bluuebunny/crossref_metadata_2025_split huggingface dataset:
Effects of Oversize Particles on the Density of Clean Granular Soils
Authors: Fragaszy RJ , Su W , Siddiqi FH 
Published: February 2009

Abstract
Fill material often contains particles too large to be tested in conventional testing equipment. In order to evaluate the compaction, strength, and deformation characteristics of soil containing such oversize particles, a modeling criterion is required which specifies how the soil minus the oversize particles (the soil matrix) should be tested. Questions such as whether or not to replace oversize particles with particles just large enough to be tested and at what density should the model material be prepared must be addressed by such a modeling criterion. To develop modeling criteria it is necessary to know how the oversize particles affect the density of the total material. This paper presents the results of a study which shows that oversize particles increase the void ratio of the soil matrix in a manner which is affected by the relative density of the soil. Both theoretical and experimental work are described which lead to the development of a method for predicting the density of the soil surrounding oversize particles as a function of the relative density of the entire soil sample and the percentage of oversize particles.
Physical and Statistical Models for Bulking of Sand
Authors: Neema DL , Patel AN , Sharda BL 
Published: February 2009

Abstract
Four physical models and one statistical model are proposed to provide quantitative estimates of the extent of the contribution of water film, entrapped water vapor, and particle aggregates to the process of bulking of sand. The limiting conditions of each model are also discussed. A new concept of void-to-aggregate-volume-index (VAVI) is proposed. The experimental study, performed on two fractions of Narmada sand, suggests that VAVI is larger for finer sand. The dependence of VAVI on moisture is complex. It is confirmed that the porosity of sand is maximum when the moisture content is 5 to 7%. This observation is duly explained on the basis of a new concept of moisture per contact per particle due to the disappearance of apparent cohesive forces. The models and concepts developed in this study may be extended to other granular media.
Geotomography in Site Investigation: Simulation Study
Authors: Tallin AG , Santamarina C 
Published: February 2009

Abstract
Tomography is the reconstruction of images from measurements of line integrals. It is used in a variety of scientific and technical applications. Advances in electronics and computers make the technique accessible to geotechnical engineering. The combination of penetration testing and tomographic reconstruction would result in a powerful site investigation tool.
A tomographic software was developed in this research. This paper discusses the fundamentals of the procedure and presents the results of a simulation study using the algebraic reconstruction technique (ART). The parametric study involves field set-up conditions, number of instruments per side, and the size of the grid used in the reconstruction.
Microwave Drying of Highly Plastic and Organic Soils
Authors: Hagerty DJ , Ullrich CR , Callan CA 
Published: February 2009

Abstract
Microwave ovens offer a means of drying soil specimens more quickly than standard drying in convection ovens. Doubt exists, however, about the suitability of microwave drying of highly plastic soils and soils containing organic material. A study of microwave drying was done on highly plastic clays and clays mixed with peat. Comparison of microwave oven drying results with corresponding data obtained in conventional ovens showed that careful use of a microwave oven produced moisture content values very close to those obtained using a conventional oven.
Consolidation Apparatus for Testing Unsaturated Soils
Authors: Rahardjo H , Fredlund DG 
Published: February 2009

Abstract
An apparatus for performing consolidation tests under K0 conditions was designed and constructed for testing unsaturated soils. Three types of consolidation tests are of interest in unsaturated soils. These are: (1) constant water content loading tests, (2) consolidation under a net total stress, and (3) consolidation under a matric suction. The apparatus had been used for simultaneous and separate measurements of pore-air and pore-water pressures for all three types of consolidation tests. The experimental results demonstrate the pore pressure and volume change behavior of an unsaturated soil during these tests.
A Multi-Sensor Piezometer for Shallow Marine Sediments in Coastal Environments
Authors: Andersen GR , Bennett RH , Barber ME , Todorovski L , Maynard GL 
Published: February 2009

