不对称裂缝单井渗流模型的Green函数构造方法北大核心CSCD

不对称裂缝渗流规律可借助Green函数方法进行求解.根据基本渗流理论,建立了不对称裂缝点源数学模型,采用无因次化与Laplace变换,得到了Laplace空间的无因次点源数学模型微分方程.将未知Green函数与点源微分方程相结合,并考虑点源微分方程的齐次条件以及点源微分方程的特征,给出了如何构造Green函数使之满足点源微分方程齐次边界以及未知目标函数求解的一般方法.根据空间Green函数的对称性和连续性,得出了不对称裂缝点源模型Green函数的形式.最后通过不对称裂缝压裂直井渗流数学模型,验证了该文给出的Green函数两种形式与文献和商业试井分析软件Saphir的数值计算结果一致.     

一类二阶常系数非齐次线性微分方程及边值问题的解法

利用非齐次方程通解方法和Green函数法给出了非齐次项为点源函数的二阶常系数线性常微分方程及边值问题的求解方法和公式.然后以渗流力学一类具体问题为例进行了论证.结果表明这两种方法在本质上是一致的,所得到的结果是相互吻合的.该点源解可用于分析相关边值问题,并可用来求解具有一般非齐次项的微分方程及相关定解问题.     

伴有排水的两相饱和介质动力问题的LAMB积分公式

饱和土在动力作用下伴有排水的反应是工程中常见的现象.由于饱和土以两相饱和介质模拟,在已经求得的集中力作用下,两相饱和介质基本解Green函数和三项流相Green函数基础上,由Betti定理出发,推出排水问题的Lamb积分公式和应力公式,并代入相关参数,通过计算得到了中心扩张源问题的位移场、排水状态、孔隙压力等解答.最后给出了当两相介质蜕化为单相介质后,与经典解答比较的结果.     

圆柱壳开孔的应力集中──非圆孔问题的一般解

本文从Donnell型圆柱壳的基本方程出发,利用复变函数方法和保角映射技术,对圆柱壳开非圆形孔的问题进行了研究.首先给出了逼近具有非圆形孔的圆柱壳开孔问题一般解的完备函数序列,构造出了问题的一般解;其次利用有关圆柱壳开小孔的假设概念,给出了圆柱壳开非圆孔时边界条件的一般表达式.进而利用正交函数展开的方法,将待解的问题归结为一组无穷代数方程组的求解问题,并进行直接求解.在本文最后,对圆柱壳开圆孔.椭圆孔附近的应力集中问题进行了数值计算,给出了分析结果.     

三维不可压缩黏弹性流体系统解的逐点估计

本文考虑三维不可压缩黏弹性流体力学模型的Cauchy问题.首先引入适当的变量变换,对变换后的方程组,研究其线性化系统的Green函数.接着,根据Green函数逐点估计方法,结合方程组解的表达式,分析Riesz算子的影响,得到解关于时空的逐点估计.     

一个广义Boussinesq方程解的存在性与衰减性

文章研究一个广义Boussinesq方程的Cauchy问题.利用长短波分解、Green函数办法和能量方法,证明全局解的存在性,并且给出解的Lp衰减估计.     

半无限平面裂纹构型横向应力的Green函数

针对各向同性弹性无限大板中半无限裂纹,用解析函数方法求解了裂尖处横向应力的Green函数.加载情况为一任意集中力作用于任意一内点处.用叠加法求解了复势,它给出该平面问题的弹性解.通过渐近分析抽取复势的非奇异部分.基于该非奇异部分,用一种直接方法求解了横向应力的Green函数.进一步,用叠加法得到了一对对称和反对称集中力加载时的Green函数.然后,用得到的Green函数来预测铁电材料双悬臂梁试验中畴变引起的横向应力.用力电联合加载引起的横向应力来判断试验中所观察到的稳定和不稳定裂纹扩展行为.预测结果和试验数据基本吻合.     

双空间指示函数方法在三维柱面对称波导中电磁波的反散射问题的推广

给出了双空间指示函数方法在三维柱面对称波导中电磁波的反散射问题的推广.基于这个观察:当Green函数的点源在障碍物内部时,那么远域数据的赋权积分可以很好地近似估计Green函数,但是当Green函数的点源在障碍物外部时,那么远域数据的赋权积分就不能很好地近似估计Green函数.建立一个积分方程:它的右边是点源在所重构区域的Green函数,那么我们可以知道这个积分方程的解的范数在未知障碍物的内部有极大值,而这些取得极大值的点所围成的区域恰好就是所重构的障碍物区域.方法最显著的优势在于它不依赖于未知障碍物的边界条件.     

