bluuebunny/crossref_metadata_2025_split huggingface dataset:
A Field Study of an Automatic SPT Hammer System
Authors: Riggs CO , Mathes GM , Rassieur CL 
Published: February 2009

Abstract
A field comparison is made of standard penetration test (SPT) N values obtained using three automatic free fall hammers of the same design with N values obtained by five cathead and rope operators using four different drill rigs. A comparison of mean N values using the t-statistic at the 5% significance level generally indicates no significant difference in means. The tests were performed in a loessial soil in several parallel borings. The field N values were in the range of 5 to 15.
Cyclic Triaxial Behavior of Monterey Number 0 and Number 0/30 Sands
Authors: Charlie WA , Muzzy MW , Tiedemann DA , Doehring DO 
Published: February 2009

Abstract
Results of a testing program to compare the cyclic triaxial behavior of Monterey No. 0 and No. 0/30 sands are presented. Monterey No. 0 sand, the standard sand used by Silver et al in 1976 to establish the performance specification for cyclic triaxial systems, is no longer available and a replacement is needed. The supplier of the test sand, Lone Star Industries, stopped producing No. 0 sand in 1977, and the 4500-kg (10 000-lb) supply stockpiled by the University of California at Berkeley is exhausted. Since 1977, Lone Star Industries has filled requests for Monterey No. 0 by shipping Monterey No. 0/30 sand. The results of a duplicate testing program conducted at two independent laboratories lead to questions regarding the validity of substituting No. 0/30 sand for No. 0 sand. When tested under identical conditions, the Monterey No. 0/30 sand yielded higher cyclic strengths than did Monterey No. 0 sand.
Soil Freezing Response: Influence of Test Conditions
Authors: McCabe EY , Kettle RJ 
Published: February 2009

Abstract
The response of soils to freezing has been assessed in terms of frost heave, and the heaving pressure developed when the specimen is restrained. As both techniques have been suggested for assessing frost susceptibility, it was considered essential to determine the influence of the test conditions on the soil response.
This investigation was concerned with specimen preparation, specimen size, and freezing procedure. The test material consisted of an artificially produced matrix, into which controlled amounts of coarse aggregate could be blended. This reduced the likelihood of variation in the results because of random changes in the test materials. The results clearly demonstrated the sensitivity of both heave and heaving pressure to the test conditions. When modified or new test methods are being formulated, it is essential to consider the influence of such factors, particularly when making comparisons between different testing techniques. Such modifications may also require changes in the particular criteria used to assess frost susceptibility.
Dynamic High Stress Experiments on Soil
Authors: Felice CW , Gaffney ES , Brown JA , Olsen JM 
Published: February 2009

AbstractThe split-Hopkinson pressure bar (SHPB) technique has been adapted to measure the dynamic response of soil to impulse loads. The experimental technique is relatively simple and can investigate soil response in regimes beyond the capabilities of current equipment used for dynamic soil laboratory investigations. Soils have several characteristics that must be considered in designing a SHPB experiment and evaluating the data (for example, low wave speeds, nonlinear hysteretic behavior, and low unconfined compressive strength compared to the applied loads). Insight has been gained as to how these factors affect experimental accuracy and data reliability. It has been shown that the experimental assumptions can be satisfied and that the experimental results can be replicated.
Large-Scale Laboratory Permeability Testing of a Compacted Clay Soil
Authors: Shackelford CD , Javed F 
Published: February 2009

