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1.
不同应力路径下剪切带的数值模拟 总被引：4，自引：1，他引：3
采用回映应力更新算法,编写了基于伏斯列夫面的超固结黏土本构关系模型子程序,嵌入非线性有限元软件ABAQUS。通过对单元试验进行三轴压缩、三轴伸长及平面应变等问题的模型预测,再现了超固结黏土在不同初始超固结比和应力路径时的变形和强度特性,从而验证了子程序的正确性。借助该本构模型,对三轴压缩、三轴伸长及平面应变应力路径下超固结黏土体变形局部化问题,进行了三维数值模拟。分析结果表明：超固结黏土在三轴压缩及伸长状态时,土体变形局部化在应力-应变关系软化时出现,而平面应变状态时,在应力-应变关系硬化阶段出现,其超固结黏土的剪胀特性在剪切带的形成过程中起重要作用。 相似文献
2.
Numerical simulation of the seismic response of tunnels in sand with an elastoplastic model 总被引：1，自引：0，他引：1
Rui Carrilho Gomes 《Acta Geotechnica》2014,9(4):613-629
The number of larger tunnels in seismic regions has grown significantly over the last decades. The behaviour of tunnels under seismic actions may be assessed using simplified or more complex approaches. Plane–strain centrifuge tests with dynamic loading on a model tunnel are used as experimental benchmark on the seismic behaviour of tunnels, with the ultimate aim of calibrating numerical and analytical design methods. Two models with dry uniform fine sand were prepared at two different densities, in which an aluminium-alloy tube was installed. This paper describes the numerical simulation of these tests with an elastoplastic model. The tunnel response recorded in the centrifuge tests is compared with the numerical prediction, showing the evolution of accelerations and internal forces along the tunnel lining during the model earthquakes. In general, the numerical simulation diverges from the recorded at the centrifuge tests. The numerical simulation largely amplifies the motion at the fundamental frequency of the soil deposit, while this effect is not significant in the centrifuge tests. It is shown that the peak increments in lining forces during dynamic loading measured in the centrifuge test disagree with the values from the numerical simulation and from the Wang’s elastic solution. The divergence observed between simulation and centrifuge tests may result mainly from the real initial stiffness of the sand in the centrifuge tests which are lower than those measured in laboratory tests and to the insufficient knowledge of all relevant stress paths to be imposed to soil for the calibration of model parameters. 相似文献
3.
This paper describes the numerical simulation of two dynamic centrifuge tests on reduced scale models of shallow tunnels in dry sand, carried out using both an advanced bounding surface plasticity constitutive soil model and a simple Mohr–Coulomb elastic-perfectly plastic model with embedded nonlinear and hysteretic behaviour. The predictive capabilities of the two constitutive models are assessed by comparing numerical predictions and experimental data in terms of accelerations at several positions in the model, and bending moment and hoop forces in the lining. Computed and recorded accelerations match well, and a quite good agreement is achieved also in terms of dynamic bending moments in the lining, while numerical and experimental values of the hoop force differ significantly with one another. The influence of the contact assumption between the tunnel and the soil is investigated by comparing the experimental data and the numerical results obtained with different interface conditions with the analytical solutions. The overall performance of the two models is very similar indicating that at least for dry sand, where shear-volumetric coupling is less relevant, even a simple model can provide an adequate representation of soil behaviour under dynamic conditions. 相似文献
4.
Strain localization developing inside soft rock specimens is examined through experimental observation and numerical simulation. In the experimental study, soft rock specimens are sheared at different strain rates under plane strain conditions and deformation and strain localization characteristics are analysed. Transition of localization mode from highly localized mode for higher strain rate to distributed and diffused mode of strain localization for lower strain rates was observed. In the numerical study, simulations of plane strain compression tests are carried out at different strain rates by using an overstressed‐type elasto‐viscoplastic model in finite element computations. The role of strain rates on setting gradients of strain fields across shear band is clarified. The probable mechanism for transition of localization mode is discussed. Copyright © 2005 John Wiley & Sons, Ltd. 相似文献
5.
