Critical state shear behavior of the soil-structure interface determined by discrete element modeling

The interface between soil and structure can be referred to as a soil-structure system, and its behavior plays an important role in many geotechnical engineering practices. In this study, results are presented from a series of monotonic direct shear tests performed on a sand-structure interface under constant normal stiffness using the discrete element method (DEM). Strain localization and dilatancy behavior of the interface is carefully examined at both macroscopic and microscopic scales. The effects of soil initial relative density and normal stress on the interface shear behavior are also investigated. The results show that a shear band progressively develops along the structural surface as shear displacement increases. At large shear displacement a unique relationship between stress ratio and void ratio is reached in the shear band for a certain normal stress, indicating that a critical state exists in the shear band. It is also found that the thickness and void ratio of the shear band at the critical state decreases with increasing normal stress. Comparison of the DEM simulation results with experimental results provides insight into the shear behavior of a sand-structure interface and offers a means for quantitative modeling of such interfaces based on the critical state soil mechanics.     

ELASTO-PLASTIC CONSTITUTIVE MODEL OF SOIL-STRUCTURE INTERFACE IN CONSIDERATION OF STRAIN SOFTENING AND DILATION

The behavior of soil-structure interface plays a major role in the definition of soil-structure interaction. In this paper a bi-potential surface elasto-plastic model for soil-structure interface is proposed in order to describe the interface deformation behavior,including strain softening and normal dilatancy. The model is formulated in the framework of generalized potential theory,in which the soil-structure interface problem is regard as a two-dimensional mathematical problem in stress field,and plastic state equations are used to replace the traditional field surface. The relation curves of shear stress and tangential strain are fitted by a piecewise function composed by hyperbolic functions and hyperbolic secant functions,while the relation curves of normal strain and tangential strain are fitted by another piecewise function composed by quadratic functions and hyperbolic secant functions. The approach proposed has the advantage of deriving an elastoplastic constitutive matrix without postulating the plastic potential functions and yield surface. Moreover,the mathematical principle is clear,and the entire model parameters can be identified by experimental tests. Finally,the predictions of the model have been compared with experimental results obtained from simple shear tests under normal stresses,and results show the model is reasonable and practical.     

结构与土接触面的弹黏塑性本构模型

基于Goodman接触面单元,在Clough--Duncan双曲线关系式的基础上改进了三元件宾厄姆体,建立了结构与土接触面的弹黏塑本构模型,使用ABAQUS的FRIC子程序对该模型进行了二次开发.通过改装的应力控制式结构-土接触面剪切试验仪进行了接触面长期剪切试验,验证了该接触面本构模型.研究结果表明:结构与土接触面的弹黏塑本构模型能较好地模拟接触面的力学特性和时间效应;正应力对结构与土接触面的力学行为影响较大,正应力越大,接触面的时间效应越显著.     

关于土—结相互作用界面力学行为的数值模拟

根据土 -结 (桩 )相互作用典型的界面力学行为特点——两者相互作用直至剪切破坏的滑动面一般都是在土体一侧内部发生的 ,滑动层的厚薄与土性及结构物表面粗糙度等有关等 ,提出了把二者所谓相互作用的界面在概念上做广义化的处理 ,即泛化为一有限的区域 ,认为结构与土体相互作用的界面应是一个广义的相互作用影响范围而非绝对地仅只限于两者的相互接触界面 ,两者间相互作用的界面行为可近似地通过这有限薄层范围内土体材料的本构行为来模拟 ,从而形成了本文关于土 -结相互作用界面行为的模拟关键实质上可以归结为土体的非线性本构行为及其数值分析途径的研究等观点 ,仅供同行参考     

Elastoplastic analysis of soil-structures strengthened by two-directional reinforcements using a multiphase approach

A multiphase model for assessing the macroscopic behavior of earth structures reinforced by two-dimensional inclusions in the context of elastoplasticity is presented and incorporated into a finite element based numerical tool with an appropriate return mapping algorithm. The obtained numerical tool is applied to the stability analysis of an axisymmetric reinforced soil-structure and a parametric study is then considered for different interaction conditions between the soil and the reinforcing membranes, corresponding to a perfect bonding assumption, a perfectly smooth interface and an intermediate case. The stability factors quantified by this study for the different cases are then compared to those obtained by a yield design analysis.     