Abstract
Constant-head permeability (hydraulic conductivity) tests were performed on samples of a compacted clay soil using a 0.914 by 0.914 by 0.457-m (3 by 3 by 1.5-ft) large-scale, double-ring, rigid-wall permeameter. A naturally occurring silty clay soil was used for the permeability tests. The soil was separated into five different fractions representing five different ranges in precompaction clod sizes. Soil from each of the soil fractions was used for soil specimens. The soil for the large-scale permeameter was compacted in two 7.62-cm (3-in) lifts. Small-scale, constant-head permeability tests also were performed on soil specimens compacted into standard Proctor molds (9.44 × 10−4 m3). Comparison of the results from the two different scales of permeameters indicated that, in all cases, the permeability for a given soil fraction was higher in the large-scale permeameter than it was in the small-scale permeameter. In addition, the permeability for all soil fractions measured in the large-scale permeameter ranged from 0.6 to 2.4 orders of magnitude higher than the value measured in the small-scale permeameter. As a result of the permeability tests performed in this study, there appears to be a scale effect associated with laboratory permeability testing, especially when a significant proportion of the soil being tested consists of precompaction clod sizes which are large relative to the size of the permeameter. The scale effect in this study is thought to be due to the relationship between the compactive effort and the different degrees of confinement associated with the different scales of permeameters. The implication of the study is that a more realistic evaluation of the fieldmeasured permeability of a compacted clay soil may be possible in the laboratory if the permeameter is sufficiently large to test a representative sample of soil.
Multicylinder Control Units for Prebored Hydraulic Pressuremeters
Authors: Smith TD , Denham M 
Published: February 2009

Abstract
A control unit for hydraulic single-cell pressurementers is described which employs multiple cylinders. The basic control unit can function with a single cylinder for small low-capacity pressuremeter probes and with additional cylinders added to increase the system capacity to serve larger probes. The unit described is portable, rugged, lightweight, and cost effective.
Comparative pressurementer test results are given for the multicylinder control unit (PUP) and the commercial hydraulic unit (TEXAM), with both units serving a 32-mm-diameter EX probe and a 60-mm-diameter BX probe.
Anisotropy of Normally Consolidated San Francisco Bay Mud
Authors: Kirkgard MM , Lade PV 
Published: February 2009

Abstract
Consolidated-undrained tests were performed on intact specimens of San Francisco Bay mud to study the anisotropic behavior of a normally consolidated clay. Large cylindrical block samples were obtained from an excavation in reclaimed tidelands south of the San Francisco International Airport. Evidence of soil fabric and its relation to the stratigraphy of the area were studied in preparation for the investigation of anisotropy. Cubical specimens were trimmed from the block samples and tested in triaxial compression with vertical and horizontal material axes. Consolidation characteristics, as well as stress-strain, pore pressure, and strength relations, were obtained along with lateral strains in two perpendicular directions. The experimental results were carefully evaluated and showed that the clay behaved as an orthotropic material, but for practical purposes could be characterized as being cross-anisotropic. The cross-anisotropic, elastic parameters were determined and related to the initial inclinations of the effective stress paths for vertical and horizontal specimens.
Use of Side Drains in Triaxial Testing at Moderate to High Pressures
Authors: Oswell JM , Graham J , Lingnau BE , King MW 
Published: February 2009

Abstract
Side drains are used in triaxial tests to increase the rate of consolidation and equalize pore water pressures within the specimen. However, the efficiency of the side drains has been shown to be a function of time and effective confining pressure.
This paper presents the results of (1) a mail survey on side drain practice, which indicates that many laboratories use side drains not recommended by standard references, and (2) an experimental program to assess the effects of time and moderate-to-high effective confining pressure on the flow properties of four side drain materials.
The four side drain materials used in the testing program were: (1) a single layer of Whatman No. 1 filter paper; (2) a single layer of Whatman No. 54 filter paper; (3) a double layer of Whatman No. 54 filter paper; and (4) a single layer of geotextile. The lengthwise flow of these materials was examined as a function of effective confining pressure up to 6000 kPa and also of time at a fixed effective confining pressure of 750 kPa.
Tests were also conducted on specimens of natural clay to compare consolidation rates using different drain materials.
Evaluation of Dynamic Properties of Sands by Resonant Column Testing
Authors: Chung RM , Yokel FY , Drnevich VP 
Published: February 2009

