bluuebunny/crossref_metadata_2025_split huggingface dataset:
Quantity of Fines Produced During Crushing, Handling, and Placement of Roadway Aggregates
Authors: Pintner RM , Vinson TS , Johnson EG 
Published: February 2009

Abstract
A three part test procedure was developed to determine the quantity of fines produced during crushing, handling, and placement of aggregates used as base course in roadway construction. The first test simulates crushing at the aggregate source. It involves processing an aggregate sample of specified gradation through a small laboratory jaw crusher. The second test simulates handling by agitating an aggregate sample of specified gradation at 10% moisture content for 20 min. The modified American Association of State Highway and Transportation Officials (AASHTO) compaction test is used to simulate placement. Following the conduct of each test in the procedure, the fines are measured by washing the aggregate over a 75-µm (No. 200) sieve. At the conclusion of the three part test procedure the fines produced during crushing, handling, and placement are determined by summing the fines determined from each test in the series. The maximum fines produced with the procedure developed were correlated to with the Washington Degradation Test results for samples obtained from six aggregate sources in Alaska. In all cases, a poor correlation was found. Owing to the lack of a large body of well-documented field data, the three part test procedure can only be used at this time to determine the maximum quantity of fines that is likely to be produced for a given crushing, handling, and placement history.
The Dimethyl Sulfoxide (DMSO) Accelerated Weathering Test for Aggregates
Authors: Szymoniak T , Vinson TS , Wilson JE , Walker N 
Published: February 2009

Abstract
A standard accelerated weathering test using dimethyl sulfoxide (DMSO) was developed to simulate the chemical degradation of basaltic rock. The final development of the standard test involved a study of the interaction of DMSO with clay standards and an investigation of the test condition parameters affecting an existing DMSO test procedure. The weighted loss reported under the existing test procedure (similar to the sodium sulfate soundness test) was affected by the aggregate particle size, specimen mass, immersion time, and container geometry. In the recommended standard DMSO accelerated weathering test, aggregates in the particle size range of 2.4 to 4.8 mm are immersed in a container of DMSO for a period of five days. The mass loss determined by re-sieving the material on a 2.4-mm (No. 8) sieve after five days immersion provides a measure of durability. Immersion of basaltic aggregates in DMSO results in a greater breakdown owing to the type and concentration of ions contained in the rock matrix. Specifically, it was found that DMSO reacts with the cations held to the swelling clay minerals in the aggregate. The results from Atterberg limits tests indicate that DMSO substantially reduces the liquid limit for clays with high activities and increases the liquid limit for clays with low activities. The changes in the liquid limits were influenced by the interaction of DMSO with cations held on the surface of the clay mineral and the ability of DMSO to donate hydrogen ions.
Instrumentation for Torsional Shear/Resonant Column Measurements Under Anisotropic Stresses
Authors: Isenhower WM , Stokoe KH , Allen JC 
Published: February 2009

AbstractInstrumentation for torsional shear/resonant column testing under anisotropic stresses has been developed. The test apparatus discussed is capable of torsional shear and resonant column testing with anisotropic states of stress applied to the soil specimen. Low-frequency torsional shear measurements are made using proximity probes to measure the angle of twist of the soil specimen. High-frequency measurements are made using conventional resonant column techniques adapted for use with an anisotropic loading system. Methods used for reduction of test data and calibration procedures are described.
Effective Stress Hyperbolic Stress-Strain Parameters for Clay
Authors: Stark TD , Vettel JJ 
Published: February 2009

Abstract
This paper presents a procedure for estimating the effective stress hyperbolic stress-strain parameters for normally consolidated clays from the results of consolidation and direct shear tests. The procedure for calculating Young's modulus and the modulus number includes: (1) estimating the failure ratio from the shear stress-horizontal displacement curve obtained from a direct shear test; (2) using a tangent modulus at the end of each normally consolidated load increment in the consolidation test and the void ratio at the beginning of each load increment to calculate Young's modulus; and (3) multiplying the resulting modulus number by 1.9 to obtain a reasonable estimate of the isotropically consolidated-drained triaxial (CID) modulus number. The modulus exponent was approximately unity for both the consolidation and CID triaxial tests. A procedure for estimating the bulk modulus number, the bulk modulus exponent, and the unload-reload modulus number is also presented.
Testing Techniques for Evaluating the Shear Strength of Lime/Fly Ash Slurry Stabilized Soil
Authors: Borden RH , Baez JI 
Published: February 2009

