One‐dimensional consolidation with a threshold gradient: a Stefan problem with rate‐dependent latent heat

During the process of one‐dimensional consolidation with a threshold gradient, the seepage front moves downward gradually, and the problem is indicated as a Stefan problem. The novel feature in this Stefan problem is a latent heat that varies inversely with the rate of the moving boundary. An exact solution for the external load that increases in proportion to the square root of time is constructed using the similarity transformation technique. Computational examples concerning the effect of different parameters on the motion of the seepage front are presented. The exact solution provides a worthwhile benchmark for verifying the accuracy of numerical and approximate methods. Copyright © 2013 John Wiley & Sons, Ltd.     

动力排水固结法加固浦东机场促淤地基试验研究

基于浦东国际机场快件处理中心促淤场地的加固处理实践,介绍采用动力排水固结法处理促淤饱和软粘土地基的工艺对吹填粉细砂上试夯区的试验研究,结果表明采取低能量“少击多遍”的强夯施工工艺,并辅以竖向塑料排水板的方法来加固处理饱和促淤软粘土是可行的,促淤地基的力学性能和变形性能显著提高,并实现了用吹填粉细砂代替中粗砂作为强夯垫层,大大降低了工程成本。通过对大面积强夯施工处理效果的检测表明,动力排水固结法加固处理促淤地基效果明显。     

Influence of Structural Non-Stationarity of Surface Roughness on Morphological Characterization and Mechanical Deformation of Rock Joints

Summary Structural non-stationarity of surface roughness affects accurate morphological characterization as well as mechanical behaviour of rock joints at the laboratory scale using samples with a size below the stationarity threshold. In this paper, the effect of structural non-stationarity of surface roughness is investigated by studying the scale dependence of surface roughness and mechanical behaviour of rock joints. The results show that the structural non-stationarity mainly affects the accurate characterization of the surface roughness of the fracture samples. It also controls the amount and location of the contact areas during shear tests, which in turn affects the mechanical properties and asperity degradation of the samples. It is concluded that for accurate determination of the morphological and mechanical properties of rock joints at laboratory and field scales, samples with size equal to or larger than the stationarity threshold are required. Author’s address: Nader Fardin, Rock Mechanics Group, Department of Mining Engineering, Faculty of Engineering, University of Tehran, P.O. Box: 11365/4563, Tehran, Iran     

孔隙裂隙双重介质的三维逾渗数值模拟研究

基于三维孔隙介质的逾渗模型,首次把裂隙这一重要的渗透通道引入到三维逾渗研究中,提出了孔隙裂隙三维逾渗的研究方法,并建立了孔隙裂隙双重介质三维逾渗模型,这一模型的建立使得逾渗理论的研究成果可以被应用到更多的领域中,如煤体、岩体等。基于VC++6.0开发了孔隙裂隙双重介质三维逾渗模拟软件,模拟研究了双重介质的逾渗规律,模拟研究表明：裂隙的存在在很大程度上提高了介质的逾渗概率,使孔隙裂隙双重介质的逾渗规律明显不同于孔隙介质;随孔隙率、裂隙分形维数、裂隙数量分布初值由小到大逐渐增长,必然发生逾渗转变的自然现象。     

完善我国现行《矿产资源法》的构想

为了使我国现行的《矿产资源法》的修改与完善能更加与我国的矿业经济相适应。试从：（1）理顺矿产资源所有权和土地所有权关系;（2）完善矿业权市场流转的规定;（3）完善矿业环境保护与治理的规定;（4）建立权利金制度,合理征收资源税与矿产资源补偿费;（5）完善小型矿山采矿行为的规定;（6）制定限制外商投资我国战略性矿产资源的规定;（7）制定建立战略性矿产储备制度的规定等几方面,对其完善的构想进行论述。以供相关人士参考。     

Mitigation of liquefaction and associated ground deformations by stone columns

Soil liquefaction and associated ground failures have been a major source of damage during the past earthquakes. The risk of liquefaction and associated ground deformation can be reduced by various ground-improvement methods including the stone column (gravel drain) technique. This paper presents the current state of the stone column technologies as a liquefaction countermeasure. A comprehensive review is provided aiming to: (a) identify key considerations for the general use of stone columns as a liquefaction countermeasure, (b) provide insights for design and construction, (c) compile the latest research developments, and (d) identify sources of useful information. Case histories of field applications and observed field performance are cited to portray different stone column applications and observed effectiveness. The paper identifies areas where more research is needed and includes recommendations for future research and development.     