Abstract
Torsional resonant column tests were performed on Monterey No. 0 sand of 60% relative density under confining pressures ranging from 10 to 300 kPa to evaluate the dynamic properties of the sand. Both solid and hollow cylindrical specimens were used in testing, and shear moduli and damping ratios were determined for cyclic shear strain amplitudes from 10−4 to 5 × 10−2%. The test results indicated that the type of specimen, that is, solid or hollow cylinder, had no significant effect on the calculated shear moduli and damping ratios, except that at very low strain amplitudes (γ ≤ 10−3%) where the shear moduli of the hollow specimens tended to be slightly lower and the damping ratios slightly higher. Multistage testing had no significant effect on the shear moduli when the values were compared with those from the single-stage testing; however, multistage testing had a significant effect on the damping ratios under a confining pressure 100 kPa. Both shear moduli and damping ratios obtained in this program correlate well with other available data.
A Critical Assessment of Membrane Penetration in the Triaxial Test
Authors: Vaid YP , Negussey D 
Published: February 2009

Abstract
Fundamental assumptions necessary for assessment of volume change because of membrane penetration in triaxial tests on granular soils, by methods that use dummy rod inclusions or assume isotropic behavior of sand in loading, have been critically examined and shown to be invalid. Reliable estimates of membrane effects are essential in the development of constitutive models of soil behavior. Alternative methods, which do not violate any critical assumptions, are proposed for estimating membrane penetration and supported by experimental evidence.
A Calibration Chamber for Cohesive Soils
Authors: Huang A-B , Holtz RD , Chameau J-L 
Published: February 2009

Abstract
The paper describes the design and performance of a calibration chamber system for testing in-situ test devices in cohesive soils. Techniques for preparing “undisturbed” clay specimens from a slurry and consolidating them under zero lateral strain K0 conditions are presented. The chamber was used for strain controlled model pressurementer tests during which pore pressure was monitored. Duplicate model pressuremeter tests performed in normally consolidated (NC) kaolinite (σ′vc = 276 kPa) resulted in essentially identical expansion curves. The specimens had an average water content of 44.9% and a coefficient of variation of 1.5%. Also, the predicted lateral stresses essentially coincide with those applied to the chamber specimen.
Use of Permeability as an Index to Characterize Internal Structural Changes and Fracture Mechanism
Authors: Lee DH , Hsein Juang C 
Published: February 2009

Abstract
This study investigated the possibility of using variation in the permeability as an index to characterize internal structural changes and fracture mechanism of a soft rock under triaxial loadings. Extensive triaxial tests were carried out on soft rock specimens to examine this idea. These tests include (1) triaxial compression tests with low and high confining pressures, (2) triaxial tests with relaxations, and (3) cyclic triaxial tests. The results of the study confirm that observation of change in the permeability provides an excellent way of characterizing the internal structural changes and fracture mechanism of the soft rock under triaxial loadings.
In-Situ Shear Modulus of Sands by a Flat-Plate Penetrometer: A Laboratory Study
Authors: Motan ES , Khan AQ 
Published: February 2009

Abstract
A flat-plate penetrometer, similar to the flat-dilatometer, has been constructed and used in a series of laboratory experiments to estimate the shear modulus of cohesionless soils under repetitive loading conditions. Tests were performed on sand specimens prepared at different relative densities and loaded vertically to simulate the overburden pressure at different depths. Results indicate, despite penetration disturbance, a reasonable agreement between the shear modulus values determined using the flat-plate penetrometer data and the empirical formulations published in the literature.
Sampling of Saturated and Unsaturated Sands by Freezing
Authors: Konrad J-M 
Published: February 2009

Abstract
A 600-mm-long, 100-mm-wide, and 20-mm-thick steel plate containing a wavey groove carrying chilled ethanol at −40°C was used successfully to obtain undisturbed frozen samples of saturated clean sand. The freezing probe was also used in an unsaturated sand dune to obtain samples at a depth of 3.0 m. For sands above the groundwater level, an imbibition test is, however, required prior to freezing in order to increase the in situ water content and bond the sand particles as freezing proceeds. The prismatic freezing probe is very efficient and produced frozen sand masses having an outside diameter of 26 cm after 4 h of freezing. Pushing the probe into the ground resulted in a disturbed zone of about 3 to 5 times its thickness.
Inadequacy in the Classification of Coarse-Grained Soils
Authors: Sivakugan N 
Published: February 2009