Dynamic response of underground structures by time domain SBEM and SFEM

The dynamic interaction problems of three-dimensional linear elastic structures witharbitrary shaped section embedded in a homogeneous,isotropic and linear elastic half spaceunder dynamic disturbances are numerically solved.The numerical method employed is acombination of the time domain semi-analytical boundary element method(SBEM)usedfor the semi-infinite soil medium and the semi-analytical finite element method(SFEM)used for the three-dimensional structure.The two methods are combined throughequilibrium and compatibility conditions at the soil-structure interface.Displacements,velocities,accelerations and interaction forces at the interface between undergroundstructure and soil medium produced by the diffraction of wave by an underground structurefor every time step are obtained.In dynamic soil-structure interaction problems,it isadvantageous to combine the SBEM and the SFEM in an effort to produce an optimumnumerical hybrid scheme which is characterized by the main advantages of the two methods.The     

简化平面应变土体模型的精度研究及适用性分析

以严格平面应变解为基础,对简化平面应变土体模型即三个单元Voigt体串联模型的精度进行了研究.在各有关影响因素(如土体剪切模量、密度、剪切波速及结构物截面尺寸等)变化条件下,就两种模型土体作用于结构物交界面上的复刚度的实部和虚部分别进行了对比研究,全面地分析了两种模型复刚度的差异性,并进一步对桩顶受纵向激振力作用下的频域及时域动力响应进行了求解,研究了两种模型下桩顶动力响应的差别.结果表明,对土体复刚度而言,在大多数情况下,简化平面应变模型具有足够的精度,可以满足一般工程应用的需要;对桩顶频域响应和时域响应而言,简化平面应变模型已具有较高的精度,其误差可以忽略,具有很强的工程适用性,为该模型在相关领域的应用提供了坚实的理论依据.     

粗粒土与结构接触面受载过程中的损伤

进行了粗粒上与结构接触面单调和循环加载试验,基于宏细观测量结果,扩展了损伤概念以描述该类接触面在受载过程中的物态演化,及由于物态演化导致的力学特性从初始状态到最终稳定状态的连续变化过程.揭示了接触面损伤的细观物理基础主要是接触面内土的颗牲破碎和剪切压密这两种物态演化;指出接触面的剪胀体应变可以划分为可逆性和不可逆性剪胀体应变两部分,其中不可逆性剪胀体应变可作为接触面损伤发展的宏观量度,因此其归一化形式可作为一种损伤因子的定义;提出了建立粗粒土与结构接触面一种损伤本构关系的基本思路.     

Evaluation of Model Concepts to Describe Water Transport in Shallow Subsurface Soil and Across the Soil–Air Interface

Soil water evaporation plays a critical role in mass and energy exchanges across the land–atmosphere interface. Although much is known about this process, there is no agreement on the best modeling approaches to determine soil water evaporation due to the complexity of the numerical modeling scenarios and lack of experimental data available to validate such models. Existing studies show numerical and experimental discrepancies in the evaporation behavior and soil water distribution in soils at various scales, driving us to revisit the key process representation in subsurface soil. Therefore, the goal of this work is to test different mathematical formulations used to estimate evaporation from bare soils to critically evaluate the model formulations, assumptions and surface boundary conditions. This comparison required the development of three numerical models at the REV scale that vary in their complexity in characterizing water flow and evaporation, using the same modeling platform. The performance of the models was evaluated by comparing with experimental data generated from a soil tank/boundary layer wind tunnel experimental apparatus equipped with a sensor network to continuously monitor water–temperature–humidity variables. A series of experiments were performed in which the soil tank was packed with different soil types. Results demonstrate that the approaches vary in their ability to capture different stages of evaporation and no one approach can be deemed most appropriate for every scenario. When a proper top boundary condition and space discretization are defined, the Richards equation-based models (Richards model and Richards vapor model) can generally capture the evaporation behaviors across the entire range of soil saturations, comparing well with the experimental data. The simulation results of the non-equilibrium two-component two-phase model which considers vapor transport as an independent process generally agree well with the observations in terms of evaporation behavior and soil water dynamics. Certain differences in simulation results can be observed between equilibrium and non-equilibrium approaches. Comparisons of the models and the boundary layer formulations highlight the need to revisit key assumptions that influence evaporation behavior, highlighting the need to further understand water and vapor transport processes in soil to improve model accuracy.