The stability of a remediated bed in Hamilton Harbour,Lake Ontario,Canada

ABSTRACT In situ measurements of lakebed sediment erodibility were made on three sites in Hamilton Harbour, Lake Ontario, using the benthic flume Sea Carousel. Three methods of estimating the surface erosion threshold (τ_c(0)) from a Carousel time series were evaluated: the first method fits measures of bed strength to eroded depth (the failure envelope) and evaluates threshold as the surface intercept; the second method regresses mean erosion rate (E_m) with bed shear stress and solves for the floc erosion rate (E_f) to derive the threshold for E_m = E_f = 1 × 10^?5 kg m^?2 s^?1; the third method extrapolates a regression of suspended sediment concentration (S) and fluid transmitted bed shear stress (τ₀) to ambient concentrations. The first field site was undisturbed (C) and acted as a control; the second (W) was disturbed through ploughing and water injection as part of lakebed treatment, whereas the third site (OIP) was disturbed and injected with an oxidant used for remediation of contaminated sediment. The main objectives of this study were: (1) to evaluate the three different methods of deriving erosion threshold; (2) to compare the physical behaviour of lacustrine sediments with their marine estuarine counterparts; and (3) to examine the effects of ploughing and chemical treatment of contaminated sediment on bed stability. Five deployments of Sea Carousel were carried out at the control site. Mean erosion thresholds for the three methods were: τ_c(0) = 0·5 (±0·06), 0·27 (±0·01) and 0·34 (±0·03) Pa respectively. Method 1 overpredicted bed strength as it was insensitive to effects in the surface 1–2 mm, and the fit of the failure envelope was also highly subjective. Method 2 exhibited a wide scatter in the data (low correlation coefficients), and definition of the baseline erosion rate (E_f) is largely arbitrary in the literature. Method 3 yielded stable (high correlation coefficients), reproducible and objective results and is thus recommended for evaluation of the erosion threshold. The results of this method correlated well with sediment bulk density and followed the same trend as marine counterparts from widely varying sites. Mass settling rates, expressed as a decay constant, k, of S(t), were strongly related to the maximum turbidity at the onset of settling (S_max) and were also in continuity with marine counterparts. Thus, it appears that differences in salinity had little effect on mass settling rates in the examples presented, and that biological activity dominated any effects normally attributable to changes in salinity. Bedload transport of eroded aggregates (2–4 mm in diameter) took place by rolling below a mean tangential flow velocity (U_y) of 0·32 ms^?1 and by saltation at higher velocities. Mass transport as bedload was a maximum at U_y = 0·4 ms^?1, although bedload never exceeded 1% of the suspended load. The proportion of material moving as bedload was greatest at the onset of erosion but decreased as flow competence increased. Given the low bulk density and strength of the lakebed sediment, the presence of a bedload component is notable. Bedload transport over eroding cohesive substrates should be greater in estuaries, where both sediment density and strength are usually higher. Significant differences between the ploughed and control sites were apparent in both the erosion rate and the friction coefficient (φ), and suggest that bed recovery after disruption is rapid (< 24 h). τ_c(0) increased linearly with time after ploughing and recovered to the control mean value within 3 days. The friction coefficient was reduced to zero by ploughing (diagnostic of fluidization), but increased linearly with time, regaining control values within 6 days. No long‐term reduction in bed strength due to remediation was apparent.     

Analysis of a rigid footing lying on three-layered soil using the finite difference method

A numerical procedure is described for the analysis of the vertical deformation and the stress distribution of the strip footings on layered soil media. Three layers of soil with different stiffness are considered with the middle soil layer the thinnest and most stiff layer. The soil media is discretized and using the theory of elasticity, the governing differential equations are obtained in terms of vertical and horizontal displacements. These equations along with appropriate boundary and continuity conditions are solved by using the finite difference method. The vertical and horizontal displacements, strains and stresses are found at various nodes in the soil media. Parametric studies are carried out to study the effect of the placement depth of the middle soil layer, the relative ratios of the moduli of deformation of the soil layers on the vertical displacement of the footing and the vertical stress distribution. These studies reveal that the middle thin but very stiff layer acts like a plate and redistributes the stresses on the lower soft soil layer uniformly. The displacement on the top and bottom of the middle soil layer is almost the same showing that the compression of the middle layer is negligible as it is very stiff.     

中国西北某煤化工区土壤中砷的人体健康风险及其安全阈值

本研究对中国西北某大型煤化工区的土壤样品进行采集。通过密闭消解后应用ICP CCT MS法对土壤样品中砷（As）含量进行测定,选取吸入土壤颗粒、皮肤接触、经口摄入3种主要的暴露途径,对煤化工区3个不同煤气化单元土壤中As的人体健康风险进行评价。结果表明,煤化工区土壤中As的单物质综合致癌风险为可接受水平的6~9倍,As的危害商则在可接受水平范围之内。煤化工区土壤中As的人体健康风险以经口摄入为主体暴露途径,该途径下致癌风险的贡献率占全部致癌风险的68.64%。在对各暴露途径致癌风险控制值计算的基础上选择致癌风险贡献率最高、控制值最低的经口摄入途径的控制值1.59 mg/kg作为该煤化工区土壤中As的参考安全阈值。结合中国煤化工行业发展特点、区域土壤中As的背景值水平、地区气候和地质特点等,考虑不同国家和地区As的人体健康风险可接受水平差异和可行性,才能综合确定特定煤化工区域土壤环境中As的安全阈值。     

某码头软黏土岸坡破坏机制分析及重建

在某吹填软黏土岸坡上修建码头时发生了较大规模的滑坡,待滑体稳定后采取了一系列的工程措施,实现了码头的重建。详细阐述了岸坡发生滑动的全过程,通过现场勘察和有限元模拟分析了岸坡发生滑动破坏的原因。分别考虑了打桩与交通荷载作用,导致地基土中产生超静孔压,从而对岸坡的稳定性造成影响。分析结果表明,岸坡发生失稳破坏是多种不利工况叠加的结果,其主要原因是在低潮位时的超挖引起的,打桩及交通荷载作用也是造成滑坡的不利因素。在破坏的岸坡上重建码头,采用了振动砂桩加固地基,同时在地表铺碎石垫层作为预压荷载,加速地基土的固结。有限元分析和码头的成功重建表明,使用砂桩加固地基可以同时达到提高地基承载力和加速土体排水固结的目的,对于码头的重建是有效的技术措施。