Abstract
Lime slurry pressure injections have been successfully used to stabilize and control swelling and expansive soils and low-strength clay soils to depths of up to 40 ft (12 m). When the activity of soils is somewhat lower, or when soils have large void ratios, lime/fly ash (L/FA) slurry mixtures have been injected to fill voids. It has been postulated that this action creates stronger seams, helps to mend possible failure surfaces, and at the same time increases the overall stability of a slope by decreasing water infiltration. The investigation reported herein was undertaken to develop laboratory testing techniques suitable for evaluating the strength improvement realized by introducing L/FA into a soil mass in the form of seams. To accomplish this goal, six specimen configurations were conceived, and a total of 45 direct shear specimens, including 35 containing vertical and/or horizontal seams of L/FA, were tested. In addition to demonstrating the viability of testing techniques developed, the testing program resulted in a small data base on one soil stabilized with an L/FA slurry having a lime-to-fly ash weight ratio of 1:3.75 and a solids-to-water ratio of 7.6 lb to 1 gal (0.9 kg to 1 L).
Quantification of Particle Shape and Angularity Using the Image Analyzer
Authors: Yudhbir  , Abedinzadeh R 
Published: February 2009

AbstractThe image analyzer commonly used by the powder metallurgists has been successfully employed to quantify angularity and shape characteristics of granular materials. In this paper a detailed procedure has been outlined. Results of investigation of different natural sands are presented in the form of a distribution of tangent count taken as a measure of angularity. Powers' roundness index has been calibrated against the tangent count. Mechanical properties of different sands have been shown to be correlated with angularity.
Elastic-Wave Velocities and Liquefaction Potential
Authors: Alba PD , Baldwin K , Janoo V , Roe G , Celikkol B 
Published: February 2009

Abstract
Cyclic triaxial liquefaction tests are used to establish a direct relationship between liquefaction resistance and shear- or compressive-wave velocities in saturated sand. Transducers for generating and receiving elastic waves have been built into the end caps of a triaxial specimen, producing a 3500-Hz shear wave and a 150-kHz compressive wave. Both the fluid-wave and the shear-wave velocities are found to be sensitive to sand type as well as to differences in fabric and stress history for the same sand. Results for six sands of different origins and gradations show that characteristic relationships between elastic-wave velocities and liquefaction resistance can be established for each material. This conclusion suggests that field measurements of elastic-wave velocities may be used to reconstitute laboratory specimens to their in-place liquefaction resistance. On the other hand, velocity measurements alone will not quantify liquefaction resistance, since the resistance-velocity relationship is material dependent.
The Use of Electrical Conductivity for Evaluation of Strain Distribution in the Simple Shear Device
Authors: Yong RN , Sadana ML , Li R , Chen SY 
Published: February 2009

Abstract
This study examines the use of the electrical conductivity method for assessment of internal strain distribution in a simple shear specimen as a result of the shearing process. In this proposed technique, which enables one to assess the strain distribution pattern in the specimen, it is shown from a limited study that the strains developed in the simple shear test are not uniformly distributed, as has been suggested by some researchers.
A Study of Membrane-Permeant Compatibility
Authors: Rad NS , Acar YB 
Published: February 2009

