Performance of a Stiff Support System in Soft Clay

The performance of an excavation support system for a subway station renovation project in Chicago and its effects on an adjacent, shallow-foundation supported building are presented. The 13-m-deep excavation was made through soft to medium stiff clays and was supported by a 900-mm-thick secant pile wall, one level of cross-lot bracing, and two levels of tiebacks. Design considerations are discussed and construction procedures are summarized. Field performance data were collected, including lateral soil movements at five locations, building settlements along the exterior wall and interior columns, support system loads, and observations of building damage. As planned in the design, minor damage occurred to nonload bearing portions of the building. Of the 38 mm of maximum lateral movement adjacent to the building, 9 mm occurred during wall installation, 16 mm developed as the soil was excavated, and 13 mm occurred during tunnel demolition and station renovation as a result of soil creep and reduction of wall stiffness. Settlements extended beyond the secant pile wall a distance approximately equal to the depth of the secant pile wall. The effect of excavation was to cause larger settlements within the affected zone, but not to expand the width of the settlement trough. When distortions exceeded approximately 1/960, damage began to manifest itself in the nonload bearing portions of the building.     

Langzeitverhalten feuerverzinkter Bewehrungsbänder für Bewehrte Erde Bauwerke

Long‐term behaviour of hot‐dip galvanized reinforcing strips for reinforced earth constructions For reinforced earth constructions the following parameters are found as a solution to ensure the corrosion prevention of strips for a longtime period: ? use of specific nonbinding grounds, ? preventing the penetration of salt from outside, ? choosing a zinc‐galvanized coverage with a minimum‐thickness of 100 μm. Now a corrosion induced failure of strips is almost impossible considering a building‐relevant period.     

筋土界面剪切特性的研究综述

介绍了拉拔试验和直剪试验两种筋土界面参数的测试方法,阐述了影响试验的主要因素以及试验方法的选择标准,并对筋—砂土界面剪切特性和筋—粘性土界面剪切特性进行了研究,最后论述了接触面上剪应力—位移的关系,以保证加筋土结构的内部稳定性。     

Dynamic Centrifuge Testing of Slickensided Shear Surfaces

Movement along preexisting slickensided rupture surfaces in overconsolidated clay and clay shale slopes can represent a critical sliding mechanism during earthquakes. The seismic behavior of preexisting slickensided surfaces in overconsolidated clay was examined by performing dynamic centrifuge model tests of two slickensided sliding block models constructed using Rancho Solano lean clay. Dynamic shear displacements were concentrated along the preformed slickensided surfaces. The peak shear resistances mobilized along the slickensided surfaces during dynamic loading were 90–120% higher than the drained residual strength measured prior to shaking. To accurately predict the displacements of the sliding blocks using Newmark’s method, it was necessary to use dynamic strengths that were 37–64% larger than the drained residual strength of the soil. Dynamic loading caused a positive pore pressure response in the soil surrounding the slickensided planes. The postshaking shear strengths were 17–31% higher than those measured prior to shaking.     

考虑体积变化的非饱和膨胀土土水特征

为探讨吸力作用下膨胀土体变特征对土水特征的影响规律，开展了一系列完整的脱湿阶段试验，获得了5种不同初始孔隙比的荆门压实膨胀土各级吸力下的重力含水率与体积变化。试验结果表明：不同初始孔隙比下的重力含水率－吸力曲线有交叉与聚拢现象；体积含水率－吸力曲线的交叉现象更为显著；而饱和度－吸力曲线未出现交叉，相同吸力下初始孔隙比大的土样具有更低的饱和度，体现出土水特征与体变特征的耦合效应。基于试验成果，从土的基本体积－质量关系出发，以初始孔隙比与吸力为变量，在一个统一的框架内，构建了吸力作用下的体变方程、分别用重力含水率与饱和度表征的SWCC方程，方程能够描述任意初始孔隙比条件下膨胀土干缩过程中重力含水率、孔隙比与饱和度随吸力的变化规律。     

挥发性有机物污染土壤工程修复技术研究进展

在论述挥发性有机物污染土壤的特性基础上,着重回顾了此类污染土壤的工程修复技术的研究进展,并重点介绍适用于挥发性有机物污染土壤治理的热解吸、光降解、土壤淋洗和土壤气相抽提等工程修复技术的应用及其影响因素,为我国今后开展类似工作提供了技术借鉴。     