简支梯形底扁球壳自由振动问题的准Green函数方法

以简支梯形底扁球壳的自由振动问题为例,详细阐明了准Green函数方法的思想.即利用问题的基本解和边界方程构造一个准Green函数,此函数满足了问题的齐次边界条件,采用Green公式,将简支梯形底扁球壳自由振动问题的振形控制微分方程化为两个耦合的第二类Fredholm积分方程.边界方程有多种选择,在选定一种边界方程的基础上,可以通过建立一个新的边界方程来表示问题的边界,以克服积分核的奇异性.最后由积分方程的离散化方程组有非平凡解的条件,求得固有频率.数值结果表明,该方法具有较高的精度.     

奇异高阶微分方程特征值问题正解的存在性

使用Green函数的性质和变量替换方法研究了高阶微分方程解的△导函数性质,再应用不动点指数定理和正线性算子第一特征值,得到了奇异高阶微分方程特征值问题正解的存在性,其中非线性项中含有变量的△导数.     

Scattering of a plane wave by shallow buried cylindrical lining in a poroelastic half-space

The shallow buried tunnel is frequently encountered in underground engineering. The dynamic response of a tunnel under incident wave is of great importance for guiding the safety design in tunnel engineering. In this paper, a model for predicting the dynamic response of a shallow buried tunnel in saturated soil is proposed based on nonlocal Biot theory. The analytical solution is obtained using the wave function expansion method. To consider practical engineering problem, a set of material parameters for saturated soil and tunnel lining are selected for the numerical analysis. The influence of nonlocal parameter, which is introduced in nonlocal Biot theory to consider the pore size effect and pore dynamic effect, on dynamic stress concentrate factor in the lining is investigated in detail. The dynamic responses affected by the other factors, such as incident wave angle, frequency of incident wave and buried depth of the tunnel, have also been implemented. The dynamic stress concentrate factor distributed in the lining is also shown and the position and orientation appearing maximum concentrate factor can be easily determined from the contour plot, which can provide a visual guideline for safety design of a tunnel.     

Spatial-resolution,lumped-capacitance thermal model for cylindrical Li-ion batteries under high Biot number conditions

The time-efficient yet accurate thermal modeling of the battery cells for electric and hybrid electric vehicles is essential improving the performance, safety, and lifetime of the battery system. This paper presents a spatial-resolution, lumped-capacitance (LC) thermal model for cylindrical battery cells under high Biot number (Bi ? 1) conditions where the classical LC thermal model is generally inapplicable because of a significant temperature variation in the cell volume. The spatial-resolution LC model was formulated using zero- and first-order Hermite integral approximations. For model validation, a one-dimensional, transient analytical (exact) solution using Green functions was obtained for a cylindrical Li-ion battery cell with uniform volumetric battery heat generation of Joule and entropic heating under convective cooling boundary conditions. It was found from the comparison of the results that the spatial-resolution LC thermal model can accurately and quickly predicts the cell temperatures (core, skin and area-averaged) under various dynamic battery duty cycles even for high Biot numbers due to highly convective conditions such as liquid cooling.     

Convergence of coercive approximations for a model of gradient type in poroplasticity

We study the existence theory to the quasi‐static initial‐boundary‐value problem of poroplasticity. In this article the classical quasi‐static Biot model is considered for soil consolidation coupled with a nonlinear system of differential equations. This work, for the poroplasticity model of monotone‐gradient type, presents a convergence result of the coercive approximation to the solution of the original noncoercive problem. Copyright © 2008 John Wiley & Sons, Ltd.     

Convergence of a monotonisation procedure for a non-monotone quasi-static model in poroplasticity

Existence theory to quasi-static initial-boundary value problem of poroplasticity is studied. The classical quasi-static Biot model for soil consolidation coupled with a nonlinear system of ordinary differential equations is considered. This article presents a convergence result for the coercive and monotone approximations to solution of the original non-coercive and non-monotone problem of poroplasticity such that the inelastic constitutive equation is satisfied in the sense of Young measures.     

The integration of analysis and testing for the simulation of the response of hyperelastic materials

A family of hyperelastic finite elements capable of modeling arbitrarily large strains for axisymmetric and plane strain analyses has been developed. Constitutive behavior is determined by the selection of a strain energy density function for which user-supplied coefficients are required. Selective reduced integration for the volumetric strain energy terms allows for successful modeling of nearly incompressible materials. Available strain energy density functions are as follows: Mooney-Rivlin, Blatz-Ko, power law, and a nine-term Mooney expansion. The Ogden Strain Energy (OSE) law has also been implemented. The OSE law defines the strain energy relationship entirely in terms of the three principal components of stretch. This differs from the approach of other strain energy formulations, such as the Mooney law in which the strain energy is written as a function of strain invariants. The OSE law as implemented in this formulation is designed to facilitate the user's task of converting physical test data to the numerical (algebraic) form required for input. The family of hyperelastic finite elements has been integrated into ANSYS Revision 4.2 via the user element interface. Numerous verification solutions have been performed. As a representative example, a comparison with a closed-form solution for a Mooney-Rivlin type material is presented. Finally, the difficulties of obtaining test data in the form of user-supplied constants is discussed in the context of the comparison of experimental measurements and analytical simulation of an elastomeric test specimen.     