     

A Peierls perspective on mechanisms of atomicfriction

Stick-slip behavior observed from nanoscale asperity friction experiments are often modeled by the one-degree-of-freedom Tomlinson model, which is unable to explain the effects of lattice structure and interface defects, or by molecular simulations which suffer temporal limitations in modeling the velocity- and temperature-dependent frictional behavior. A Peierls-type model developed in this work views the atomic frictional process as the initiation and gliding passage of dislocations with diffused cores on the interface. As a consequence of loss-of-ellipticity instability, the occurrence of stick-slip behavior relies on the interaction among interface slip field, contact stress fields, and existing defects. The friction stress for commensurate interface under large contact area can be approximated from the Rice model of screw-dislocation nucleation from a planar crack tip. The spatially inhomogeneous nature of rate-limiting processes and the coupling effects between contact size and interface incommensurability are successfully determined, which cannot otherwise be tackled in the Tomlinsonmodel.     

有限弹簧法在钢筋混凝土细观断裂分析中的应用

叙述了依据计算几何学的分割理论划分多边形单元的计算前处理系统，及其有限弹簧法在钢筋混凝土构件细观断裂数值模拟中的应用。该模拟系统的主要特色为：一是利用有限弹簧法的单元形状任意性来考虑混凝土断裂模拟时单元形状的影响；二是利用其变位不连续性模拟构件从微细裂缝到断裂的全过程；三是把钢筋和混凝土分别看成具有不同性质的微小构造单元来考虑其界面性质。数值模拟钢筋混凝土构件在拉伸作用下的断裂全过程，考察钢筋的螺纹抵抗作用及其保护层的约束机理。     

Interfacial stress analysis and prediction of debonding for a thin plate bonded to a curved substrate

This paper focuses on the analytical and numerical modeling of the interface between a rigid substrate with simple constant curvature and a thin bonded plate. The interfacial behavior is modeled by independent cohesive laws in the normal and tangential directions, coupled with a mixed-mode fracture criterion. The newly developed analytical model determines the interfacial shear and normal stress distributions as functions of the substrate curvature, during the various behavioral stages of the interface prior to the initiation of debonding. The model is also able to predict the debonding load and the effective bond length. In the numerical model the interface is modeled by zero-thickness node-to-segment contact elements, in which both the geometrical relationships between the nodes of the discretized problem and the interface constitutive laws are suitably defined. Numerical results and comparisons between the predictions of the two models are presented.     

Modeling interface shear behavior of granular materials using micro-polar continuum approach

Recently, the authors have focused on the shear behavior of interface between granular soil body and very rough surface of moving bounding structure. For this purpose, they have used finite element method and a micro-polar elasto-plastic continuum model. They have shown that the boundary conditions assumed along the interface have strong influences on the soil behavior. While in the previous studies, only very rough bounding interfaces have been taken into account, the present investigation focuses on the rough, medium rough and relatively smooth interfaces. In this regard, plane monotonic shearing of an infinite extended narrow granular soil layer is simulated under constant vertical pressure and free dilatancy. The soil layer is located between two parallel rigid boundaries of different surface roughness values. Particular attention is paid to the effect of surface roughness of top and bottom boundaries on the shear behavior of granular soil layer. It is shown that the interaction between roughness of bounding structure surface and the rotation resistance of bounding grains can be modeled in a reasonable manner through considered Cosserat boundary conditions. The influence of surface roughness is investigated on the soil shear strength mobilized along the interface as well as on the location and evolution of shear localization formed within the layer. The obtained numerical results have been qualitatively compared with experimental observations as well as DEM simulations, and acceptable agreement is shown.     

