bluuebunny/crossref_metadata_2025_split huggingface dataset:
Results and Interpretation of SPT Practice Study
Authors: Kovacs WD 
Published: February 2009

Abstract
Geotechnical engineers in the United States commonly use the results of the ASTM Penetration Test and Split-Barrel Sampling of Soils (D 1586) in subsurface investigations for routine foundation design. Wide variations occur in standard penetration test (SPT) results because the present standard does not address some of the variables that control the energy delivered to the sampler. Current methods of performing the SPT in the United States were surveyed and the results are reported and interpreted. The purpose of the survey was to aid in bringing current practice to a more uniform state and to provide information for the next revision of ASTM D 1586.
Nondestructive Soil Bulk Density Measurements by X-ray Attenuation
Authors: Been K 
Published: February 2009

Abstract
Nondestructive density measurement of soil samples in the laboratory has a number of important applications. It can be used to monitor the progress of soil settlement through water and subsequent consolidation to a final equilibrium state, with or without an additional applied load. It can provide information on moisture content distribution in laboratory samples, in both static and changing conditions, and on soil structure in undisturbed cores. This paper describes a nondestructive technique for density measurement that can achieve accuracies in measured soil density of the order of ± 0.005 g/cm3 and a spatial resolution of ± 1 mm. The technique uses an X-ray system with a scintillation detector and counter assembly to record the radiation transmitted through the soil sample. This is converted to a density value by empirical calibration. The principles of the method are described with consideration given to the variables of the measuring system, the beam collimation, and the sample geometry. The method is shown to be reliable and versatile.
Linearizing Triaxial Test Failure Envelopes
Authors: Handy RL 
Published: February 2009

Abstract
Soil variability biases both the best-fit-by-eye and linear regression of p-q triaxial test data plots (where p represents the abscissa of the center of a Mohr circle and q is the radius) to substantially over-estimate the friction angle ø. This is because linear regression of q on p assumes that variability lies in the y-axis direction, whereas if lateral stress σ3' is constant, variability is 45° to the y-axis. A correct regression is quickly performed by converting p-q data points to polar coor-dinates, adding 45° or another angle indicated by the mean stress paths to the coordinate angle, converting back to rectangular coordinates, and performing the linear regression. The correlation coefficient thus obtained is lowered because it correctly assesses data variability. Without correction the error in ø may be as much as 10°.
Determination of Elastic Modulus of Stress Relief Cores of Shale
Authors: Szwilski AB 
Published: February 2009

Abstract
The overcoring procedure for the determination of the magnitude and direction of underground in situ stresses, in a coal mine entry roof, is reviewed. For an isotropic rock, the direction of the principal lateral stresses can be computed directly from the stress-relief measurements of diametral deformation for the three axes of the borehole in the roof. However the computation of the magnitude of the in situ principal stresses requires that the Young's modulus of the host rock be determined. The degree of influence of anisotropy of the rock on the orientation of the principal lateral in situ stresses is also examined.
A Low Cost Stressmeter for Measuring Complete Stress Changes in Underground Mining
Authors: Peng SS , Su WH , Okubo S 
Published: February 2009

Abstract
A stressmeter consisting of a thick steel pipe with a central partition on which a wire-resistance strain rosette gage is mounted was proposed and examined. Linear relations between applied stresses and the induced strains at the center of the partition were obtained under different loading conditions. The linear relationship is a practical necessity in monitoring stress changes. Results of three-dimensional finite element simulation compared favorably with those of laboratory calibration. Ratios of the Young's modulus of steel to the Young's modulus of rock or resin or both were found to be the dominating factor in determining the sensitivity of the stressmeter. The stressmeter is more sensitive in soft rock, such as coal, than in hard rock, such as sandstone.
Proposed Standard Specification for Standard Sizes of Quarried Stone for Erosion Control
Authors: Marek CR 
Published: February 2009

Abstract
The Proposed Standard Specification for Standard Sizes of Quarried Stone for Erosion Control is a new specification currently being developed by ASTM Subcommittee D18.17 on Rock for Erosion Control. The proposed specification contains standard size designations and maximum permissible ranges in weight or mechanical analyses for standard sizes of (1) graded quarry stone or riprap and (2) filter bedding stone for use in erosion control structures. A total of seven standard sizes are included for graded quarry stone, and three standard sizes are included for filter bedding stone. The proposed standard sizes were developed to provide the designer, the consumer, and the producer with a common reference in connection with the sizing of quarried stone materials used to control erosion. Use of standard gradations versus nonstandard gradations should be evaluated for each major project, and standard gradations should be utilized whenever cost-effective.
The Rapid Carbonate Analyzer
Authors: Demars KR , Chaney RC , Richter JA 
Published: February 2009