Abstract
Triaxial cells are often used to conduct permeability tests on soil specimens. The specimen inside a flexible membrane, is placed in the triaxial cell. The permeant is then percolated through the specimen, and the hydraulic conductivity is measured. However, the incompatibility of the available latex membranes to some permeants is a major drawback for this procedure. In some cases the membrane experiences excessive deformations resulting in wrinkles and inaccurate measurements caused by possible side leakages. This paper describes a test procedure and testing equipment that can readily be used to predict the membrane-permeant compatibility. Test results for different membranes and various organic fluids are also provided.
Gelation of Chemical Grouts While in Motion
Authors: Daniele P , Hutchinson J , Karol RH , Ospitia L , Reim B 
Published: February 2009

Abstract
A procedure is described for a laboratory test to determine if a chemical grout will gel while in motion through a soil mass. An experiment is detailed, using sodium silicate grout catalyzed with glyoxal, to demonstrate the use of the test method and the extrapolation of laboratory scale to field scale parameters.
Development of an Erosion Test for Soil Cement
Authors: Oswell JM , Joshi RC 
Published: February 2009

Abstract
The development and initial testing of an erosion test apparatus for soil cement mixtures is described. The device differs from other test apparatuses in that it combines the impacting forces of waves and debris. The apparatus consists of a water jet that impacts the sample causing erosion and also a number of small stones that are activated by the water jet, resulting in further erosion of the test specimen.
Samples of plastic soil cement cured for different periods of time were tested in the apparatus. The pressure of the water jet was varied between 70 and 280 kPa (10 and 40 psi) to simulate impact of 1.5- to 6.5-m (5- to 21-ft) high waves of varying periods.
Preliminary test results (and regression equations for the data) obtained from testing of various mixes are presented. Test data suggest a strong correlation between compressive strength and erosion resistance. The data indicate that to minimize soil cement erosion caused by waves of even 1.5 m (5 ft) in height, soil cement should attain a compressive strength of 16 MPa (2300 psi) or higher.
Development of an Index to Quantify Rock Texture for Qualitative Assessment of Intact Rock Properties
Authors: Howarth DF , Rowlands JC 
Published: February 2009

Abstract
A dimensionless quantitative measure of rock texture, describing grain shape, orientation, degree of grain interlocking, and relative proportions of grains and matrix (packing density) has been developed. Data required for the model are obtained by image analysis of thin sections and concern percentage areas of grains and matrix, length, breadth, perimeter, orientation, and area of each grain in the viewing window. The results of intact mechanical property tests in eleven sedimentary and crystalline rocks are reported and correlated with the developed texture coefficient. The texture coefficient returns highly statistically significant correlations with mechanical property data and is superior to the Schmidt hammer rebound test number in this regard. Observational and correlated data are supportive of the suggestion that the texture coefficient is a qualitative measure of the resistance of the microstructure of a rock to crack propagation, whether it be integranular or intragranular. The texture coefficient can be used as a predictive tool for the assessment of mechanical rock performance. On a fundamental level it provides an insight into texture-crack propagation mechanical performance relationships.
Influence of Borehole Stabilization Techniques on Standard Penetration Test Results
Authors: Whited GC , Edil TB 
Published: February 2009

Abstract
The standard penetration test (SPT) is an extensively used and generally accepted field test for determining engineering characteristics of soils. However, there are many variables inherent in the performance of the test. The influence of some of the major variables on SPT results are examined under methods of borehole stabilization (drilling fluid, hollow stem augers, and driven casing); methods of raising and lowering the drive weight (cathead and rope and a mechanically released free-fall hammer); and nine different soil sites. Soil profiles at these locations were reasonably uniform with depth, and included sands, silts, and clays. Borehole depths ranged from 16 to 30 m, with ground-water levels varying from near surface to very deep. Standard penetration tests were performed by experienced drilling crews, using standard procedures as outlined in ASTM Method for Penetration Test and Split-Barrel Sampling of Soils (D 1586), at intervals of 1.5 m. Results were analyzed using standard statistical procedures and presented in both graphical and tabular summaries. Results indicate that use of casing gives SPT values different (higher above the ground-water level, lower below) than those obtained using drilling fluid or hollow stem augers in sands; whereas no significant difference was observed among the three methods in fine-grained soils. SPT values obtained using a mechanically released free-fall hammer were comparable to values obtained with the cathead and rope method using a level of care no higher than that routinely exercised in the field.
Evaluation of the Gamma and Neutron Radiation Scattering and Transmission Methods for Soil Density and Moisture Determination
Authors: Ruygrok PA 
Published: February 2009

