bluuebunny/crossref_metadata_2025_split huggingface dataset:
Preparation of Large-Size Laboratory Deposits of Cohesive Soil
Authors: McManus KJ , Kulhawy FH 
Published: February 2009

Abstract
High-quality, large-size cohesive soil deposits can be prepared in the laboratory using the slurry method, which has many advantages for research and calibration purposes. The requirements for such deposits are discussed, and details are presented of the apparatus used successfully to prepare deposits of Cornell clay. Fifteen medium-size deposits (0.6 m diameter by 1.2 m deep) and one large-size deposit (1.4 m diameter by 2.1 m deep) were prepared. The results from a large number of water content tests made during dissection of each deposit and from in situ shear strength tests show that the deposits were very uniform and that the soil properties were both predictable and repeatable from one deposit to another. Details of the construction and operation of the apparatus are given.
Axisymmetric Tension Testing of Geomembranes
Authors: Merry SM , Bray JD , Bourdeau PL 
Published: February 2009

Abstract
The newly developed axisymmetric tension test is useful in evaluating the performance of geomembranes subjected to out-of-plane stress conditions such as those that can develop due to localized subsidence under waste-containment cover and liner systems. In this paper, the equations necessary to describe the geomembrane stresses and strains during testing are derived, and equations used to calculate geomembrane stresses during axisymmetric field loadings are also presented and compared. Finally, the testing equipment and procedures are investigated.
In-Plane Flow of Four Geosynthetics for Landfill Drainage
Authors: Campbell RP , Wu JTH 
Published: February 2009

Abstract
The in-plane flow behavior of four geosynthetics, including three geonets and one geocomposite, for landfill drainage applications was investigated. Laboratory testing was performed to evaluate the effect of boundary material (cover material), hydraulic gradient, applied normal compressive stress, and time on the flow rate. The boundary materials investigated were a geomembrane, geotextile, sand, clay, two geosynthetic clay liners, and foam rubber. Testing was performed at hydraulic gradients from 0.03 to 1.0, with normal compressive stresses from 25 to 930 kPa. The highest flow rate was obtained with the geonet or geocomposite between two geomembranes. The flow rate was lower for the other configurations materials due to intrusion of the boundary material into the flow path. The type of soil used as a boundary material did not have a large effect on the flow rate. Foam rubber appears to be a suitable replacement for soil as a boundary material for flow testing. The flow rate was found to decrease with time due to creep of the geonet or geocomposite core and additional intrusion of the boundary material. Design implications based on the test results are addressed.
Torsional Motion Monitoring System for Small-Strain (10−5 to 10−3%) Soil Testing
Authors: Kim D-S , Stokoe KH 
Published: February 2009

Abstract
For accurate measurements of stress-strain hysteresis loops at strains below 10−3%, a torsional motion monitoring system was modified to incorporate micro-proximitors. A micro-proximitor system with enlarged target arms resulted in about 50 times higher resolution in motion monitoring than previously possible. The four proximitor signals (instead of two) were measured, compared, and averaged to insure that pure torsion of the system was generated and that any bending did not enter the measurement. Ambient noise was controlled by using a low-pass filter and/or a vibration isolation table. With this new system, shear modulus was measured at strains as low as 2 · 10−5%, and hysteretic damping was measured at strains as low as 6 · 10−5%. Below the elastic threshold strain, shear modulus of dry sand measured in the cyclic torsional shear test is independent of strain amplitude. Hysteretic damping exists below the elastic threshold and is independent of strain amplitude, even though the value is quite small.
A Critical Evaluation of the Gradient Ratio Test
Authors: Fannin RJ , Vaid YP , Shi Y 
Published: February 2009

