A Generalized Backward Euler algorithm for the numerical integration of an isotropic hardening elastoplastic model for mechanical and chemical degradation of bonded geomaterials     

Claudio Tamagnini  Riccardo Castellanza  Roberto Nova 《国际地质力学数值与分析法杂志》2002,26(10):963-1004

An extended version of the classical Generalized Backward Euler (GBE) algorithm is proposed for the numerical integration of a three‐invariant isotropic‐hardening elastoplastic model for cemented soils or weak rocks undergoing mechanical and non‐mechanical degradation processes. The restriction to isotropy allows to formulate the return mapping algorithm in the space of principal elastic strains. In this way, an efficient and robust integration scheme is developed which can be applied to relatively complex yield surface and plastic potential functions. Moreover, the proposed algorithm can be linearized in closed form, thus allowing for quadratic convergence in the global Newton iteration. A series of numerical experiments are performed to illustrate the accuracy and convergence properties of the algorithm. Selected results from a finite element analysis of a circular footing on a soft rock layer undergoing chemical weathering are then presented to illustrate the algorithm performance at the boundary value problem level. Copyright © 2002 John Wiley & Sons, Ltd.  相似文献   

基于离散元方法的不同挡墙变位模式下有限土体主动土压力研究     

张恒志  徐长节  何寨兵  黄展军  何小辉 《岩土力学》2022,(1):257-267

为研究挡墙变位模式以及墙后填土宽度对无黏性有限土体主动土压力的影响,在不同墙后填土宽度条件下分别开展了挡墙平动(T)模式、绕墙底转动(RB)模式以及绕墙顶转动(RT)模式的离散元模拟。根据离散元模拟结果对主动土压力、墙后土体破坏模式以及应力状态进行了分析。研究结果表明:挡墙变位模式和墙后填土宽度的变化使得土体破坏模式和应力状态发生变化,引起主动土压力大小及分布的差异。T与RB模式滑动土楔中内摩擦角调动值会相对初始值增加,且T模式滑动土楔中会出现小主应力拱。RT模式较为特殊,在填土宽度较小时,其应力状态与T模式相似;在填土宽度较大时,滑动土楔上部会出现内摩擦角调动值相对初始值减小的区域,并出现大主应力拱。  相似文献   

基于数据挖掘的土−水特征曲线演化规律研究     

陈勇  苏剑  曹玲  王力  王世梅 《岩土力学》2022,43(Z2):23-34

土−水特征曲线是非饱和土持水性能和水气运移规律的重要表征,由于其测试过程繁杂、影响因素众多,很难通过系列试验和数学模型全面表达。为探索土的类型和物理状态对土−水特征曲线的影响,以国内外大量试验数据为基础,以反映其形态的3个特征值（进气值、减湿率、残余含水率）为对象,采用数据分析统计方法揭示不同赋存条件对特征值的作用规律,采用机器学习方法探究影响因素的敏感性。研究结果表明：土体的物质组成（颗粒级配、粒径尺度、塑性指数）及赋存状态（密实程度、饱和含水率、干湿循环作用、环境温度）是影响其持水性能的常见分析指标,各影响因素对3个特征值的影响特征既有巨大差异也有相互联系,敏感性成果表明代表黏粒含量的塑性指数和反映密实程度的干密度是影响土体持水性能的最主导因素,给出的特征值分布范围考虑了两个主导因素的影响,具有较强的代表性和借鉴意义。  相似文献   