Abstract
In order to warrant the accuracy of soil density and moisture data from measurements by means of the gamma and neutron radiation attenuation methods several influencing factors have to be taken into account, for example, the soil hydrogen content, the soil inhomogeneity, the resolution characteristics of the measuring device and the probe travel velocity. Some interpretation concepts, related to the total hydrogen content in soil, are discussed in view of a calibration protocol. An iterative calculation procedure is proposed for the case of saturated soil, especially for the case that local organic content information is lacking. Further, a probe-travel velocity criterion and a possible approach to increase the resolution of a measured density profile are presented. Interpretation problems associated with data from inhomogeneous soil, measured with different devices, are discussed in relation with the difference in spatial averaging characteristics, which influence the significance of the measured quantity.
Stress Path and Permanent Deformations in Sand Subjected to Repeated Load
Authors: Leshchinsky D , Rawlings DL 
Published: February 2009

Abstract
The development of permanent deformations in soil has been studied by a number of researchers using triaxial systems. In most cases soil specimens were subjected to a pulsating axial stress while the confining pressure was maintained constant. This loading path simulates a very limited number of practical cases. Thus, there is a question as to the generality of the results obtained from conventional laboratory studies.
Presented is a study of the effect of stress path on the development of permanent deformations in sand. Using a pneumatic servo-controlled triaxial system, the confining pressure was varied simultaneously with the axial load. Six different straight line stress paths were investigated; three under compression and three under extension conditions. Dry Ottawa sand was subjected to 100 000 sinusoidal loading cycles at a frequency of 1 Hz. Several loading intensities were used in each stress path.
A linear relationship was observed between the permanent axial strain and the logarithm of the number of loading cycles, for constant repeated stress magnitude and constant stress path. Furthermore, based on the results presented here, one can utilize the conventional constant confining pressure triaxial tests to estimate the effect of stress path. Consequently, the results of the conventional tests can be generalized.
Stabilization of Liquefiable Samples During Transport
Authors: Ho CL , Sarmiento JS , Kavazanjian E 
Published: February 2009

Abstract
This technical note presents a new method to transport liquefiable soils from the investigation site to the laboratory. The development of this method resulted from research on liquefiable soils from the Imperial Valley, CA. This method is based upon the application of a slight vacuum on the pore water of the soil. The vacuum decreases the pore pressure, and therefore increases the effective confining stress. Sample recovery and integrity were compared with experiences of others. Comparisons were made in the sample quality after extrusion and sample preparation, as well as the variability of the test results. This method proved to be an improvement over previous techniques.
Consolidation Behavior of Clayey Soils Under Radial Drainage
Authors: Sridharan A , Prakash K , Asha SR 
Published: February 2009

AbstractFor Barron's degree of consolidation, Ur, versus the time factor, Tr, relationship for soils undergoing consolidation with radial drainage for the equal vertical strain condition, a simple method has been developed to determine the value of the coefficient of consolidation with radial drainage, cr. Theoretical log10(d2e/t) versus Ur curves where de is the diameter of influence and t is the real time for the different known value of cr have been generated. A method has been developed wherein both the theoretical and experimental behaviors of soils undergoing consolidation with radial drainage can be simultaneously compared and studied on the same plot. The experimental log10(d2e/t) versus Ur curves have been compared with the theoretical curves. Effects of initial compression, secondary compression, and duration of load increment are studied. Simple procedures are presented for calculating the values of cr using the experimental log10(d2e/t) versus Ur curves. A comparative study of the coefficient of consolidation and the coefficient of permeability between the cases of vertical and radial drainage has been done.
Cylindrical Expansion Test for Tensile Properties of Geotextiles
Authors: Salman AG , Juran I , Potnis A 
Published: February 2009

