Simulation on mechanical behavior of cohesive soil by Distinct Element Method

Analysis in the dynamic mechanical behavior of cohesive soils subjected to external forces is very important in designing and optimizing terrain machines. Distinct Element Method (DEM) is an ideal method to analyze large discontinuous deformations of soil, but the conventional DEM model is difficult in simulating the complex behavior of cohesive soil. In order to simulate and analyze the behavior of cohesive soil accurately, the DEM mechanical model of cohesive soil with parallel bonds between particles was established by considering the capillary and the dynamic viscous forces induced by the presence of water between soil particles. During the excavation process by a bulldozing plate, the dynamic behavior of cohesive soil was simulated by DEM software PFC2D. The phenomena that the discrete particles were bonded into clusters initially, and the clusters were broken into smaller clusters or discrete particles during the excavation process, are consistent with the ruptures and separations of the actual cohesive soils subjected to external forces.     

Dynamic behavior of frozen soil under uniaxial strain and stress conditions

The split Hopkinson pressure bar (SHPB) method is used to investigate the dynamic behavior of the artificial frozen soil under the nearly uniaxial strain and uniaxial stress conditions. The tests are conducted at the temperatures of −3^?C, −8^?C, −13^?C, −17^?C, −23^?C, and −28^?C and with the strain rates from 900 s⁻¹ to 1 500 s⁻¹. The nearly uniaxial stress-strain curves exhibit an elastic-plastic behavior, whereas the uniaxial stress-strain curves show a brittle behavior. The compressive strength of the frozen soil exhibits the positive strain rate and negative temperature sensitivity, and the final strain of the frozen soil shows the positive strain rate sensitivity. The strength of the frozen soil under the nearly uniaxial strain is greater than that under the uniaxial stress. After the negative confinement tests, the specimens are compressed, and the visible cracks are not observed. However, the specimens are catastrophically damaged after the uniaxial SHPB tests. A phenomenological model with the thermal sensitivity is established to describe the dynamic behavior of the confined frozen soil.     

Simulation of a soil loosening process by means of the modified distinct element method

We apply the Distinct Element Method (DEM) to analyze the dynamic behavior of soil. However, the conventional DEM model for calculation of contact forces between elements has some problems; for example, the movement of elements is too discrete to simulate real soil particle movement. Therefore, we modify the model to solve the difficulties. To investigate the validity of the modified model, we conduct an experiment in which soil is cut with a pendulum-typeblade, and simulate the soil loosening process with the modified DEM model. This paper presents details of the experimental apparatus and the comparison of soil behavior and energy absorption between the simulation and the experiment. Some characteristic phenomena of the experiment are reproduced in the simulation giving us confidence that the modified model is better than the conventional model for the simulation of soil behavior.     

冻土单轴动态加载下的力学性能

研究冻土的动态力学性能对于地下工程人工冻结法施工等具有重要意义。本文应用分离式霍普金森压杆(SHPB),研究了冻土单轴动态加载下的力学性能,涉及-3、-8、-13、-17、-23和-28℃共6个负温的冻土,应变率范围350～1200s-1。获得了相应条件下的冻土应力应变关系。冻土的单轴动态应力应变曲线具有脆性特征。发现冻土具有温度和应变率效应,其强度随温度降低和应变率增大而增大,最终应变随应变率增大而增大。冻土温度越低,应变率敏感性越强;加载应变率越高,冻土的温度效应越显著。文中提出的粘弹性损伤型本构模型能够较好的描述6个温度冻土的应力应变关系。     

A discrete element model for simulating saturated granular soil

A numerical model is developed to simulate saturated granular soil, based on the discrete element method. Soil particles are represented by Lagrangian discrete elements, and pore fluid, by appropriate discrete elements which represent alternately Lagrangian mass of water and Eulerian volume of space. Macro-scale behavior of the model is verified by simulating undrained biaxial compression tests. Micro-scale behavior is compared to previous literature through pore pressure pattern visualization during shear tests. It is demonstrated that dynamic pore pressure patterns are generated by superposed stress waves. These pore-pressure patterns travel much faster than average drainage rate of the pore fluid and may initiate soil fabric change, ultimately leading to liquefaction in loose sands. Thus, this work demonstrates a tool to roughly link dynamic stress wave patterns to initiation of liquefaction phenomena.     

饱和地基上基础动力阻抗函数的一种分析方法

提出了一种基础阻抗函数的时域求解方法, 并用于饱和地基情形. 通过给基础输入脉冲位移, 应用集中质量显式有限元方法结合局部透射人工边界, 得到地基施加于基础的反力时程, 然后根据阻抗函数的定义, 应用傅立叶变换求得基础阻抗函数. 通过算例, 与 Halpern 的结果进行了对比, 验证了该方法的有效性. 并以一方形基础为例, 分别讨论了泊松比、孔隙率、渗透系数和埋深对无量纲动力柔度的影响. 与以往方法相比, 该方法可以考虑复杂地基情形和不规则基础形式.      