Abstract
A multi-sensor piezometer has been developed to measure dynamic excess and ambient pore pressures in shallow marine sediments under the effect of surface waves, tides, and currents. The probe consists of a shaft (1.5 m long with five porous stones at subseafloor depths ranging from 0.10 to 0.93 m) and two upper chambers (one that is hermetically sealed for the transducer electronics and another that is hydraulically connected to the free water column). Pore pressures in the sediments under the effect of surface waves are measured with differential pressure transducers referenced to the mean water column pressure (cyclic component removed by a specially designed cyclic damping system). Field deployments of the probe follow a calibration and verification sequence to assure the proper function of all necessary components. This sequence involves laboratory and dockside calibrations using a static fluid reservoir technique and the measurement of differential pressures in the free water column prior to insertion. Calibration and pore pressure data from one deployment in 9.4 m of water off the Gulf of Mexico Coast near Biloxi, Mississippi show excellent precision and cyclic response.
Measurement of Shear Waves in Laboratory Specimens by Means of Piezoelectric Transducers
Authors: Brignoli EGM , Gotti M , Stokoe KH 
Published: February 2009

Abstract
The use of piezoelectric ceramics to measure shear wave velocity in laboratory soil specimens is discussed. The experimental technique and interpretative methodology are described. Both bender and flat-plate ceramic elements were employed, and each performed well. Interpretation of the shear waveforms generated with each transducer improved as the number of wavelengths between the source and receiver increased, with four or five wavelengths being optimum. Shear wave velocities measured using both types of transducers compared closely with the results of a parallel program performed with the torsional resonant column. Based on this work, flat-plate shear transducers show significant potential for future laboratory use because of their robustness and noninvasive nature.
Effects of Shear Band Formation in Triaxial Extension Tests
Authors: Lade PV , Yamamuro JA , Skyers BD 
Published: February 2009

Abstract
The stress-strain and strength behavior from conventional triaxial extension tests is usually erratic due to excessive influence of necking in the hardening regime followed by shear banding. Two techniques have been attempted to impede the onset and gross development of strain localization. These resulted in macroscopically more uniform strains in the hardening regime and therefore more reliable stress-strain and strength behavior in triaxial extension. The results of tests on three different sands are compared with those from conventional extension tests in which strain localization can progress due to the soft rubber membrane. The effectiveness of each of the techniques is evaluated in view of its ability to maintain uniform strains and in view of the resulting sand behavior. The influence of the type of results on the choice of 3-D failure criterion is discussed.
Method of Rapid Determination of the Plasticity Index of Calcareous Materials Used in Road Construction
Authors: Melachrinos B 
Published: February 2009

Abstract
The plasticity index (PI) of calcareous materials is determined rapidly by drawing a quarry diagram representing the calcium carbonate percentages and plasticity indices of representative samples predetermined by AASHTO T89 and T90 standard procedures for Atterberg limits.
These samples are taken from the quarry producing the calcareous materials and are mixtures of stone and 10, 15, 20, 25, and 30% clay to be used to prepare the quarry diagram.
The plasticity index of further samples from this quarry is determined by analyzing the samples for calcium carbonate content by titration and reading the corresponding plasticity index on the quarry diagram.
Round Three—Repeatability and Reproducibility of RQD Values for Selected Sedimentary Rocks
Authors: Pincus HJ , Clift SJ 
Published: February 2009

