用力学学报,2016,33(1):150-155.
[5] Su Q I N, Yunan L I, Pan L. Numerical analysis for stability and failure characteristic of intermittent jointed rock slope[J]. Low Temperature Architecture Technology, 2017,12:40.
[6] 曾海艳,吴玉龙,张建海.基于DEM-LEM考虑裂隙扩展的岩质边坡稳定性分析[J].水利与建筑工程学报,2018,16(3):170-174.
[7] 王宏宇,李博,黄坤岭.颗粒流软件PFC及其在岩土工程中的应用[J].建筑工程技术与设计,2015(12):142.
[8] 苗晨曦,郑俊杰,崔明娟,等.三向土工格栅筋土界面及摩擦特性的离散元模拟[J].岩土力学,2014,35(S1):423-430.
[9] 任刚,邢民,荆艳会,等.受控于结构面的岩质高边坡失稳预测技术研究[J].水利与建筑工程学报,2015,13(6):48-53.
[10] 李晓锋,李海波,夏祥,等.类节理岩石直剪试验力学特性的数值模拟研究[J].岩土力学,2016,37(2):583-591.
[11] 黄玉祥,杭程光,苑梦婵,等.深松土壤扰动行为的离散元仿真与试验[J].农业机械学报,2016,47(7):80-88.
[12] 史旦达,王飞.饱和砂土自由场地地震液化的离散元模拟[J].上海海事大学学报,2017,38(3):96-102.
[13] 朱德福,屠世浩,袁永,等.破碎岩体压实特性的三维离散元数值计算方法研究[J].岩土力学,2018,39(3):1047-1055.
[14] 叶龙珍.福建省安溪县地质灾害发育特征及影响因素分析[J].地质灾害与环境保护,2011,22(2):46-49.
[15] 陈玮,简文彬,董岩松,等.软弱结构面对花岗岩残积土边坡稳定性影响[J].中国地质灾害与防治学报,2015,26(1):23-30.
[16] Itasca Consulting Group, Inc. PFC3D user's manual[M]. Version 3.1. Minneapolis: Itasca Consulting Group, Inc, 2005.
[17] 何亮.山区公路路基与下边坡在车辆荷载作用下的动力响应分析[D].重庆:重庆大学,2013.
[18] 刘洋,周健.离散介质中应变计算的非线性插值方法[J].岩土工程学报,2006,28(9):1129-1133.
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