Abstract
Tests performed in a permeameter have been used to evaluate the gradient ratio test method. The evaluation is based on observed variations of water head and permeability in the composite soil and geotextile specimen with respect to time and with imposed hydraulic gradient. A water pluviation technique was used to reconstitute homogeneous, saturated sand specimens in the permeameter at any targeted density. An energy dissipator was used to prevent disturbance of the top of the specimen by inlet water at large flow rates. Some physical clogging of the soil may result from a blinding action due to fines in the recirculating water. Biological clogging may also occur, but is eliminated by treatment of the water with an algicide.
The Effects of Particle Shape and Surface Roughness on the Hydraulic Mean Radius of a Porous Medium Consisting of Quarried Rock
Authors: Sabin GCW , Hansen D 
Published: February 2009

Abstract
The influence of particle shape and surface roughness on the hydraulic mean radius are investigated, and quantitative measures for each are proposed. A particle shape factor is estimated with the aid of a new mathematical approximation for the surface area of an ellipsoid. The particle surface roughness is calculated based on inferences made from surface area data previously obtained for a sample of rocks described in Garga et al. (1991). The effect of surface roughness on the hydraulic mean radius was found to be greater than that of shape for this sample of crusher-run quarried limestone. A diagram is presented to show the relative importance particle shape and surface roughness.
Water Content Relationships of a Sensitive Clay Subjected to Cycles of Capillary Pressures
Authors: Silvestri V 
Published: February 2009

Abstract
This paper presents the results of an experimental investigation carried out to determine the volume change response of a sensitive clay subjected to cycles of air pressure in a pressure plate apparatus. Several clay samples of varying initial water content were used in the test program. It was found that at high air pressures initially soft clay specimens become less compressible than initially stiff clay specimens of comparable water content. In addition, the clay became unsaturated at a water content varying between 25 and 30%.
A Method for Interpretation of Plate Load Test Results
Authors: Reznik YM 
Published: February 2009

Abstract
The selection of allowable pressure is one of the major problems in the foundation design process. Plate load tests are considered the most reliable sources for the determination of that parameter. This paper addresses the interpretation technique of plate load test results accepted in Eastern Europe/CIS (former USSR). The “four-point” method of the proportionality limit evaluation for a plate load-settlement curve is presented and analyzed. A simple formula describing bearing plate displacements under applied loads has been developed. A new approach for the selection of allowable pressure values is proposed, and a formula for allowable pressure calculations is derived. The values of soil allowable pressure calculated using the proposed formula are compared with proportionality limits found with the traditional “four-point” method.
Compressibility of Contaminated Fine-Grained Soils
Authors: Meegoda NJ , Ratnaweera P 
Published: February 2009

Abstract
An experimental study was performed to investigate factors that control the compression index of contaminated soils and to evaluate the applicability of the correlations proposed by Skempton (1944) and Arulanandan et al. (1983) for contaminated soils. The literature search indicated that the compressibility of a soil depends on mechanical as well as physicochemical factors. The addition of chemicals to a soil changes its pore-fluid properties, and causes a change in mechanical and physicochemical factors and hence its settlement characteristics.
Experimental results indicated that the compressibility of the two soils used in this study changed with the type and amount of chemicals in pore fluids. It was also found that the pore fluid viscosity influenced the compressibility of contaminated soils. Both correlations were unable to provide reasonable estimates of the compression indices for contaminated soils.
The electrical properties reflect the changes in physicochemical interactions but not the changes in mechanical factors due to soil contamination. Both mechanical and physicochemical factors control the compressibility and liquid limit of a soil but to a different degree. Therefore, the changes in mechanical factors brought about by changes in the pore fluid viscosities were included in the above correlations as correction factors. With the correction factors, both correlations appear to predict the settlement characteristics of the contaminated soils used in this study.
Improved Velocity Method for the Determination of Coefficient of Consolidation
Authors: Pandian NS , Sridharan A , Kumar KS 
Published: February 2009

Abstract
Parkin (1978) suggested the velocity method based on the observation that the theoretical rate of consolidation and time factor plot on a log-log scale yields an initial slope of 1:2 up to 50% consolidation. A new method is proposed that is an improvement over Parkin's velocity method because it minimizes the problems encountered in using that method. The results obtained agree with the other methods in use.
Cyclic Undrained Behavior and Liquefaction Potential of Sand Treated with Chemical Grouts and Microfine Cement (MC-500)
Authors: Maher MH , Ro KS , Welsh JP 
Published: February 2009