《Geomechanics and Geoengineering》2013,8(4):215-228
As is well known, numerically handling, by means of finite element codes, localisation problems involving softening materials is still quite delicate. As soon as strain localisation occurs, mesh dependence and serious problems of convergence take place. This paper deals with this type of problem in the case where localisation occurs in an ideal naturally cemented granular specimen tested under plane strain conditions. Different versions (a local elasto-plastic, a local viscoplastic and a non-local viscoplastic) of the same strain softening model are taken into consideration and the relative numerical results are critically discussed and compared. The snap-back problem is numerically taken into account and it has been demonstrated to be affected not only by the softening parameters but also by the viscous nucleus definition. To highlight the relationship between viscosity and non-locality, the results of a numerical parametric analysis are finally discussed. 相似文献
6.
In finite element calculations the constitutive model plays a key role. The evaluation of the stress response of the constitutive relation for a given strain increment, which is a time integration in the case of models of the rate type, is a typical sub task in such calculations. Adaptive behaviour of the time integration is essential to assure numerical stability and to control the accuracy of the solution. An adaptive second order semi-implicit method is developed in this paper. Its numerical behaviour is compared with an adaptive second order explicit scheme. The two proposed methods control the local error and guarantee numerical stability of the time integration. We include several numerical geotechnical element tests using hypoplasticity with intergranular strain. The element tests simulate the behaviour of a finite element method based on the displacement formulation. 相似文献
7.
针对浅埋暗挖洞桩法理论分析落后于工程实践的实际情况,依据地下结构设计计算理论的地层--结构法,以有限单元法作为分析手段,建立三维计算模型,系统开展了浅埋暗挖洞桩法施工过程的数值模拟,以及参数变化对洞周围岩稳定性和位移场的影响分析。结果表明：浅埋暗挖洞桩法用于大断面洞室或超浅埋洞室暗挖施工时,洞周围岩稳定性良好,并可有效控制地表沉降。洞室跨度为14 m左右时控制地表沉降的效果最好;在不同埋深条件下控制地表沉降的效果基本相同;洞室高度的影响则不明显。研究的结论对今后浅埋大断面单跨洞室暗挖施工方案比选和采用浅埋暗挖洞桩法施工具有指导 作用。 相似文献
8.
The finite element interpretation is discussed of two load tests carried out on bentonite slurry piles bored in granular soils. The first case concerns a pile belonging to a 12 pile group. An axisymmetric finite element model that reproduces, with reasonable accuracy, the experimental results is developed. The model is then extended to three-dimensional conditions and applied to the analysis of the entire group. The results suggest some comments on the different assumptions that can be adopted in the calculations and on their effects on the global load–settlement curve of the pile group. The second case concerns a load test in which, in addition to the load–settlement data, also the axial strains along the pile were measured through electrical extensometers. The numerical back analyses highlight an apparent contradiction between the two sets of experimental data. On their bases some conclusions are drawn on the possible causes of the observed inconsistency and on the influence of the construction technology on the interaction between the pile tip and the soil underneath it. 相似文献
9.
Summary This paper is intended to describe the SHELVIP (Stress Hardening ELastic VIscous Plastic) model, a new viscoplastic constitutive
law which has been developed to incorporate the most important features of behaviour observed in tunnels excavated in severe
to very severe squeezing conditions. This model couples the elastoplastic and time-dependent behaviour by using a plastic
yield surface, as frequently adopted in tunnel design analysis, and the definition of a state of overstress referred to a
viscoplastic yield surface. The model is formulated in all its detailed aspects. The related analytical closed-form solution
for representing triaxial creep deformations is developed. Also developed is an incremental numerical solution for describing
the triaxial stress–strain behaviour under constant strain rate conditions. The model is shown to fit very satisfactorily
the results of creep tests on clay shales and relaxation tests on coal specimens, as recently performed for design analysis
of tunnels in squeezing conditions.
Correspondence: D. Debernardi, Department of Structural and Geotechnical Engineering, Politecnico di Torino, Torino, Italy 相似文献
10.
Numerical simulation of round robin numerical test on tunnels using a simplified kinematic hardening model 总被引：1，自引：0，他引：1
The paper summarizes the numerical simulation of the round robin numerical test on tunnels performed in Aristotle University of Thessaloniki. The main issues of the numerical simulation are presented along with representative comparisons of the computed response with the recorded data. For the simulation, the finite element method is implemented, using ABAQUS. The analyses are performed on prototype-scale models under plane strain conditions. While the tunnel behavior is assumed to be elastic, the soil nonlinear behavior during shaking is modeled using a simplified kinematic hardening model combined with a von Mises failure criterion and an associated plastic flow rule. The model parameters are adequately calibrated using available laboratory test results for the specific fraction of sand. The soil–tunnel interface is also accounted and simulated adequately. The effect of the interface friction on the tunnel response is investigated for one test case, as this parameter seems to affect significantly the tunnel lining axial forces. Finally, the internal forces of the tunnel lining are also evaluated with available closed-form solutions, usually used in the preliminary stages of design and compared with the experimental data and the numerical predictions. The numerical analyses can generally reproduce reasonably well the recorded response. Any differences between the experimental data and the numerical results are mainly attributed to the simplification of the used model and to differences between the assumed and the actual mechanical properties of the soil and the tunnel during the test. 相似文献
11.