非饱和土一维固结的半解析解

首先对Fredlund的非饱和土一维固结理论进行简化,由得到的液相及气相的控制方程、Darcy定律及Fick定律,经Laplace变换及Cayley-Hamilton定理构造了顶面状态向量与任意深度处状态向量间的传递关系;通过引入边界条件,得到了大面积瞬时加荷情况多种边界条件下Laplace变换域内的超孔隙水压力、 超孔隙气压力及土层沉降的解;采用Crump方法编制程序实现Laplace逆转换,得到了时间域内的超孔隙水压力、超孔隙气压力、土层沉降的半解析解;引用典型算例,对单面排水排气情况,与已有的解析解进行对比,验证其正确性;对单面排气不排水情况,与差分法结果进行对比进一步证明半解析解的正确性,并进行固结特性分析．该研究对非饱和土一维固结的研究具有重要的意义．     

A mathematical model to study the soil arching effect in stone column-supported embankment resting on soft foundation soil

Soil arching is a common phenomena in pile or columnar (vibroconcrete columns, soil–cement columns by mixing or grouting, stone columns) supported geosynthetic-reinforced or unreinforced embankments resting on soft soil. Due to soil arching, stress acting on soft soil or geosynthetic reinforcement decreases and stress on piles or columns increases. In this paper, using mechanical elements (such as spring, dashpot), a generalized mathematical model has been developed to study the soil arching effect in stone column-supported geosynthetic-reinforced and unreinforced embankments resting on soft soil. Pasternak model concept has been used to model the embankment soil. The soft soil has been idealized by spring-dashpot system to include the time-dependent behavior. The stone columns and geosynthetic reinforcement are idealized by stiffer nonlinear springs and rough elastic membrane, respectively. The consolidation effect of soft soil due to inclusions of stone columns has also been included in the model to study its effect on soil arching. Plane strain condition has been considered in the analysis. A finite difference scheme has been used to solve the governing differential equations and results are presented in non-dimensional form. It has been observed that the height of embankment, degree of consolidation of soft soil, stiffness of the stone column material, spacing between the stone columns, use of geosynthetic reinforcement and properties of soft and embankment soils (such as ultimate bearing capacity of soft soil, shear modulus and ultimate shearing resistance of embankment soil) significantly influence the degree of soil arching.     

Mathematical modelling and study of the consolidation of an elastic saturated soil with an incompressible fluid by FEM

The main aim of this paper is to validate and to solve a model for consolidation of an elastic saturated soil with incompressible fluid. Firstly, we prove the existence and uniqueness of the solution of the variational problem corresponding to an initial and boundary value problem (IBVP): a special case of the Biot’s ‘consolidation of clay’ model (where the applied forces depend on time). Secondly, we prove the stability of the method as well as the estimation of the error by using semi-discretization in time. Finally, we then solved this one by the finite element method (FEM) employing repeated fixed point techniques in order to obtain the results for displacement and pore water pressure. The pore fluid is considered incompressible. The results of the numerical experiments are compared with analytical solutions and, in cases where such solutions do not exist, with experimental data.     

Rate of consolidation of stone column-improved ground considering change in permeability and compressibility during consolidation

In the available mathematical formulations to determine the rate of radial consolidation of stone column-improved ground, the soil properties especially permeability and compressibility are assumed to be constant during consolidation process. However, permeability changes with void ratio (void ratio also changes with consolidation) and compressibility of soil varies along the consolidation curve (compressibility is a function of effective stress and void ratio). Thus, these properties are not constant during consolidation period. In the present paper, mathematical formulation is developed to determine the rate of consolidation of stone column-improved ground due to radial flow considering change in permeability and compressibility of soft soil during consolidation period. Equal strain approach has been considered in the analysis. The parabolic variation in permeability and compressibility within smear zone are incorporated in the formulation. It is observed that the variation of degree of consolidation due to change in stress concentration ratio and diameter ratio reduces when variable soil properties are considered. The difference between the degree of consolidation obtained considering variable and constant soil properties is almost constant due to variation of smear zone parameters. The time required to achieve 90% degree of consolidation increases or decreases (depending on the properties of soil) by around 50%–100% or up to 25%, respectively, when change in soil properties during consolidation is considered.     

饱和土体自重固结问题的相似解

采用了比以往更为普遍的土体物理力学性质假设,利用Hopf-Cole变换方法求得了厚层土体在自重应力作用下的非线性固结问题的完整解析解答．通过试验数据,将该解答与传统的大应变线性固结理论解答和基于实验数据的有限元数值解答相比较,结果表明,该解答能够更好地描述土体的实际固结过程,而由线性化固结理论所得的解答对固结过程中的沉降量和固结度的估计偏小．