温度循环下压实粗粒盐渍土水盐迁移与变形响应     

陈伟志  张莎莎  李安洪 《岩土力学》2022,43(Z2):74-84

“一带一路”规划的高速铁路频繁穿梭于盐质荒漠区,沿线优质不含盐路基填料极其匮乏。为解决粗粒盐渍土填筑高速铁路路基面临的技术难题,结合伊朗德伊高铁建设,以现场粗粒盐渍土路基填料为对象,开展了温度循环下压实粗粒盐渍土水盐迁移与变形响应试验研究。结果表明,每次温度循环后温度波幅值由土层浅表向深层土体衰减传递,土体埋深越浅、恒温时间越长,温度波幅值越大;水盐均匀分布的压实粗粒盐渍土经历多次温度循环后逐渐演化成非均匀分布,水盐向土体表面迁移聚集,越靠近土体表面水盐增量越大;前5次温度循环中压实粗粒盐渍土产生了塑性盐胀或塑性融沉,随着温度循环次数增加,盐渍土塑性盐胀或塑性融沉显著减小甚至消失;盐渍土层上设置非盐渍土层具有迟滞盐分向上迁移和消能减胀作用,粗粒盐渍土构筑高速铁路路基宜采用结构分层技术,非盐渍土层设置厚度一般不宜小于当地温度辐射影响显著深度;粗粒盐渍土路基设计宜考虑多次温度循环后形成的水盐非均质分布及其可能诱发的盐胀与融沉增大效应,路基压实度不宜过高。研究成果将为盐渍土地区高速铁路路基工程建造起到示范参考作用。  相似文献   

A stabilized single-point finite element formulation for three-dimensional dynamic analysis of saturated soils     

《Computers and Geotechnics》2015

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基质吸力变化引起的体积应变研究     

戚国庆  黄润秋 《工程地质学报》2015,23(3):491-497

与降雨有关的边坡表层变形位移,其根源是基质吸力降低引起的非饱和土体积应变。利用某滑坡体的原状样及其重塑样,分别在100kPa、200kPa围压作用下,采用单纯增加基质吸力的应力路径,对基质吸力引起的体积应变,进行试验测试。结果显示: (1)试样的体应变,随基质吸力的增大,单调增大,服从对数函数关系;(2)围压由100kPa增加到200kPa的试样体积模量,随基质吸力的增大,单调增大,服从幂函数关系;(3)与基质吸力有关的体积变化系数,随基质吸力的增大,单调减小,服从幂函数关系;并且当基质吸力大于200kPa以后,随基质吸力增大,体积变化系数接近于常数,约为0.0059左右。在此基础上,本文针对这种由单纯基质吸力变化引起的非饱和土体积应变规律及机理,进行了探讨。  相似文献   

Stable isotopic signatures of the modern land snail Eremina desertorum from a low-latitude (hot) dry desert—A study from the Petrified Forest,New Cairo,Egypt     

《Chemie der Erde / Geochemistry》2015,75(1):65-72

This study was conducted on recent desert samples—including (1) soils, (2) plants, (3) the shell, and (4) organic matter from modern specimens of the land snail Eremina desertorum—which were collected at several altitudes (316–360 m above sea level) from a site in the New Cairo Petrified Forest. The soils and shell_{E. desertorum} were analyzed for carbonate composition and isotopic composition (δ¹⁸O, δ¹³C). The plants and organic matter_{E. desertorum} were analyzed for organic carbon content and δ¹³C. The soil carbonate, consisting of calcite plus minor dolomite, has δ¹⁸O values from −3.19 to −1.78‰ and δ¹³C values −1.79 to −0.27‰; covariance between the two values accords with arid climatic conditions. The local plants include C3 and C4 types, with the latter being dominant. Each type has distinctive bulk organic carbon δ¹³C values: −26.51 to −25.36‰ for C3-type, and −13.74 to −12.43‰ for C4-type plants.The carbonate of the shell_{E. desertorum} is composed of aragonite plus minor calcite, with relatively homogenous isotopic compositions (δ¹⁸O_mean = −0.28 ± 0.22‰; δ¹³C_mean = −4.46 ± 0.58‰). Most of the δ¹⁸O values (based on a model for oxygen isotope fractionation in an aragonite-water system) are consistent with evaporated water signatures. The organic matter_{E. desertorum} varies only slightly in bulk organic carbon δ¹³C values (−21.78 ± 1.20‰) and these values suggest that the snail consumed more of C3-type than C4-type plants. The overall offset in δ¹³C values (−17.32‰) observed between shell_{E. desertorum} carbonate and organic matter_{E. desertorum} exceeds the value expected for vegetation input, and implies that 30% of carbon in the shell_{E. desertorum} carbonate comes from the consumption of limestone material.  相似文献   