坡积土隧道洞口边、仰坡在开挖后自稳能力差,且受隧道开挖影响,易发生破坏,导致隧道工程无法正常施工,并带来经济损失、危害施工人员安全。本文以香山隧道为工程背景,依据隧址地形地质,建立了隧道洞口边、仰坡的三维仿真模型,结合隧道进洞开挖,分析了洞口边、仰坡的位移和应力变化过程,研究了隧道开挖对边、仰坡的影响,优化了隧道进洞方案。研究结果表明,边、仰坡开挖坡度与原始坡度突变处会产生应力集中并形成贯通的潜在滑移面,隧道开挖对仰坡变形影响较大,坡形坡度对隧道洞口边、仰坡稳定性具有显著影响,放缓坡度和采用分步台阶开挖可有效改善边坡应力应变状态。 相似文献
12.
A numerical Round Robin on tunnels under seismic actions 总被引：3，自引：0，他引：3
Emilio Bilotta Giovanni Lanzano S. P. Gopal Madabhushi Francesco Silvestri 《Acta Geotechnica》2014,9(4):563-579
Although the seismic behaviour of shallow circular tunnels in soft ground is generally safer than aboveground structures, some tunnels were recently damaged during earthquakes. In some cases, damage was associated with strong ground shaking and site amplification, which increased the stress level in the tunnel lining. Pseudo-static and simplified dynamic analyses enable to assess transient changes in internal forces during shaking. Nevertheless, experimental evidences of permanent changes in internal loads in the tunnel lining would suggest that a full dynamic analysis including plastic soil behaviour should be performed when modelling the dynamic interaction between the tunnel and the ground. While sophisticated numerical methods can be used to predict seismic internal forces on tunnel structures during earthquakes, the accuracy of their predictions should be validated against field measurements, but the latter are seldom available. A series of centrifuge tests were therefore carried out at the University of Cambridge (UK) on tunnel models in sand, in the framework of a research project funded by the Italian Civil Protection Department. A numerical Round Robin on Tunnel Tests was later promoted among some research groups to predict the observed behaviour by means of numerical modelling. In this paper, the main results of five selected numerical predictions are summarized and compared with the experimental results. 相似文献
13.
14.
The behaviour of dry and cohesionless granular material during quasi-static cyclic shearing under a constant normal stiffness (CNS) condition is theoretically studied. A particular attention is laid to the volumetric strain change and the degradation of the shear resistance in the course of shearing. Numerical calculations are carried out for several shear cycles under boundary conditions which are relevant to investigate the shear interface behaviour. The global and local evolution of deformation, stress and density within the granular material is investigated with a finite element method on the basis of a hypoplastic constitutive model extended by micro-polar quantities: rotations, curvatures and couple stresses. A mean grain diameter is used as a characteristic length of micro-structure. The constitutive equations for stresses and couple stresses take also into account the effect of the evolution of the void ratio, pressure dependent relative density, direction of rate of deformation and rate of curvature. The numerical results are qualitatively compared with corresponding laboratory tests on direct wall shearing performed by DeJong, Randloph and White. In addition, the results for cyclic shearing of an infinite granular layer between two very rough boundaries under CNS conditions are also enclosed and discussed. 相似文献
15.
Numerical investigation of the stabilisation behaviour of shallow foundations under alternate loading 总被引：1，自引：1，他引：0
Hendrik Sturm 《Acta Geotechnica》2009,4(4):283-292
This article presents a stability criterion for shallow foundations on sand for various loading conditions. By means of laboratory
model tests, a behaviour called self-healing is shown. Numerical simulations of these tests prove the suitability of the employed numerical model. Based on this validation,
a numerical parametric study is done to analyse the influence of loading condition and initial state of the soil on the self-healing. Main focus is on the rotational behaviour and settlement of the foundation. The observations and numerical results are discussed
and an explanation is presented based on results of cyclic laboratory tests. 相似文献
16.