Abstract
A third round of study of the Interlaboratory Testing Program for Rock Properties (ITP/RP) of the Institute for Standards Research has produced precision measures for the Rock Quality Designation (RQD) index. Eight experienced participants determined the RQD index of four types of sedimentary rock (anhydrite/calcite, calcareous shale, limestone, and anhydrite) with four replications per rock type. The mean RQD indexes for the four rock types ranged from 60 to 92%. The normalized repeatability and reproducibility (r/¯x and R/¯x) for the four rock types range from 0.15 to 0.53 and from 0.15 to 0.66, respectively. The magnitudes of the repeatability r and the reproducibility R decrease with the increasing mean value ¯x of the RQD index. For three of the four rock types, the reproducibility R is equal to the repeatability r, that is, the variability among participants' results is no greater than the variability among replicate results from the same participant. The fourth rock type, for which R/¯x &gt; r, is the calcareous shale; this is also the rock type with the smallest mean RQD index, ¯x, and the largest normalized repeatability and reproducibility, r/¯x and R/¯x. Because this study's range of mean RQD indexes is small, all of the rocks studied are sedimentary, and the number of participants making measurements is only slightly greater than the required minimum, the results of this work should be regarded as a first step in estimating the precision measures of the RQD index. Appended is a proposed precision statement suitable for inclusion in an ASTM standard on the determination of the RQD index.
Methods for Broad-Band Dielectric Permittivity Measurements (Soil-Water Mixtures, 5 Hz to 1.3 GHz)
Authors: Klein K , Santamarina JC 
Published: February 2009

Abstract
Broad-band permittivity data enable the determination of micro- and macro-scale material characteristics and the monitoring of geo-processes. While high-frequency (&gt; ≈ 100 MHz) permittivity measurements can be performed readily in the laboratory, low-frequency (&lt; ≈ 10 MHz) measurements are more difficult to conduct. This paper describes two low-frequency techniques and presents broadband permittivity data for various soil-water mixtures.
Low-frequency data were gathered with an impedance analyzer in conjunction with two-terminal and four-terminal measurement systems. The two-terminal cell consisted of two copper electrodes; its range was restricted at low frequencies due to electrode polarization. The four-terminal system used separate current and voltage electrodes; its accuracy at low frequencies was limited by the ability of the equipment to resolve small phase angles.
High-frequency data obtained with a coaxial termination probe and low-frequency data obtained with these two cells are presented. Soils of very different specific surface were tested at water contents ranging from air-dry to saturated. It is shown that the conductivity of the specimen controls not only the low-frequency measurement limit (i.e., electrode polarization and phase resolution), but also the high-frequency limit due to stray inductances.
Design and Performance of a Portable Piezocone Driver for High Resolution Profiling of Wetland Sediments
Authors: Zeeb PJ , Hemond HF , Germaine JT 
Published: February 2009

Abstract
A portable piezocone driver was designed and built for use on wetland deposits that cannot support the weight of conventional truck-mounted equipment. The driver has successfully pushed a standard piezocone to the bottom of a wetland deposit at depths ranging from 2 to 8 m, including thick sand lenses. Records of penetration pore pressure and point resistance from these explorations distinguish several different types of peat, an underlying organic deposit, and sand strata. These results demonstrate that a piezocone can be driven through thick wetland deposits without a truck-mounted rig and that the data collected can be used to map deposit-scale heterogeneities in the wetland soil type.
Design, Fabrication, and Assembly of an Apparatus for Electrokinetic Remediation Studies
Authors: Yeung AT , Scott TB , Gopinath S , Menon RM , Hsu C 
Published: February 2009

Abstract
This paper presents the design, fabrication, and assembly of a new geo-environmental engineering apparatus specifically made to experimentally evaluate the viability, feasibility, practicality, and economics of electrokinetic extraction of conservative and reactive contaminants from fine-grained soils and to develop a better understanding of the various complex transport processes, electrochemical reactions, and physicochemical soil-contaminant interactions during the process. The design criteria and details of each component of the new apparatus are presented. The distinct advantages of the apparatus developed are discussed. Typical experimental results obtained by the apparatus are presented to demonstrate its simplicity of operation and versatility of measuring various parameters at different spatial and temporal intervals.
Effects of Test Duration and Specimen Length on Diffusion Testing of Unconfined Specimens
Authors: Cotten TE , Davis MM , Shackelford CD 
Published: February 2009

