TIME-HARMONIC VIBRATION OF AN INCOMPRESSIBLE LINEARLY NON-HOMOGENEOUS HALF-SPACE

In this paper, time-harmonic axisymmetric vibration of an incompressible viscoelastic half-space having shear modulus linearly increasing with depth is studied. The half-space is subjected to a vertical time-harmonic load on its surface. Numerical results concerning surface displacements due to a point force are given for the case of non-zero shear modulus at the surface. Hankel's transforms of the solutions have an infinite number of poles lying on the real axis of the complex plane in the non-dissipative case. A suitable contour of integration is used to avoid all the singularities. Calculations are performed for the dynamic as well as for the static case. In addition, vertical vibrations of a rigid disk on the considered half-space are investigated, and the influence of the non-homogeneity on the dynamic stiffness of the loaded area is demonstrated.     

Using a pore‐scale model to quantify the effect of particle re‐arrangement on pore structure and hydraulic properties

A pore‐scale model based on measured particle size distributions has been used to quantify the changes in pore space geometry of packed soil columns resulting from a dilution in electrolyte concentration from 500 to 1 mmol l^?1 NaCl during leaching. This was applied to examine the effects of particle release and re‐deposition on pore structure and hydraulic properties. Two different soils, an agricultural soil and a mining residue, were investigated with respect to the change in hydraulic properties. The mining residue was much more affected by this process with the water saturated hydraulic conductivity decreasing to 0·4% of the initial value and the air‐entry value changing from 20 to 50 cm. For agricultural soil, there was little detectable shift in the water retention curve but the saturated hydraulic conductivity decreased to 8·5% of the initial value. This was attributed to localized pore clogging (similar to a surface seal) affecting hydraulic conductivity, but not the microscopically measured pore‐size distribution or water retention. We modelled the soil structure at the pore scale to explain the different responses of the two soils to the experimental conditions. The size of the pores was determined as a function of deposited clay particles. The modal pore size of the agricultural soil as indicated by the constant water retention curve was 45 µm and was not affected by the leaching process. In the case of the mining residue, the mode changed from 75 to 45 µm. This reduction of pore size corresponds to an increase of capillary forces that is related to the measured shift of the water retention curve. Copyright © 2007 John Wiley & Sons, Ltd.     

风蚀影响因子的敏感性试验

 对风蚀模式的各重要影响因子进行了敏感性试验，结果表明：①随风力的增大，跃动沙粒的粒径范围迅速增大，从而会使更多、更大的尘粒因受到更强烈的撞击作用而释放于空中。但随土壤水分和植被覆盖度的增加，跃动沙粒粒径范围会变窄，较大的粒子很难被激发到空中。②各种土壤沙流通量及尘粒释放率随粒径的变化趋势Q(d)和F(d)与相应的地表土壤有效粒度分布Ps(d)具有相似的特征，说明前人用近地层沙尘粒度分布来代表地表土壤的有效粒度分布是合理的。③若以总沙流通量Q>0.5 g·m^-1·s^-1为风蚀过程开始发生的标准，在干燥、裸露的情况下，沙土、沙壤土、壤土、黏土和粉黏土表面发生风蚀的临界摩擦速度都约为0.3 m·s^-1。相同风力条件下（u*=0.6 m·s^-1），若地表干燥（w=0）并忽略小于0.1 g·m^-1·s^-1的总沙流通量，则抑制5种土壤发生风蚀的最小植被覆盖度分别约为：沙土0.35、沙壤土0.45、壤土0.45、黏土0.55、粉黏土0.55；若地表裸露，抑制风蚀发生的最小水分含量分别为：沙土0.15、沙壤土0.18、壤土0.3、黏土0.36和粉黏土0.33。④通常情况下沙土最不易起尘，它在各个粒径的尘粒释放率比其他土壤均约小3~5个量级。粉黏土最易起尘，且粒径较小，较容易传输到下游很远处。⑤总尘粒释放率F和总沙流通量Q随风力、地表条件的变化一般是同相的，即Q增大，F也会增大。⑥一般情况下F随摩擦速度u*的增大或植被覆盖度cf和土壤水分w的减小而增大；土壤拖曳系数sx和弹性压力垂直分量pye的增加会大大降低尘粒释放率。⑦通常风蚀情况下，5种土壤中粉黏土和沙壤土因聚合粒子破碎产生的尘粒释放率Fc最大，Fc随风力、地表条件变化的敏感度也最强；沙土的Fc最小，其对风力、地表条件的敏感度也最弱。     