Abstract
This note explores the rationale behind the unified soil classification system for coarse-grained soils. A few deficiencies in the system are pointed out. A density function plot of the grain-size distribution is proposed to supplement the grain-size distribution curve, which the author believes will minimize the ambiguities and give a more realistic representation of grain-size distribution.
Microwave Drying of Soils
Authors: Hagerty DJ , Ullrich CR , Denton MM 
Published: February 2009

Abstract
Drying of soil specimens in microwave ovens can permit rapid determination of moisture content; such determination is very important in field quality control of earthwork construction. A laboratory study was performed to investigate differences between soil moisture contents based on microwave oven drying and moisture contents developed from conventional drying procedures. For nine materials ranging from dense graded aggregate to highly plastic clays, differences between moisture contents obtained by the two methods were very small, in many cases not exceeding the variability between values obtained from multiple specimens of the same soil mix dried in a conventional oven.
A Thermally Controlled Test Chamber for Centrifuge and Laboratory Experiments
Authors: Stone KJL , Smith CC , Schofield AN 
Published: February 2009

Abstract
This note describes a novel approach for the provision of a thermally controlled testing chamber. The main principal of the system is to use a layer of cooled air as an active insulation medium to convect away heat transferred through conventional passive insulation. Results from laboratory floor and centrifuge tests are reported. Observed and predicted performance capabilities of the chamber are also discussed.
Particle Size Analysis of Lime-Treated Marine Clays
Authors: Rajasekaran G , Rao SM 
Published: February 2009

Abstract
Lime is commonly used to improve the engineering behavior of marine clay. But there is a need to investigate the lime-attributed changes in a particulate system in a marine environment. Lime columns 50 mm in diameter and 500 mm in length were installed in test tanks 600 mm in diameter at a depth of 550 mm, while lime injection was attempted in a test tank, 1000 by 1000 by 750 mm. The present investigation deals with experimental work carried out in the laboratory using lime column and lime injection techniques to stabilize an Indian marine clay in a salt water environment. Different inorganic additives were used with lime as column filler material to study the effect of lime-attributed changes occurring in the particle growth of soil systems. Grain-size distribution tests and SEM technique were carried out to study the lime-induced changes on the constituent particles. The test results indicate that there is an increase in the size of clay particles towards silt or fine sand fraction due to lime treatment. The formation of aggregates due to lime-soil reactions can be seen in the micrographs of different lime-treated soil systems, and the same has been confirmed using the SEM technique.
Analysis of Bender Element Tests
Authors: Arulnathan R , Boulanger RW , Riemer MF 
Published: February 2009

Abstract
A study is presented of potential errors in, and methods of interpreting, the results of cantilever-type, piezoceramic bender element tests for measuring the shear wave velocity of laboratory soil specimens. Interpretations based on the first direct arrival in the output signal are often masked by near-field effects and may be difficult to define reliably. Interpretations based on characteristic points or cross-correlation between the input and output signals are shown to be theoretically incorrect in most cases because of: (1) the effects of wave interference at the boundaries; (2) the phase lag between the physical wave forms and the measured electrical signals; and (3) non-one-dimensional wave travel and near-field effects. Interpretations based on the second arrival in the output signal are theoretically subject to errors from non-one-dimensional wave travel and near-field effects. Differences in Vs values obtained by the different interpretation methods are illustrated analytically and experimentally.
The Need for a Schema for the Classification of Transitional (Shale) Materials
Authors: Deen RC 
Published: February 2009