Inter‐particle contact heat transfer in soil systems at moderate temperatures

An inter‐particle contact heat transfer model for evaluating soil thermal conductivity is analysed with respect to soils, representing different textural classes, exposed to moderate temperatures ranging from 15 to 30°C. This model is a combination of a self‐consistent approximation model, enhanced with an inter‐particle contact heat transfer correction coefficient. For dry and saturated soils, this coefficient is defined as a ratio of a soil harmonic mean thermal conductivity of solid and fluid (air or water) phases, to the average thermal conductivity of soil solid grains. For unsaturated soils, we assume a linear interpolation of the correction coefficient between absolutely dry and saturated states, with a Kersten function (Ke) as a proportional factor. The strongest impact of the correction coefficient (maximum reduction of heat transfer) is observed for coarse soils below a critical value of saturation degree (S_r‐cr–corresponds to Ke?0) followed by medium and fine soils. For S_r>S_rcr, the reduction of heat transfer gradually diminishes as S_r approaches 1 (i.e. saturated state). Soil texture, soil specific surface area, porosity and mineralogical composition (particularly quartz content) are important factors influencing the heat transfer correction coefficient. Their influence appears to be more substantial at the lower half of the wetness range (S_r<0.5). Simulation results from the new enhanced model closely follow experimental data.     

Evaluation of Multidimensional Transport through a Field-Scale Compacted Soil Liner

A field-scale compacted soil liner was constructed at the University of Illinois at Urbana-Champaign by the U.S. Environmental Protection Agency (USEPA) and Illinois State Geological Survey in 1988 to investigate chemical transport rates through low permeability compacted clay liners (CCLs). Four tracers (bromide and three benzoic acid tracers) were each added to one of four large ring infiltrometers (LRIs) while tritium was added to the pond water (excluding the infiltrometers). Results from the long-term transport of Br? from the localized source zone of LRI are presented in this paper. Core samples were taken radially outward from the center of the Br? LRI and concentration depth profiles were obtained. Transport properties were evaluated using an axially symmetric transport model. Results indicate that (1) transport was diffusion controlled; (2) transport due to advection was negligible and well within the regulatory limits of ksat ? 1×10?7?cm/s; (3) diffusion rates in the horizontal and vertical directions were the same; and (4) small positioning errors due to compression during soil sampling did not affect the best fit advection and diffusion values. The best-fit diffusion coefficient for bromide was equal to the molecular diffusion coefficient multiplied by a tortuosity factor of 0.27, which is within 8% of the tortuosity factor (0.25) found in a related study where tritium transport through the same liner was evaluated. This suggests that the governing mechanisms for the transport of tritium and bromide through the CCL were similar. These results are significant because they address transport through a composite liner from a localized source zone which occurs when defects or punctures in the geomembrane of a composite system are present.     

Evaluation of Cone Penetration Test-Based Settlement Prediction Methods for Shallow Foundations on Cohesionless Soils at Highway Bridge Construction Sites

The cone penetration test (CPT) method is gaining popularity in the United States as one of the premier subsurface exploration techniques. The writers previously monitored settlement behavior of spread footing foundations at five highway bridge construction sites in Ohio and evaluated the standard penetration test-based settlement prediction methods in light of the field performance data. The authors recently conducted CPT sounding at these bridge sites. In this paper, settlement behavior of five spread footings resting on cohesionless soils at two sites were predicted with the CPT-based settlement prediction methods proposed by Amar, DeBeer, Meyerhof, and Schmertmann. The results showed that the prediction methods by Schmertmann and DeBeer were both conservative but reasonably reliable in predicting the settlement of shallow foundations observed in the field.     

Cation exchange capacity methodology III: Correct exchangeable calcium determination of calcareous clays using a new silver–thiourea method

Cation exchange capacity (CEC) is a fundamental property of clays and soils. Determination of CEC for samples that contain Ca-carbonate minerals, such as calcite and dolomite, is problematic because Ca²⁺ released by dissolution of carbonates during CEC determinations interferes with the accuracy of CEC values. This paper describes a new method for the determination of correct exchangeable Ca²⁺ values of calcareous clays and soils. For the method, a silver–thiourea exchange solution is saturated with Ca²⁺ by treatment with fine-grained calcite prior to the start of the exchange procedure. Using this exchange solution, calcite in the sample can no longer be dissolved but exchangeable Ca²⁺ is desorbed quantitatively. The case for dolomite is similar, because dissolution of dolomite is minimised. However, the determination of reasonable exchangeable Ca²⁺ values for samples containing gypsum is not possible because gypsum is soluble in the exchange solution.