Abstract
A gasometric method is proposed for measuring soil carbonate content. The device consists of an enclosed acrylic cylinder in which soil carbonate reacts with acid to produce carbon dioxide gas. For a constant volume reactor, the carbon dioxide gas pressure is directly related to the soil carbonate content at completion of the reaction. The effect of several variables, including particle size, acid concentration, and carbonate mineralogy, on the reaction time is considered. This method has the advantages of accuracy to within ±5%, high analytical speed, low cost, and minimal operator skill. It is well suited for both laboratory and field use.
Interpreting the Physical Properties of a Clay Using Microanalysis Techniques
Authors: McManis KL , Ferrell RE , Arman A 
Published: February 2009

Abstract
A microanalysis with the scanning electron microscope and energy dispersive X-ray microprobe (SEM-EDS) is used to explain the apparent brittle failure and sensitivity of a clay soil. The electron micrographs produced show concentrations of pyrite crystals interrupting the parallel bedding of the clay particles. These fabric modifiers significantly influence the failure mechanisms of the soil. The SEM-EDS microanalysis provides details of the fabric configuration and distribution of chemical species and their association with the soil fabric.
A Laboratory Investigation of Grid Reinforcements in Clay
Authors: Ingold TS 
Published: February 2009

Abstract
The governing criteria for internal stability of reinforced soil require that the soil reinforcement should have adequate factors of safety against tensile fracture and pullout. In terms of total stress the pull-out resistance will be some function of the area of reinforcement embedded in the restraint zone and the soil-reinforcement adhesion that may be related to the undrained shear strength of the soil by an adhesion factor. This factor has been assessed for several types of reinforcement using a direct shear box with the reinforcement inclined across the two halves of the box. These tests showed grid reinforcement to be the most efficient, consequently, subsequent testing, in the form of pull-out and shear box tests with horizontal reinforcement, was restricted to grids. The adhesion factors were found to be markedly dependent on test method with the pull-out test giving the lowest values. An analytical assessment of the results suggests that grid pull-out resistance is a function of the area of grid members normal and parallel to the direction of applied load rather than embedded plan area.
Measurement of Axial Strains in Triaxial Tests on London Clay
Authors: Costa Filho LDM 
Published: February 2009

Abstract
Equipment for measuring axial strains directly on the center part of triaxial test specimens is described. The accuracy to which axial strains can be computed using this equipment is determined. The results of a series of tests on London clay provide a comparison between the axial strains computed using this equipment and conventional techniques. It is concluded that bedding problems can introduce significant errors in the determination of deformation moduli at small strains for stiff clays.
A Direct Shear Machine for Testing Rock Joints
Authors: Franklin JA 
Published: February 2009

Abstract
Most direct shear machines are designed for soil testing or research and have serious limitations when used for rock joint testing by commercial testing laboratories. To overcome some of these limitations, a machine has been designed that uses split cylindrical specimen holders to encapsulate rock specimens in the field, protecting them against drying, swelling, and mechanical damage in transit to the laboratory and in storage. Molten sulfur is used as an encapsulating material. Field encapsulation saves “downtime” during laboratory testing and virtually eliminates specimen disturbance. The holders are uncoupled only when in the test machine and after a normal load has been applied.
Further features designed to make the machine more versatile and less expensive include pumps, pressure and displacement pages that are demountable so that they can be easily calibrated and used in other testing applications. Two opposing jacks allow reversals of shear direction. Testing procedures are outlined for reversed shearing at increasing increments of normal load.
A Low-Cost Ring Dynamometer for Monitoring the Performance of Roof Bolts
Authors: Cyrul T 
Published: February 2009

Abstract
A steel ring dynamometer, which is placed at the end of a roof bolt, was evaluated. The diametral loading causes deformation of the ring caused by the change in loading of the bolt. This deformation is measured in the normal direction of loading with a high sensitivity dial gage. The steel that the ring is made of exhibits linear load-deformation characteristics and makes the ring appropriate for long-term monitoring.
The dynamometer can, without additional steps, be applied to an ordinary roof bolt. Its small dimensions do not affect the mining operations in the area of monitoring. Low cost and simple methods of measurement allow the dynamometer in the area of monitoring to be widely applied for monitoring of roof behavior.
Experimental Modeling of the Shaft Capacity of Grouted Driven Piles
Authors: Joer HA , Randolph MF , Gunasena U 
Published: February 2009