冻融循环冻土的冲击动态力学性能

以典型冻土为研究对象,通过不同冻融循环次数的冻融循环实验、不同温度的冻结实验以及不同应变率的冲击动态实验,综合研究了冻融循环冻土的冲击动态力学性能。结果表明,冻土存在冻融循环效应,随着冻融循环次数的增加,冻土的峰值应力有一定程度的降低,但在达到临界冻融循环次数后,峰值应力将维持稳定;同时,冻土表现出明显的应变率效应和温度效应,其峰值应力随应变率的增加或温度的降低而增加。通过定义冻融损伤因子,推导满足Weibull分布的冲击损伤,提出了一个基于Z-W-T方程的损伤黏弹性本构模型。该模型可较好地描述冻融循环后冻土的冲击动态力学行为,为研究季节性冻土区冻土的冲击动态破坏提供参考。     

Cyclic torsional shear loading test for an unsaturated, hollowed specimen using Bangkok clayey soil

Cyclic torsional shear loading was applied to simulate the loading characteristics which take place particularly during quick turning operations of a tractor in the field. Indoor experimental tests using a cyclic torsional shear loading method were conducted to clarify the dynamic behavior of Bangkok clayey soil. Since most agricultural soils in the field are normally unsaturated, this test method was used to better match field conditions. The dynamic behavior of our test soil was observed in conjunction with various factors including stress, strain, loading frequency, bulk density, moisture content, and number of loading cycles. Some related results were also obtained under static loading using a triaxial test method.     

Dynamics of viscoelastoplastic soil under a moving wheel

A rate-dependent inelastic behavior or viscoelastoplastic behavior of soil subjected to dynamic loading of a moving rigid wheel is studied herein. A rational approach to this seemingly complex problem is treated in the context of continuum mechanics. Together with the concept of critical state soil mechanics for inelastic behavior we incorporate the so-called internal state variables for viscous effects. It is assumed that the free energy functional containing inelastic behavior may not be smooth for its entire domain of time histories. Rather, we assume a form of discretized free energy as a function of elastic strains, plastic strains, and internal or hidden variables of incremental quantity considered to be valid only for a small time interval or a fraction of loading increments. The finite element method is used to derive governing equations of motion. Exhaustive numerical examples are presented to demonstrate effectiveness of the present method.     

Numerical Modelling of Traffic Induced Vibrations

A solution procedure is presented to compute free field vibrations induced by train or road traffic, the excitation being either deterministic or stochastic. The full interaction between the vehicle, the track or road and the soil is accounted for, using a substructure approach that takes advantage of the fact that the properties of the track or road and the soil do not change along the longitudinal direction. A time-frequency approach is proposed to characterize the free field radiated in the soil. The examples show the importance of guided waves along the track for understanding the dynamic behavior of the track or the road.     

A proposed strength classification test for fine-grained soils

It is proposed that the linear semi-log relation of water content to soil strength be used as a means of identifying and classifying soils. The relation can be specified by two parameters proposed to be named trafficability limit and strength index. Together these two parameters will provide more useful information about a soil for the conduct and analysis of traction and mobility testing than any other classification system now in use. The parameters also have potential for additional correlations with measures of soil behavior in dynamic testing. Data are presented to demonstrate the feasibility of the proposal.     

Vorschlag für die Klassifizierung der Festigkeit Feinkörniger Böden

It is proposed that the linear semi-log relation of water content to soil strength be used as a means of identifying and classifying soils. The relation can be specified by two parameters proposed to be named trafficability limit and strength index. Together these two parameters will provide more useful information about a soil for the conduct and analysis of traction and mobility testing than any other classification system now in use. The parameters also have potential for additional correlations with measures of soil behavior in dynamic testing. Data are presented to demonstrate the feasibility of the proposal.     

An FE analysis of reinforced subgrade under automobile loading

An FE analysis procedure was presented to predict the behavior of soil-geogrid interaction under automobile loading. The dynamic interactions between the transverse bars, the longitudinal ribs and the soil were simulated by a system consisting of nonlinear springs, dashpots and masses, to study the deformation properties of the reinforced soil. The equivalent stiffness and damping ratios could be determined with the shaking table. The dynamic responses of a reinforce subgrade were analyzed with the 3D finite element approach. This approach is programmed and applied to analyze the soil-geogrid interaction under dynamic loading. The comparative analysis of the response of the reinforced subgrade and that of the subgrade without reinforcement shows that the geogrid placed at the bottom of the base layer may effectively reduce the accumulative plastic deformation due to the cyclic automobile loading.     