饱和颗粒正冻土-维刚性冰模型的数值模拟

基于刚性冰模型，应用有限差分法离散方程组，对于饱和颗粒土开放系统的冻结过程进行了一维数值模拟，给出了冻结缘内参数的分布．计算过程中修正了刚性冰模型中分凝冰产生条件，提出以冻结缘内冰压与载荷的关系作为分凝冰产生的判据，计算得到的冻胀量与实验室冻胀实验的测量数据较为吻合．将计算结果与现场实测资料进行了比较，温度场、含水量分布等结果在分布规律方面与现场实测资料相符．     

厚筏刚性基础倾斜值估算

从弹性半空间Boussiuesq解出发,采用有限元法和压缩层地基模型,探索计算厚筏基础倾斜值的方法,计算厚筏基础的不均匀沉降和倾斜值,并利用工程实例进行说明,计算结果与实测结果较吻合。     

库布齐沙漠颗粒物中磷的化学形态分析

采用7步连续浸提法对库布齐沙漠响沙湾沙粒中磷的各种存在形态进行了分析测定，并对沙粒样进行了分级形态研究。结果表明：在库布齐沙漠响沙湾沙粒中总磷（TP）的含量为137．21～362．09μg／g，其主要成分为无机磷（IP），平均占TP的比例为94．60％；而有机磷（Or—P）的含量为7．88～19．12μg／g，平均占TP的5．40％。在所有不同粒度的沙样中，自生钙结合磷（Ca—P）含量最高，占TP的58．95％～80．05％，其次是原生碎屑磷（De—P）。占TP的8．13％～30．22％，二者占IP的绝大部分；其他各形态磷含量的高低顺序为：有机磷（Or—P）〉吸附态磷（Ads—P）〉铁结合态磷（Fe—P）〉闭蓄态磷（Obs—P）〉铝结合态磷（AI—P）。在所取沙漠颗粒物样中TP、Ca—P、De—P、Or—P、AI—P各自的含量都是随颗粒物粒度的减小而增大，而Ads—P含量则相反；Fe—P、Obs—P的含量受颗粒物粒度变化的影响不大。     

Features of discrete VLF emissions observed at Gulmarg,India during the magnetic storm of 6–7 March, 1986

During the analysis of archived VLF data from Indian low latitude ground stations, some discrete VLF emissions recorded at the low latitude ground station Gulmarg (geomagnetic latitude 24°26′N; geomagnetic longitude 147°09′E, L = 1.28) during moderate magnetic storm activity (Σ K _P ⁻ = 32, K _P index varies from 4 to 6 during the observation period) on 6/7 March, 1986 are presented in this paper. The dynamic spectra of these discrete VLF emissions were observed along with tweeks and its harmonics, which is interesting and complex to explain. In most of the events the harmonic frequency of tweeks correlates with the starting frequency of harmonics of discrete emissions. In order to explain the observed features of discrete VLF emissions, we propose cyclotron resonance interaction between whistler mode wave and energetic electrons of inner radiation belt as possible generation mechanism. An attempt is also made to determine parallel energy, anisotropy and wave growth relevant to the generation process of VLF emissions.     

双侧向测井反演的微粒群方法

双侧向测井反演中,采用微粒群优化算法进行3参数(原状地层电阻率、侵入带电阻率、侵入半径)反演,反演结果精确度较高。由于微粒群优化算法对初值依赖性较小,从而算法也较为稳定,增加了反演结果的可信度。     

刚性桩与柔性桩复合地基共同作用研究现状

刚性桩与柔性桩共同作用的复合地基是一项新的地基处理技术,是现在学术界和工程界研究的热点。本文通过对其特性、设计参数、理论研究和工程实践等各个方面进行了讨论,提出了自己的一些观点。     

Rigid‐plastic seismic design of reinforced concrete structures

In this paper a new seismic design procedure for Reinforced Concrete (R/C) structures is proposed—the Rigid‐Plastic Seismic Design (RPSD) method. This is a design procedure based on Non‐Linear Time‐ History Analysis (NLTHA) for systems expected to perform in the non‐linear range during a lifetime earthquake event. The theoretical background is the Theory of Plasticity (Rigid‐Plastic Structures). Firstly, a collapse mechanism is chosen and the corresponding stress field is made safe outside the regions where plastic behaviour takes place. It is shown that this allows the determination of the required structural strength with respect to a pre‐defined performance parameter using a rigid‐plastic response spectrum, which is characteristic of the ground motion alone. The maximum strength demand at any point is solely dependent on the intensity of the ground motion, which facilitates the task of distributing required strength throughout the structure. Any artificial considerations intended to adjust results according to empirical observations are avoided, which, from a conceptual point of view, is considered to be an advantage over other simplified design procedures for seismic design. The procedure is formulated using a step‐by‐step format followed by a design example of a 4‐storey‐R/C‐plane‐frame. Results are compared with refined NLTHA and found to be extremely encouraging. Copyright © 2006 John Wiley & Sons, Ltd.