Abstract
Pile foundations are widely used in compressible soils such as calcareous sediments. However, the friction capacity of driven piles in such soils tends to be very low, owing to severe reduction of the normal effective stresses at the pile-soil interface during installation of the pile, caused by densification of the soil. The shaft capacity may be increased by injection of grout along the pile-soil interface, referred to as “grouted driven pile” construction. A new apparatus for testing such a type of pile has been developed at the University of Western Australia. In this paper, the design of the apparatus and associated model piles are described, along with the grouting technique. Limitations of early versions of the apparatus and difficulties with grouting at small scale are discussed, and recommended solutions are presented. Results of tests performed on specimens of calcareous soils that were artificially cemented in order to reproduce typical in situ strengths are also presented.
Laboratory Modeling of Inclined-Loaded Shafts in Sand
Authors: Vidich SD , Kulhawy FH , Trautmann CH 
Published: February 2009

Abstract
Baseline information is presented for preparing and conducting load tests on larger laboratory-scale models of shafts in sand under static and cyclic inclined loading. The shaft models were prefabricated and reusable, with a 52-mm-diameter and depth-to-diameter ratios of 3, 6, and 9. The procedures used for soil deposit preparation in a unique combined sand hopper and testing chamber are presented, along with the testing approaches for static and cyclic loading. Testing was done in uniform deposits of loose and medium dense normally consolidated sand and dense overconsolidated sand. Loads were applied to the shafts at seven load inclinations using a hydraulic actuator system controlled by a mini-computer. For the static tests, loads were applied at a constant displacement rate; for the cyclic tests, loading was force-controlled, and it was applied as a one-way sinusoidal waveform. Measurements of load, displacement, and rotation were taken automatically with transducers linked to a data acquisition system, and important issues in data interpretation are discussed. Typical test results show that: (a) cyclic loading results in slightly stiffer and stronger response than static loading for comparable initial soil conditions, and (b) the accumulated cyclic displacements can be quantified in a straightforward manner.
Commentary on Marchetti Flat Dilatometer Correlations in Soils
Authors: Mayne PW , Martin GK 
Published: February 2009

Abstract
Since its inception in 1975, the flat dilatometer has served as a simple and expedient indexing tool for site stratification and evaluation of soil properties, primarily in North America, Europe, and Southeast Asia. Although the original empirical correlations have proved useful in obtaining approximate parameters for geotechnical analysis and design, the initial statistical trends were based on data from only eleven natural soils, primarily in Italy. A number of comparative studies, modified relationships, and new correlations have since become available in foreign soils, and several of these are reviewed herein. The possibility of adopting generalized expressions for data reduction and the interpretation of soil properties is explored, particularly for evaluating the lateral stress coefficient (K0) in clays from the dilatometer index (KD).
Evaluation Tests for Colloidal Silica for Use in Grouting Applications
Authors: Persoff P , Moridis GJ , Apps JA , Pruess K 
Published: February 2009

Abstract
Colloidal silica (CS) is a low-viscosity chemical grout that can be injected to form an impermeable barrier in the subsurface. Such a barrier was proposed to be placed under a disused unlined retention basin at the Savannah River site. Specifications for the CS grout were included in the bid package, including performance tests. The product must meet requirements of low viscosity, low permeability when gelled, and controllable gel time both in vitro and in situ. Bidders submitted samples for evaluation, and this paper describes the tests that were conducted and presents typical results.
Gel time in soil was assessed by injection tests in packed-soil columns and the monitoring of gelling in the columns. Injection tests were designed to ensure that grout injection would not be impeded by rapid gellation caused by contact with soil. The requirement was that the injection pressure during 2 h of injection be less than 2.5 times as great as the injection pressure without gelling. Gelling of the grout in the soil columns was monitored by repeated falling-head tests that showed that mobility decreased to zero during the prescribed time for gelling in situ.
T Chart to Evaluate Consolidation Test Results
Authors: Tewatia SK , Venkatachalam K , Sridharan A 
Published: February 2009