考虑土体三维波动效应时弹性支承桩的振动理论及其应用

从三维轴对称土体模型出发,同时考虑土体竖向和径向位移,对弹性支承桩在垂直谐和激振力作用下与土的耦合振动特性进行了分析。假定桩为竖直弹性等截面体,土为线性粘弹性体,其材料阻尼为滞回阻尼。首先通过引入势函数对土体位移进行分解,从而将土体动力平衡方程解耦,求解得到了土层的振动模态形式,然后利用桩土接触面上力平衡和位移连续条件来考虑桩土耦合作用,求解桩的动力平衡方程,得到了桩顶的频域响应解析解、复刚度和速度导纳,利用卷积定理和傅立叶逆变换,求得了半正弦脉冲激振力作用下桩顶速度时域响应半解析解。利用所得解对桩的振动特性进行了无量纲参数分析,得到了许多新的结论。     

桩侧扰动分区饱和土中桩竖向振动特性研究

考虑沉桩过程中桩周土受到扰动产生软化或硬化的现象,建立了饱和土中径向分区桩竖向振动简化模型,通过分离变量方法,得到了桩竖向振动频域解析解和时域半解析解。分析了分区土对桩竖向振动特性的影响,数值计算结果表明,土层模量比、分区半径和桩底支承系数对桩竖向振动有较明显的影响。研究结果还表明,在较强的振动作用下,由于分区软化或强...     

振动台模型试验中地基土域的数值模拟

针对土－结构动力相互作用振动台模型试验中有限地基土域的模拟问题，本文分别采用有限元法和边界元法对地基土模型的侧向人工边界和底部人工边界的合理位置问题进行了计算分析。文中首先采用三维有限元方法，探讨了地基土侧向垂直人工边界不同位置对群桩基础和箱形基础地震反应的影响，提出了侧向人工边界合理位置的具体建议；然后利用层土动力Green函数建立边界元模型，通过对埋入式条形基础的动力反应分析，探讨了底部水平人工边界的合理位置，提出了相应的建议。     

Estimation of stochastic nonlinear dynamic response of rock-fill dams with uncertain material parameters for non-stationary random seismic excitation

This research investigates the effect of uncertain material parameters on the stochastic, dynamic response of a rock-fill dam-foundation system subjected to non-stationary random excitation. The uncertain material parameter of particular interest is the shear modulus, developed from a lognormal distribution model. The stochastic seismic response model of the dam-foundation system, with uncertain material parameters and subjected to random loads is the result of a Monte Carlo simulation method. The nonlinear behavior model arises from an equivalent linear method, which considers the nonlinear variation of soil shear modulus and soil damping as a function of shear strain. Specification of the non-stationary stochastic process arises from a simulation method, which generates artificial earthquake accelerograms obtained from the product of a deterministic function of time and a stationary process. The artificial earthquake ground acceleration records reflect the characteristics of soft, medium and firm soil types. Comparison of the numerical results from these approaches provides stochasticity in earthquake seismic excitation and randomness in material parameter (shear modulus) cases. Further, the results indicate that both these cases generally influence the nonlinear dynamic response of rock-fill dams to a non-stationary seismic excitation.     

A preliminary approach of dynamic identification of slender buildings by neuronal networks

The study of the dynamic behavior of slender masonry structures is usually related to the preservation of the historic heritage. This study, for bell towers and industrial masonry chimneys, is particularly relevant in areas with an important seismic hazard. The analysis of the dynamic behavior of masonry structures is particularly complex due to the multiple effects that can affect the variation of its main frequencies along the seasons of the year: temperature and humidity. Moreover, these dynamic properties also vary considerably in structures built in areas where land subsidence due to the variation of the phreatic level along the year is particularly evident: the stiffness of the soil–structure interaction also varies. This paper presents a study to evaluate the possibility of detecting the variation of groundwater level based on the readings obtained using accelerometers in different positions on the structure. To do this a general case study was considered: a 3D numerical model of a bellower. The variation of the phreatic level was evaluated between 0 and −20 m, and 81 cases studies were developed modifying the rigidity of the soil–structure interaction associated to a position of the phreatic level. To simulate the dispositions of accelerometers on a real construction, 16 points of the numerical model were selected along the structure to obtain modal displacements in two orthogonal directions. Through an adjustment by using neural networks, a good correlation has been observed between the predicted position of the water table and acceleration readings obtained from the numerical model. It is possible to conclude that with a discrete register of accelerations on the tower it is possible to predict the water table depth.     

半封闭分数导数粘弹性衬砌隧道的频域响应

混凝土衬砌具有粘弹性性质,以往的经典Kelvin模型、弹性理论和壳体理论都不能刻画其蠕变的全过程。本文基于饱和多孔介质理论,在频率域研究了轴对称荷载和流体压力作用下饱和粘弹性土中半封闭分数导数型衬砌隧洞的稳态动力响应。在引入隧洞部分透水边界条件的基础上,通过分数阶导数粘弹性模型描述衬砌的应力—位移本构关系,并利用衬砌内边界以及接触面的连续性条件,得到了饱和土和衬砌的应力、位移和孔压解答。考察了分数导数阶数、材料参数以及衬砌和土体相对渗透系数的影响。研究表明：分数导数阶数对系统响应影响较大,且依赖于衬砌的材料参数。另外,相对渗透系数对系统响应的影响很大。