Abstract
The effect of chemical grouting on the response of sand to monotonic and cyclic load is evaluated. Triaxial compression (CD and CU) tests and cyclic triaxial tests are performed to evaluate the effect of chemical grouting on the potential for liquefaction flow failure, initial liquefaction, and 5% cyclic mobility. The influence of selected material parameters and test variables (i.e., grout mixture proportions, grout type and curing time, sand void ratio, cyclic stress ratio, number of cycles) on the behavior of chemically grouted sand is examined. The effect of chemical grouting on the increase in resistance to liquefaction is quantified.
Deformability of Rock-Like Materials Using a Sharp Cone Test
Authors: Leite MH , Ladanyi B , Gill DE 
Published: February 2009

Abstract
This paper presents a new idea for a field testing technique, the sharp cone test (SCT), for the determination of certain deformability parameters of rock-like materials. The test is described, and the theoretical background required for its interpretation is given. The influence of the interpretation model hypotheses is assessed by a finite element analysis. The results of sharp cone tests in materials of known linear elastic and viscoelastic behaviors are presented to validate the interpretation model.
Design and Evaluation of a Flow Pump System for Column Testing
Authors: Redmond PL , Shackelford CD 
Published: February 2009

Abstract
The design of the equipment components of a flow pump system for the measurement of solute (effluent) breakthrough curves from soil columns is described. In addition, the performance of the system in terms of the effects of equipment components and temperature on measured differential pressure fluctuations across soil specimens is illustrated. The flow pump for the system provides continuous flow of permeant liquid to the specimen, which is essential to produce the several pore volumes of flow required for measurement of solute (effluent) breakthrough curves for laboratory column testing.
Differential pressure fluctuations due to effects of high back pressures, imperfections in the flow pump equipment, the sampling of effluent, and temperature fluctuations within the laboratory are illustrated. While the magnitude of these differential pressure fluctuations can be large (e.g., as much as 6.9 kPa in some cases), the influence of these fluctuations did not affect significantly the measured hydraulic conductivity of a processed kaolin specimen at a flow rate of 2.65 × 10−4 cm/s. However, an evaluation of these effects is recommended before such testing commences since the ability to accurately test soil specimens at low flow rates is one of the reported advantages of flow pump systems.
An electrical conductivity cell used to measure the electrical conductance (EC) of the effluent while providing for continuous permeant flow during sampling is described. The cell provides a quick method for determining the electrical conductance and pH of the effluent, and sampling of effluent from the cell produced only minor differential pressure fluctuations across the soil specimen. Test results indicate good agreement between the EC values measured within the constructed probe and EC values measured at a later time using potentiometric methods on effluent samples recovered from bladder accumulators. However, the pH values measured in Cell EC2 were about 1.5 pH units lower than the values measured on recovered effluent samples presumably due to release of CO2 gas from the back-pressure saturated specimen after sampling.
Tensile Stress-Strain Characteristics of Lightly Cemented Sand
Authors: Dass RN , Yen S-C , Das BM , Puri VK , Wright MA 
Published: February 2009

Abstract
Laboratory tensile and unconfined compression test results on lightly cemented sand specimens are reported. Type I portland cement was mixed with sand in proportions of 4, 6, and 8% by weight to prepare the specimens. Tensile strength was determined by indirect tensile strength testing and direct tension testing. The variation of tensile strain with stress in indirect tensile strength tests was measured by a computer-aided image analysis method. Based on the test results, tensile and compressive strengths and strain levels at failure have been determined and compared. Nondimensional tensile stress-strain relationships in the form of a rectangular hyperbola as obtained from the indirect tensile strength tests and direct tension tests have been developed.
Use of Fuzzy Control in Automated Soil Testing
Authors: Huang A-B , Hsu S-P , Kuhn H-R 
Published: February 2009

