Computational homogenization of uncoupled consolidation in micro‐heterogeneous porous media

Variationally consistent homogenization is exploited for the analysis of transient uncoupled consolidation in micro‐heterogeneous porous solids, whereby the classical approach of first‐order homogenization for stationary problems is extended to transient problems. Homogenization is then carried out in the spatial domain on representative volume elements (RVE), which are introduced in quadrature points in standard fashion. Along with the classical averages, a higher‐order conservation quantity is obtained. An iterative FE²‐algorithm is devised for the case of nonlinear permeability and storage coefficients, and it is applied to pore pressure changes in asphalt‐concrete (particle composite). Various parametric studies are carried out, in particular, with respect to the influence of the ‘substructure length scale’ that is represented by the size of the RVE's. Copyright © 2009 John Wiley & Sons, Ltd.     

Analytical layer‐element method for non‐axisymmetric consolidation of multilayered soils

A numerically efficient and stable method is developed to analyze Biot's consolidation of multilayered soils subjected to non‐axisymmetric loading in arbitrary depth. By the application of a Laplace–Hankel transform and a Fourier expansion, the governing equations are solved analytically. Then, the analytical layer‐element (i.e. a symmetric stiffness matrix) describing the relationship between generalized displacements and stresses of a layer is exactly derived in the transformed domain. Considering the continuity conditions between adjacent layers, the global stiffness matrix of multilayered soils is obtained by assembling the inter‐related layer‐elements. Once the solution in the Laplace–Hankel transformed domain that satisfies the boundary conditions has been obtained, the actual solution can be derived by the inversion of the Laplace–Hankel transform. Finally, numerical examples are presented to verify the theory and to study the influence of the layered soil properties and time history on the consolidation behavior. Copyright © 2011 John Wiley & Sons, Ltd.     

Study of bond stress–slip relationship and radial dilation in prestressed concrete

This paper presents two test procedures for evaluating the bond stress–slip and the slip–radial dilation relationships when the prestressing force is transmitted by releasing the steel (wire or strand) in precast prestressed elements. The bond stress–slip relationship is obtained with short length specimens, to guarantee uniform bond stress, for three depths of the wire indentation (shallow, medium and deep). An analytical model for bond stress–slip relationship is proposed and compared with the experimental results. The model is also compared with the experimental results of other researchers. Since numerical models for studying bond‐splitting problems in prestressed concrete require experimental data about dilatancy angle (radial dilation), a test procedure is proposed to evaluate these parameters. The obtained values of the radial dilation are compared with the prior estimated by numerical modelling and good agreement is reached. Copyright © 2012 John Wiley & Sons, Ltd.     

孔隙水压力圆锥静力触探及其发展现状

介绍孔隙水压力圆锥静力触探这门新技术,着重评述近年来在探头优化设计方面的进展,以及在划分地层和鉴别土类、估计土的超固结比和固结系数方面应用的最新研究成果。     

用于生成DTM的改进的最小二乘匹配(LSM)算法

本文提供了一种用于生成DTM的LSM算法的数学模型。其特点是,引入了辐射线条件和共面条件的几何约束,以及辐射偏差和几何变形参数的虚拟观测方程。试验表明.改善了LSM算法的收敛性、稳定性和可靠性,因而提高了图像配准的质量。     

多卜勒雷达经向速度资料的预处理方法

利用变分法原理提出了对雷达速度资料进行预处理的一种方法，数值试验表明该法能有效地消除雷达速度资料中的小尺度运动径向速度分量及“噪声”。     

水库区应力－孔压耦联分析

基于Ｂｉｏｔ耦联固结理论［１］，推导出二维饱水弹性岩石介质的应力－孔压耦联微分方程，并用有限元法和有限差分法分别对其进行了空间和时间的离散化。     

吉林省太古宙TTG岩类固结的温度压力条件

吉林省太古宙ＴＴＧ岩类型成于变质上壳岩系麻粒岩相变质作用晚期阶段。详细的岩相学研究表明，ＴＴＧ岩类中存在岩浆结晶的绿帘石，角闪石和黑云母等。绿帘石的出现标志了一定的压条件。     

地下水开采—地面沉降模型研究

本文建立三维流支－－一维非线性固结地面沉降模型,在混合井流,降雨滞后补给,初始水头形成,人为边界刻画,水流－固结耦合及软土层固结滞后于地下水开采层水头变化等方面有所改进,所建模型用于苏州市,模拟出若干地面沉降重要特征,地面沉降中心偏离地下水漏斗中心,地面沉降动态滞后于地下水的水头动态,软土层渗透系数随固结过程的变化及头在软土层中的传递特征。     

Stress induced time dependent behavior of clayey soils

It is shown that time compression curve obtained from one-dimensional consolidation curve in the laboratory may include six phases. These are initial compression, first primary compression, transition from first primary compression to second primary compression, second primary compression, and transition from second primary compression to creep and lastly creep. This paper attempts to identify the quantitative beginnings and characteristics of these phases. A mathematical characteristic of all the soils that follow primary consolidation as per Terzaghi’s one dimensional consolidation theory is derived. It is known as the constant of primary consolidation. It is used to study the beginning of secondary consolidation and its effects on primary consolidation. Another characteristic of soils for creep and total absence of primary compression is derived. Methods are suggested for the determination of coefficients of Primary and Secondary consolidations and the compression index.