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。     

桩-土接触效应及对桥梁结构地震反应的影响

目前有关涉及桥梁桩基础地震反应的研究大多是基于桩与桩侧土体之间无相对滑动、位移保持协调的假定。本文针对地震作用下桥梁桩基础的接触面效应及其对结构地震反应的影响问题,以某桥梁工程为背景,通过在桩-土交界面处设置接触单元来模拟桩-土间的接触非线性,建立了土-桩-桥梁结构相互作用体系的三维分析模型。利用这一模型,分析了地震作用下桩-土交界面处的动力反应形态,探讨了桩-土间的接触非线性及其对桥梁结构地震反应的影响。初步分析结果表明：在强震作用下,桩-土间会产生较强的接触非线性,在本文模型中,这种非线性主要表现为桩-土交界面处的滑移;考虑桩-土间的接触面效应将使结构的位移反应结果较基于桩-土间位移协调的情形有所增大。     

Numerical simulations of tire-soil interaction based on critical state soil mechanics

The tire-soil interaction is numerically simulated using a modified critical state soil model, in conjunction with a new nonlinear elastic law and hardening law, implemented on a general purpose finite element program MARC. A nonlinear friction law is employed for representing the shearing behavior on the tire-soil interface. Numerical results show deformation patterns and stress distributions in the soil, as well as the normal and shear stress distributions on the tire-soil interface. Results obtained from numerical simulations of the tractive performance of tires at different slips on sand are also presented and compared with available experimental data.     

Prediction of wheel performance by analysis of normal and tengential stress distributions under the wheel-soil interface

Prediction of wheel performance by analysis of normal stress distribution under the wheel-soil interface was reported by one of our research members. In this study analysis of both normal and tangential stress distributions are included for the prediction of wheel performance. A visco-elastic soil model based on a three-element Maxwell model is used to evaluate normal stress distribution under a wheel running on soft ground. The values of the parameters characterizing the visco-elastic behavior of the soil can be derived from plate penetration tests. A rigid wheel-soil interface model is used to evaluate the tangential stress distribution under the wheel-soil interface. Shear deformation modulus, cohesion and angle of internal shearing resistance of the soil are derived from shear-displacement tests. Test results indicate that both maximum normal and shear stress occur in front of the wheel axle, and the location of peak normal stress shifts backwards towards the wheel axle while that of tangential stress shifts forwards when slippage is increased from a low value. Increasing slippage also causes a decrease in normal stress and an increase in tangential stress. Coefficients of traction and tractive efficiency are low at low slippage, increase with an increase in slippage, and level off at higher slippage.     

A simple anisotropic clay plasticity model

An anisotropic clay plasticity constitutive model is extended to include a non-associative flow rule for the successful simulation of the response under undrained loading for some normally consolidated sensitive clays, including possible softening response, without altering otherwise the simple basic structure of the formulation. The model has been developed within the framework of critical state soil mechanics (CSSM) for the triaxial space. The model's structure deviates, in general, from the particular premises of CSSM in regards to a unique critical state line in the space of void ratio and effective pressure, in order to simulate observed experimental data.     

核电结构土-结相互作用分析分区混合计算方法

土-结构相互作用分析是核电结构进行抗震设计和安全评估的重要环节.在核电结构的土-结相互作用分析中,阻尼和非线性是影响结构反应的重要因素. 若采用频域分析,可以方便考虑阻尼,但需通过等效线性化来考虑非线性,不适合于强震作用下的土体非线性.若采用时域分析的逐步积分方法,适合于考虑非线性,但材料阻尼一般采用瑞利阻尼模型,除了紧靠指定阻尼比的少数几个振型外,其他振型的反应将受到瑞利阻尼模型所确定的大阻尼所抑制,造成地震反应与真实情形有较大差异.若采用时域分析的模态叠加法,可合理计入阻尼效应,但模态叠加法不能考虑非线性.因此,如何合理考虑阻尼和非线性是核电结构土-结相互作用分析需要关注的问题.基于此,本文提出一种模态叠加和时步积分结合的土-结相互作用分区算法.其中,出于安全性考虑,地震作用下核电主体结构一般不允许进入非线性,因此结构可采用模态叠加方法,以便合理考虑结构阻尼;土体和基础采用显式时步积分法,可考虑土体非线性;通过人工边界条件考虑无限域的影响 (辐射阻尼).通过简单算例对该方法进行了验证,并用于CAP1400核电结构的土-结相互作用分析中,对比分析了采用模态阻尼和瑞利阻尼时核电结构和场地反应的差异,结果表明结构阻尼模型对场地的反应影响不大,但对结构反应影响明显,在实际工程中应合理选取阻尼模型.      

Discrete element modelling of strength and critical state characteristics of granular materials under axial compression and axial extension stress path tests

The critical state soil mechanics(CSSM)framework has been widely used across a range of problems in geomechanics involving complex loading conditions.However,th...