Abstract
A servo-control algorithm that uses fuzzy logic has been developed for automated soil testing. The algorithm emulates the reasoning process of an experienced operator in controlling the pressure. The amount of pressure adjustment and time delay between adjustments is determined by fuzzy inference matrices. The fuzzy control logic provides a framework for the development of intelligent control algorithms which can be adapted in other aspects of automated soil testing. This paper introduces the concept of fuzzy control and its application in soil testing. Results of controlled gradient consolidation tests are presented to demonstrate the efficacy of fuzzy control.
A Compaction Test Method for Soil-Rock Mixtures in which Equipment Size Effects are Minimized
Authors: Donaghe RT , Torrey VH 
Published: February 2009

Abstract
The development of a standard effort compaction test method for determining compaction characteristics of soil-rock mixtures having maximum particle sizes up to 51 or 76 mm (2 or 3 in.) is described. The method is based on results of a testing program to develop testing procedures for 305 and 457-mm (12 and 18-in.)-diameter molds in which equipment size effects are minimized, i.e., procedures where results for materials tested using a conventional 152-mm (6-in.)-diameter mold may be reproduced with the larger equipment required to test materials having maximum particles sizes of 51 and 76 mm (2 and 3 in.). The testing program consisted of a series of standard effort compaction tests performed using 152, 305, and 457-mm (6, 12, and 18-in.)-diameter molds on four test materials having a maximum particle size of 19.1 mm (3/4 in.) and either plastic or nonplastic fines. Hammer weight was isolated as the main testing variable for use in developing the procedure while maintaining as many features of the conventional procedure as possible. It was found that in the case of 305-mm (12-in.)-diameter mold tests, varying hammer weight did not produce significant effects on results and that 152-mm (6-in.)-diameter mold results could be reproduced with any of the hammers used. In the case of the 457-mm (18-in.)-diameter mold, it was found that 152-mm (6-in.)-diameter mold results could be reproduced with the heaviest hammer [59.6 kg (131.4-lbf) used in the 305-mm (12-in.)-diameter mold tests]. The test method resulting from the investigation utilizes a mechanical compactor equipped with 305 and 457-mm (12 and 18-in.)-diameter molds and a 59.6-kg (131.4-lbf) hammer with a 305-mm (12-in.) drop. Additional tests performed using the test method on minus No. 4 (4.76-mm) sieve fractions of the 19.1-mm (3/4-in.) maximum particle size materials produced significant differences in results due to varying equipment sizes, thus indicating it may be impossible to minimize equipment size effects to the same extent for finer gradations.
Proposed New Standard Test Method for Laboratory Compaction Testing of Soil-Rock Mixtures Using Standard Effort
Authors: Donaghe RT , Torrey VH 
Published: February 2009

Abstract
The purpose of this proposed standard is to standardize a test method for determining standard effort compaction characteristics of soil-rock mixtures containing particles larger than the 3/4-in. (19.0-mm) sieve and finer than the 3-in. (76.2-mm) sieve. The proposed method utilizes a mechanical compactor equipped with a 12-in. (304.8-mm) or 18-in. (457.2-mm)-diameter mold and a 131.4-obf (584.5-N) rammer dropped from a height of 12 in. (304.8 mm).
Development and Potential of Core-Logging Manuals
Authors: Ettensohn FR 
Published: February 2009

Abstract
Characterizing the in-place conditions of rock masses commonly depends upon continuous diamond-core drilling for site investigation or resource characterization. However, because of incomplete or inconsistent core descriptions, potentially valuable information may be lost or unavailable for other users. This situation suggested the potential value of photographic core-logging manuals and descriptive codes to facilitate consistency in core description and ease in the transfer and computerization of these descriptions. To that end, this article describes the development of such manuals and codes using the U.S. eastern gas and oil shales as examples. Although the described manual was developed specifically for these rocks because of their energy-related significance, the concept and coding scheme are readily applicable to core description for all types of engineering and geological purposes.
A Simulation of Tube Sampling Effects on the Stiffness of Clays
Authors: Hird CC , Hajj AR 
Published: February 2009