冻结黏土卸载状态下双屈服面流变本构关系研究 总被引：1，自引：0，他引：1
卸载状态下冻土三轴蠕变试验结果表明,冻土具有明显的剪胀性,且体积应变不能忽略。为了全面反映冻土在卸载状态下的蠕变变形规律,以简单的黏弹塑模型为基本流变元件,提出了冻土服从椭圆-DP双屈服面流变本构力学模型。通过有限元程序的二次开发,将该模型嵌入到ADINA有限元程序中。对冻土三轴蠕变试验过程进行了数值模拟表明,椭圆-DP型双屈服面本构力学模型能够较好地反映冻土的剪胀性和体积应变等变形性质,数值模拟和试验结果吻合良好,可为冻土工程数值计算提供参考。 相似文献
17.
本研究旨在对黏土中的桶式基础进行从完整的有限元分析到简化的宏单元的建模。首先通过有限元方法分析了在不同单调组合荷载作用下的黏土中吸力桶基础。为保证模拟结果的可靠性,采用了硬化土模型（HS）对正常固结黏土地基进行模拟。通过对比离心试验验证了使用HS模型的有限元分析的有效性,并通过径向位移试验进一步延伸到V-H-M（竖向力-水平力-弯矩）空间的破坏模式研究,并在此基础上,提出了的V-H-M空间三维破坏包络面公式。接着,应用此三维破坏包络面公式,采用亚塑性框架提出了黏土中桶式基础的宏单元设计模型。通过与试验结果的比较,验证了宏单元模型在模拟单调和循环荷载条件下桶式基础的强度与变形响应的有效性。所提的宏单元模型对于海洋岩土工程设计实践将很有帮助。 相似文献
18.
《Computers and Geotechnics》2006,33(4-5):234-247
For shield-driven tunnels, the influence of the soil and grout material properties and of the cover depth on the surface settlements, the loading and deformation of the tunnel lining and the steering of the TBM is investigated numerically. To this end, comparative numerical simulations of a mechanised tunnel advance in homogeneous, overconsolidated, soft, cohesive soil below the ground water table are performed and sensitivities are evaluated. The advancement of the step-by-step tunnel construction process is modelled using a three-dimensional finite element model, which takes into account all relevant components of shield tunnelling. The material behaviour of the saturated soil and the tail void grout is modelled by a two-field finite element formulation in conjunction with an elasto-plastic Cam-Clay model for the soil and a hydration-dependent constitutive model for the grout. The analyses provide valuable information with regard to the significance of the investigated parameters and demonstrate the complexity of the various interactions in shield tunnelling. 相似文献
19.
In this paper, a comparison between numerical analyses and centrifuge test results relative to the seismic performance of a circular tunnel is provided. The considered experimental data refer to two centrifuge tests performed at Cambridge University, aimed at investigating the transverse dynamic behaviour of a relatively shallow tunnel located in a sand deposit. For the same geometry, different soil relative densities characterise the two tests. The four seismic actions considered, of the pseudo-harmonic type, are characterised by increasing intensity. The 2D numerical analyses were performed adopting an advanced soil constitutive model implemented in a commercial finite element code. The comparison between numerical simulations and measurements is presented in terms of acceleration histories and Fourier spectra as well as of profiles of maximum acceleration along free-field and near-tunnel verticals. In addition, loading histories of normal stress and bending moments acting in the tunnel lining were considered. In general, very good agreement was found with reference to the ground response analyses, while a less satisfactory comparison between observed and predicted results was obtained for the transient and permanent loadings acting in the lining, as discussed in the final part of the paper. 相似文献
20.
A finite element analysis is presented of some direct shear tests carried out on samples of a stiff, heavily overconsolidated clay. The effects of softening are accounted for through a simple material model which views this phenomenon as a consequence of an intrinsic loss of strength of the material taking place when plastic strains increase. After illustrating the main characteristics of the finite element approach, with particular reference to the correct determination of the non-reversible strains, its use in the interpretation of the mentioned shear tests is discussed. Some comments are also presented on the mesh dependence of the numerical results, and on the use of a relation between material parameters and element size which reduces this negative effect. Finally, the solution procedure is applied to the simulation of a compression test in order to investigate the possibility of numerically detecting the ‘spontaneous’ (i.e. not directly induced by the boundary conditions) formation of shear zones within the specimen. 相似文献