Abstract
This technical note describes a new apparatus and testing procedure to perform rapid quality control and assessment of the design parameters of geosynthetic materials. The cylindrical expansion test (CET) is based on the principles of the extension of a geosynthetic specimen wrapped around the surface of an expanding thin-wall cylinder. The parametric study conducted on two nonwoven polyolefin geotextiles showed that the diameter of the cell and the geometry of the specimen have a statistically insignificant effect on the tension-strain behavior of the tested materials. Design parameters such as initial and secant tensile moduli were determined, and it appeared that the values obtained for these parameters are comparable within the margin of experimental errors with those derived from the results of the wide width strip test.
A Centrifuge-Modeled Rigid Structure to Investigate Dynamic Soil-Structure Interaction
Authors: Andersen GR , Todorovski L , Likos W , Whitman RV 
Published: February 2009

Abstract
A centrifuge-modeled rigid structure (CMRS) has been developed to study fundamental aspects of dynamic soil-structure interaction. It has been configured to simulate a gravity retaining wall and consists of a central core and multiple load-sensing panels called F-MAP transducers (force-magnitude, angle, and position) that can directly measure interaction forces between the wall and the surrounding soils (backfill, foundation, and toe). Dimensions and inertial properties of the CMRS can be varied to conduct parametric studies. The F-MAP transducers incorporate load-sensing reaction supports. Calibration coefficients for each of these reaction supports have been determined from 1-g static loading tests. Measured bending moments on the reaction supports are used to estimate the magnitude, angle, and position of the interaction forces. Verification tests have included the static normal gravity loading and the dynamic normal and high-gravity loading of each assembled F-MAP transducer, and the dynamic normal and high-gravity loading of the CMRS in a geotechnical centrifuge without sand. Acceleration measurements on the F-MAP transducers and the CMRS during the dynamic tests are used in conjunction with the interaction force measurements from the F-MAP transducers in a D'Alembert-type dynamic equilibrium analysis to demonstrate the combined accuracy and precision of the F-MAP measurements.
Performance Evaluation of LDTs for Use in Triaxial Tests
Authors: Hoque E , Sato T , Tatsuoka F 
Published: February 2009

Abstract
The performance of local deformation transducers (LDTs) is described in the light of obtaining reliable data on the stiffness of geomaterial in a small-strain range. The components of LDTs and their functions are described, including recent modifications aimed at improving performance. Resolution, working range, and performance were critically examined with special reference to the evaluation of small strain elastic behavior of soil. LDTs in a lateral direction (or simply lateral LDTs) that are able to measure lateral strains precisely are also described. LDTs can underestimate the maximum elastic modulus measured during a small unload/reload cycle of a given geomaterial for no more than 2%, while they can measure strains less than 0.0005% without amplification. LDTs also function satisfactorily under submerged conditions in pressurized water for a long duration (at least 41 days).
The Effect of In-Plane Tensile Loads on the Retention Characteristics of Geotextiles
Authors: Fourie AB , Addis P 
Published: February 2009

AbstractThe results of hydrodynamic sieving tests in which pretensioned geotextile specimens were tested using glass beads as the suspended particles are reported. Biaxial as well as uniaxial tensile loads were used. Two types of geotextile were tested, a woven slit-film polypropylene geotextile and a nonwoven needle-punched polyester geotextile. In all but one of the tests reported, the effect of a tensile load was to reduce the filtration opening size. The effect was most pronounced with the woven geotextile, where an equal biaxial load of only 8% of the minimum tensile strength of the geotextile resulted in a 28% decrease in the filtration opening size. Since all the tests resulted in a decrease in the filtration opening size, it appears unlikely that inplane tensile loads will exacerbate problems of loss of particles through a geotextile. However, it is suggested that increased problems associated with geotextile clogging and blinding can be expected. Preliminary tests in a modified permeameter on uniaxially loaded geotextile specimens in contact with a fine sand confirmed this hypothesis.