Abstract
The effect of tube sampling disturbance on the prefailure behavior of reconstituted kaolin was investigated in the triaxial cell. Previously published forms of stress paths followed by normally consolidated and overconsolidated clays during simulated sampling have been substantiated. After the initial stresses were restored, the behavior of the undisturbed clay at small strains (up to 0.1%) was recovered in undrained compression and extension tests, although not accurately for normally consolidated specimens tested in extension. At larger strains, the effects of simulated sampling were significant for normally consolidated specimens, but not for overconslidated ones. The findings in relation to small-strain behavior do not necessarily apply for natural clays, but do help to provide a framework for interpreting the behavior of such soils.
Empirical Theory of Vacuum-Assisted Steam Stripping of Organic Pollutants from Contaminated Soils
Authors: Lord AE 
Published: February 2009

Abstract
A theoretical model was developed for the removal of organic chemicals from soil via vacuum-assisted steam stripping. The model considers a homogeneous, isotropic soil described by a single steam permeability coefficient. (The author realizes that this is an idealization of most field situations.) It is assumed that the entire soil mass has been steam heated to 100°C (or slightly above), so the temperature can be considered a constant for the entire decontamination process. The steady-state steam pressure and velocities are determined by solving Laplace's equation for two geometries: a circular symmetry model and a point source model (results for the latter are available upon request). One-dimensional laboratory experiments were conducted to determine the needed steam permeability and decontamination rate of a particular pollutant during steady-state steam flow. The rate of decontamination was determined over a range of steam velocities. The soils used in this particular study were 100% sand, 75% sand/25% Delaware River silt, and 50% sand/50% Delaware River silt. The “pollutant” was commercially available kerosene at a level of 5% by weight in the soil. The soil was initially moisture-free.
Results are presented as the time needed to produce either 80 or 100% decontamination. These times depend on the position in the soil—the higher the steam-flow velocity, the shorter the times to decontaminate. Drawing on previous work, the times to reach steady state are also presented. For contaminated regions as large as 10 m in diameter for these three soil types, the times to decontaminate to at least 98% appear reasonable.
Application of the Bubble Point Method to the Characterization of the Pore-Size Distribution of Geotextiles
Authors: Bhatia SK , Smith JL 
Published: February 2009

Abstract
For the design of a geotextile as a filter, reliable information about the pore-size distribution of the geotextile is needed. The bubble point method is one technique that is able to provide this information for a geotextile. The bubble point method is a simple and rapid technique for evaluating pore-size distributions of virgin, clogged, and stretched geotextiles. In addition, the bubble point equipment is also capable of providing information as to the degree of clogging within a geotextile and the permeability of a geotextile. The geotextile pore-size distribution results obtained by the bubble point method showed good repeatability. However, the bubble point method was only able to distinguish between geotextiles that had significantly different cross sections. Pore-size distribution results for geotextiles with similar cross sections, but of increasing thickness, were very similar. The dry sieving (ASTM D 4751), hydrodynamic sieving (CAN/CGSB-148.1-10), AND WET SIEVING (sw-640550-83) METHODS ARE GENERALLY only useful for evaluating the larger pore openings (O95, O90) of the geotextiles. In addition, the methods are time consuming. The mercury intrusion porosimetry method (ASTM D 4404) was also performed; however, there was little difference in pore-size distribution results for any of the 28 different geotextiles tested (Smith 1993). There are also environmental concerns with using mercury. The bubble point method showed potential for characterizing the pore-size distribution of geotextiles.
A Resistance Wire Transducer for Circumferential Strain Measurement in Triaxial Tests
Authors: Skopek P , Cyre GP 
Published: February 2009

Abstract
A resistance wire transducer was designed to measure circumferential deformation of a partially saturated triaxial specimen. It utilizes for the measurement changing output voltage in a resistance wire transducer wound around the specimen as it bulges, i.e., increases in circumference. This circumferential change can be converted into lateral deformation. The proposed transducer is very small, so it is possible to mount several of them along the height of a specimen and monitor accurately its changing cross sections. The volume of the specimen at any recording time can be calculated from the deformed cross section and axial deformation. The resistance wire transducer is a simple device whose principle provides the potential for a broad spectrum of analogous applications.