Abstract
Effective diffusion coefficients, D*, of chloride and zinc diffusing in saturated, unconfined specimens of a compacted sandclay mixture are measured for three specimen lengths, L (2.91, 5.83, and 11.60 cm) and three test durations (7, 14, and 21 days). For a specimen length of 2.91 cm, both the chloride and zinc D* values tend to decrease with increasing test duration, possibly due to the measurement of concentration-dependent D* values. For a 14-day test duration, no consistent trend in D* with specimen length is observed, but the overall effect of specimen length on D* is minor relative to the range of measured D* values. A 21-day test duration provides the best correlation between the D* values based on reservoir concentrations, D*Res, and the D* values based on soil concentrations, D*Soil, for chloride for a given test regardless of the specimen length. The effect of test duration on the correlation between D*Res and D*Soil for zinc is minor based on the relatively narrow range of measured zinc D* values. The observed effects of specimen length on the correlation between D*Res and D*Soil for a given test are consistent with the more uniform final porosity distributions in the shorter specimens and the contrasting effects of the non-linear distributions in porosity and dry density that become less significant as the specimen length increases.
Generation of Progressive Fluid Waves in a Geo-Centrifuge
Authors: Sekiguchi H , Kita K , Sassa S , Shimamura T 
Published: February 2009

Abstract
This paper describes a practical way of generating progressive fluid waves in a wave tank of limited length that may be readily mounted on a geo-centrifuge. The wave tank developed features a quasi-flap-type wavemaker, a sediment trench, and a slotted vertical partition that was placed in the wave channel for wave absorption purposes. A comprehensive series of centrifugal wave tests with either water or silicone oil of scaled viscosity showed that, for a slotted-area ratio of 0.3, the reflection coefficient of the slotted partition became as low as 0.13, thereby giving rise to essentially progressive waves. The optimal distance behind the partition to the far end of the wave channel was found to be equal to approximately a quarter wave length of the incident waves.
This led to the second stage of experimentation in which fine-grained sand beds were subjected to a range of essentially progressive waves, with viscous scaling introduced. The results of the centrifugal wave tests showed that, when subjected to severe waves, the sand beds underwent liquefaction, resulting in a complete loss of effective stress due to the buildup of residual pore pressures.
Analysis of Consolidation Data by a Non-Graphical Matching Method
Authors: Robinson RG , Allam MM 
Published: February 2009

Abstract
Conventionally the laboratory time-compression data from an odometer test are analyzed by graphical methods. This involves the determination of initial compression, δi, total primary consolidation, δ100, and coefficient of consolidation, Cv. The advent of computer-controlled data-logging systems calls for adoption of non-graphical techniques for analysis of consolidation test data. In this Technical Note a non-graphical matching method is proposed for analyzing the time-compression data. The values of δi, δ100, and Cv can be obtained by direct matching with the theory. The computed time-compression curve for this Cv value matches very well with the experimental data in the primary consolidation phase. The proposed method is also applicable to consolidation under conditions of radial drainage. The method will be very useful if the data are collected through computer-driven data-logging systems.
Survey of Laboratory Devices for Measuring Soil Volume Change
Authors: Alva-Hurtado JE , Selig ET 
Published: February 2009

Abstract
A review of devices for measuring soil volume change in triaxial testing was made. Emphasis was placed on those devices with electrical transducers to permit recording or automatic data logging. The devices are classified according to type, and the advantages and limitations of each are presented. An indication of the sensitivity and capacity is also given when this information was available.
Controlled Extrusion of Thin-Walled Tube Samples
Authors: Eischens GR 
Published: February 2009

Abstract
An ongoing concern that geotechnical engineers must deal with continually is the indeterminable amount of disturbance that thin-walled tube samples are subjected to during sampling, handling, and transporting. The effects of the extrusion process should be of equal or greater concern. The monitoring and limiting of forces (loads) to which the sample is subjected during extrusion provides for some control of the degree of disturbance. This control is most critical for soft, loose, unsaturated, and sensitive soils. A simple method for calibrating an extruder is given.
A Hydrogeologic View of Waste Disposal in the Shallow Subsurface
Authors:   ASTM Subcommittee D18.14 on Soil and Rock Pollution
Published: February 2009