Abstract
The need for comprehensive information on the characteristics and behavior of earth materials has been recognized for many years. With the increase in size and importance of structures and facilities designed by engineers in recent years, there has been an increased interest in rock materials underlying the surficial soil layers. Many earth materials, however, are not readily classified as either soil or rock. These transitional materials comprise 50 to 75% of the sedimentary rock of the earth's crust and have been involved in a number of geotechnical engineering problems (slope stability, settlement, and bearing capacity failure) around the world. Various classification approaches are summarized and the continuing need to develop simple field and laboratory procedures for identifying, classifying, and evaluating transitional materials is discussed.
Rectangular Hyperbola Fitting Method for One Dimensional Consolidation
Authors: Sridharan A , Rao AS 
Published: February 2009

Abstract
The time factor—degree of consolidation relation from the Terzaghi theory is assumed as a rectangular hyperbola over a wide range of the time factor. A new method is developed for determination of the coefficient of consolidation Cv from laboratory consolidation test data. The reliability and accuracy is shown to compare very well with the existing standard methods of Taylor and Casagrande. The time settlement curves on the semilogarithmic plots are reclassified and the new method is shown to be valid even for cases in which the curves are of shapes for which the earlier methods could not be applied. The laboratory test is rendered easier and simpler, with fewer readings required, and the initial compression does not affect the time versus the ratio of time to compression plot.
High Capacity Multiaxial Testing Device
Authors: Desai CS , Janardahanam R , Sture S 
Published: February 2009

Abstract
In the field conditions, geologic materials are subjected to three-dimensional states of stress. Hence, for appropriate simulation of the field conditions and for deriving constitutive models, it is desirable to test specimens of the materials under truly triaxial states of stress. This paper describes construction, details, and application of a truly triaxial device for testing materials of relatively high strength. A number of improvements over the previous designs are included, and the capability of the device to test a wide range of materials such as ballasts, concrete, rock, and wood is established.
A Proposed Standard Test Method for a Free Fall Penetration Test
Authors: Riggs CO 
Published: February 2009

Abstract
A standard test method for a free fall penetration test is proposed. Rigid constraints on both mass and geometry of the drive weight and the anvil should provide a reliably reproducible force at impact and a reliably reproducible energy within equivalent sampling rod-sampler configurations. It is stated within the proposed new standard method that the apparatus can be used to satisfy the requirements of ASTM Standard Method for Penetration Test and Split-Barrel Sampling of Soils (D 1586). It is recommended that the proposed standard method be submitted to approval by consensus process under the jurisdiction of ASTM Committee D-18.
Equivalent Opening Size of Geotextiles
Authors: Gerry BS , Raymond GP 
Published: February 2009

Abstract
A rapid increase in the use of geotextiles in civil engineering has highlighted the necessity to identify the geotextile's properties associated with different applications. One property of importance in filtration and separation is the nominal equivalent opening size (EOS). The EOS is generally defined as equivalent to the smallest spherical particles of which 5% by weight fails to pass through the geotextile after 20 min or other specified times of sieving. Unfortunately, data show that for thick nonwoven geotextiles in particular and to a lesser extent for other geotextiles experimental variations can be substantial unless careful procedural techniques are followed including correct positioning of specimen, suspension of specimen, rigorous production and maintenance of silica sand fractions, and minimizing of humidity effects. In certain applications, one of which is presented in some detail, the use of a 95% retention definition is shown to be a more useful practical definition and even this may be less than in situ performance EOS values (that is, the particle sizes retained in situ by the geotextile). In such cases a clear understanding of geotextile behavior and a reporting of test results over a complete testing range of 95% particle retention to 95% particle passing may be of considerable value in the proper selection of a geotextile. Field performance data are presented on the importance of EOS to railway track rehabilitation where lower than normal manufactured values of EOS are considered preferable.
Rapid Index Tests for Transitional Materials
Authors: Dusseault MB , Cimolini P , Soderberg H , Scafe DW 
Published: February 2009

Abstract
Two rapid semiquantitative repeatable index tests are presented. The static swell/slake test and the dynamic dispersion test have been designed to classify intact transitional materials (mudstones, silts, clay shales, and compaction shales) with respect to their swelling and slaking behavior. Tests may be performed over a wide range of conditions by varying saturating fluid salinities to evaluate sensitivity of the intact materials to water.