A non‐coaxial critical state soil model and its application to simple shear simulations     

Yunming Yang  H.S. Yu 《国际地质力学数值与分析法杂志》2006,30(13):1369-1390

The yield vertex non‐coaxial theory is implemented into a critical state soil model, CASM (Int. J. Numer. Anal. Meth. Geomech. 1998; 22 :621–653) to investigate the non‐coaxial influences on the stress–strain simulations of real soil behaviour in the presence of principal stress rotations. The CASM is a unified clay and sand model, developed based on the soil critical state concept and the state parameter concept. Without loss of simplicity, it is capable of simulating the behaviour of sands and clays within a wide range of densities. The non‐coaxial CASM is employed to simulate the simple shear responses of Erksak sand and Weald clay under different densities and initial stress states. Dependence of the soil behaviour on the Lode angle and different plastic flow rules in the deviatoric plane are also considered in the study of non‐coaxial influences. All the predictions indicate that the use of the non‐coaxial model makes the orientations of the principal stress and the principal strain rate different during the early stage of shearing, and they approach the same ultimate values with an increase in loading. These ultimate orientations are dependent on the density of soils, and independent of their initial stress states. The use of the non‐coaxial model also softens the shear stress evolutions, compared with the coaxial model. It is also found that the ultimate shear strengths by using the coaxial and non‐coaxial models are dependent on the plastic flow rules in the deviatoric plane. Copyright © 2006 John Wiley & Sons, Ltd.  相似文献   

DISTRIBUTIVE　TENDENCY　OF　ELEMENT　CONCENTRATIONS　IN　LIMESTONE　SOILS　IN　EASTERN　CHINA     

温琰茂  曾水泉  潘树荣  罗毓珍 《中国地理科学(英文版)》1995,5(4):316-324

ＤＩＳＴＲＩＢＵＴＩＶＥＴＥＮＤＥＮＣＹＯＦＥＬＥＭＥＮＴＣＯＮＣＥＮＴＲＡＴＩＯＮＳＩＮＬＩＭＥＳＴＯＮＥＳＯＩＬＳＩＮＥＡＳＴＥＲＮＣＨＩＮＡＷｅｎＹａｎｍａｏ（温琰茂）；ＺｅｎｇＳｈｕｉｑｕａｎ（曾水泉）；ＰａｎＳｈｕｒｏｎｇ（潘树荣）；Ｌｕｏ...  相似文献   

Finite element formulation and algorithms for unsaturated soils. Part I: Theory     

Daichao Sheng  Scott W. Sloan  Antonio Gens  David W. Smith 《国际地质力学数值与分析法杂志》2003,27(9):745-765

This paper presents a complete finite‐element treatment for unsaturated soil problems. A new formulation of general constitutive equations for unsaturated soils is first presented. In the incremental stress–strain equations, the suction or the pore water pressure is treated as a strain variable instead of a stress variable. The global governing equations are derived in terms of displacement and pore water pressure. The discretized governing equations are then solved using an adaptive time‐stepping scheme which automatically adjusts the time‐step size so that the integration error in the displacements and pore pressures lies close to a specified tolerance. The non‐linearity caused by suction‐dependent plastic yielding, suction‐dependent degree of saturation, and saturation‐dependent permeability is treated in a similar way to the elastoplasticity. An explicit stress integration scheme is used to solve the constitutive stress–strain equations at the Gauss point level. The elastoplastic stiffness matrix in the Euler solution is evaluated using the suction as well as the stresses and hardening parameters at the start of the subincrement, while the elastoplastic matrix in the modified Euler solution is evaluated using the suction at the end of the subincrement. In addition, when applying subincrementation, the same rate is applied to all strain components including the suction. Copyright © 2003 John Wiley & Sons, Ltd.  相似文献