Abstract
This paper discusses waste disposal in the shallow subsurface, that is, landfills. Emphasis is placed on the soil and groundwater regime. The paper can be considered to be a position paper and, therefore, general guidelines and principles are presented, as opposed to specific technical details or design procedures.
The Expansion Index Test
Authors: Anderson JN , Lade PV 
Published: February 2009

Abstract
The Expansion Index Test was developed a decade ago for laboratory determination of the expansion potential of soils. The initial conditions in this test are specified to provide a specimen that will produce a measurable amount of expansion with a fairly wide range and sensitivity in a 24 h period. Thus, the test provides an index to the expansion potential of soils. Thirteen soils were used in a correlation study between the expansion index and other indices of soil expansion potential. Five of these soils were used in a detailed study of the influence of the initial degree of saturation. Three of the soils were sent to geotechnical engineering firms to determine the reproducibility of test results. This study showed a good deal of scatter but on the order of similar studies for other tests. Respondents to a survey generally agreed that the Expansion Index Test produces a reliable index to soil expansion potential.
Properties of Asphalt-Stabilized Aggregates from Evaluation of Laboratory Prepared Specimens
Authors: Mamlouk MS , Wood LE 
Published: February 2009

Abstract
The tensile and resilient characteristics of the cold-mixed asphalt-stabilized aggregates were investigated in the laboratory using the indirect tensile and resilient modulus techniques. The mixture was also characterized by using the Marshall equipment that is frequently used in asphalt concrete mix design. Specimens were fabricated with emulsified asphalt, two aggregate types, two emulsion contents, and two initial added moisture contents. The properties of the mixture were evaluated at different curing conditions and test temperatures. Comparisons were made between dry and vacuum saturated specimens to evaluate the moisture resistance of the mixture. It was found that the mixture properties were largely affected by temperature. In addition, curing increased the tensile resistance and the resilient modulus values. Aggregate type, asphalt content, and initial added moisture content altered the properties of the mixture at different degrees. Vacuum saturation affected the mixture characteristics to some extent. Other properties such as density, moisture content, and air voids were evaluated.
Testing of a Field Dielectric Soil Moisture Meter
Authors: Kuráž V 
Published: February 2009

Abstract
The functional relationship between dielectric constant and soil content has been applied to the development of a dielectric soil water moisture meter based on converter capacitance-frequency. A measured capacitance forms part of the tuning capacitance of an oscillator and causes a definite frequency deviation. A cylindrical probe fitted with an oscillator is used to measure the electrical field. The author has determined the basic characteristics of the instrument—center of sensitivity, radius of the electrical field, and influence of soil properties, particularly changes in bulk density, chemical composition, and temperature. The device is applicable for either continuous use, with the probe permanently built in to the soil layer, or use with the probe sliding inside an access tube, in which case the vertical distribution of soil moisture is measured. Field calibration of the meter is required.
Constant-Volume Triaxial Tests to Study the Effects of Membrane Penetration
Authors: Ramana KV , Raju VS 
Published: February 2009

Abstract
In conventional undrained triaxial tests a rubber membrane is used to confine soil samples. This rubber membrane penetrates the peripheral voids of the sand sample and causes volume changes under varying effective confining pressures during shear. These volume changes invalidate the no-volume-change condition of an undrained test and lead to considerable and even unsafe errors in pore pressure measurements and thus in measurements of static undrained strength and liquefaction resistance. In order to make a qualitative study of the influence of membrane penetration on pore pressure development in static and cyclic tests, constant-volume triaxial tests were performed on saturated sand samples. Resulting pore pressure response and stress path behavior are discussed.
A Note on the Conductivity of Electrolytes for Analog Models
Authors: Brand EW , Premchitt J 
Published: February 2009

Abstract
During the measurement of piezometer shape factors with an electrolytic tank, it was found that the electrolyte resistance was temperature-dependent to an appreciable extent. A study of temperature effects showed that the conductivity of ordinary tap water varied by only 1.9% per °C, compared to almost twice as much for copper sulfate solutions. It was concluded that tap water was the more suitable electrolyte where extremely accurate measurements are to be made in an electric analog model.