Abstract
Using Terzaghi's degree of consolidation, U, and the time factor, T, relationship, if MU1 and MU2 (MU1 ≠ MU2) are slopes of the U−√T curve at any two time factors TU1 and TU2, then it can be shown that a unique relationship exists between TU2/TU1, MU1/MU2, and TU1 (or TU2), and knowing any two of these, the third can be uniquely determined. A chart, called the T chart, has been plotted using these three variables for quickly determining T and U at any experimental time, t, to determine the coefficient of consolidation, cv, corrected zero settlement, δ0, and ultimate primary settlement, δ100. The chart can be used even in those cases where settlement and time, at the instant of load increment, are not known.
The Use of Property Tests to Determine the Thermal Properties of Soils
Authors: Salomone LA , Kovacs WD 
Published: February 2009

Abstract
Use of soil as an insulating material and to store and dissipate heat requires that low-cost simple tests be identified to predict the thermal behavior of soils. The optimum moisture content and plastic limit of fine-grained soils were found to correlate with the critical moisture content, that is, the moisture content that defines the knee of the thermal resistivity versus moisture content curve. The laboratory test procedures and equipment that allow these correlations to be made are described.
In-Plane Hydraulic Properties of Geotextiles
Authors: Koerner RM , Bove JA 
Published: February 2009

Abstract
Because of the large number of practical applications using the in-plane hydraulic properties of bulky geotextiles, there exists a need for a suitable test method, which should eventually be standardized. The method developed here measures the parallel flow of water in a constant head device using relatively large rectangular specimens measuring 61.0 by 30.6 cm (24 by 12 in.). The device can support normal stresses on the geotextile up to approximately 144 kPa (3000 lb/ft2).
The basic parameter measured is transmissivity (the in-plane coefficient of permeability times the geotextile's thickness), which behaves as a strongly exponential decreasing function with increasing normal stress. A wide variety of needled nonwoven geotextiles were tested with transmissivity values ranging between 0.062 to 0.14 cm3/s/cm (0.004 and 0.009 ft3/min/ft) fabric. Tests on multiple layers of fabrics showed an increase in transmissivity roughly proportional to the thickness of the total number of layers. When the thickness was eliminated from the transmissivity values, it was seen that the in-plane coefficient of permeability was equivalent to that of a coarse to fine sand and was highest for a single layer of fabric and decreased as the fabric layers increased.
As a final comment, the need for geotextile transmissivity test standardization is noted and highly recommended.
A Method of Estimating the In-Situ Density of Dry Uniformly Graded Sand Under Controlled Conditions of Placement
Authors: Wersching SN , Delpak R , Rowlands GO 
Published: February 2009

Abstract
One of the main problems faced by investigators working with dry sand is the inability to obtain undisturbed specimens from which fundamental soil parameters may be established. The two principal related variables in sand are density and the angle of internal shearing resistance. This paper describes a method of estimating the in-situ sand density from a small specimen of sand, the grains of which are cemented together using plaster. The method uses an unhydrated sand/plaster mixture that is deposited in pockets at strategic locations within the soil profile during its construction. The plaster is subsequently hydrated by the injection of a quantity of water through a small pipe venting at the location of the specimen. Such specimens are retrieved at the end of a test and their densities determined from which the density of the uncemented sand in the proximity of the specimen can be estimated using a relationship previously determined through calibration.
Proposed Standard Test Methods for Cross-Hole Seismic Testing
Authors: Ballard RF , Stokoe KH , McLemore R 
Published: February 2009

Abstract
This paper proposes standard test methods for cross-hole seismic testing. A preferred test method intended for use on critical projects where the highest quality data must be obtained is described, and an optional method intended for use on projects that do not require measurements with the same degree of precision is also presented. Data acquisition equipment, such as seismic sources, receivers, and recording systems, are discussed and various applications of the data addressed, along with acceptable interpretation procedures. Other pertinent items that are addressed include borehole spacing, drilling, casing, grouting, deviation surveys, and actual test conduct. It is noted that a variety of equipment can be used to conduct a satisfactory cross-hole seismic test. As a result, this paper is directed toward the actual test procedure, data interpretation, and specifications for equipment that will yield uniform test results.
Suggested Test Method for Determination of Thermal Conductivity of Soil by Thermal-Needle Procedure
Authors: Chaney RC , Ramanjaneya G , Hencey G , Kanchanastit P , Fang H-Y 
Published: February 2009

Abstract
A method is proposed for determining the thermal conductivity k or thermal resistivity p of soils. The procedure is based on the use of a transient heat method in which a thermal needle is used to create a linear heat source, and a thermocouple is used to monitor temperature changes with time. This suggested method describes the basic procedure. Information is also presented on the construction and calibration of the thermal needle.
Proposed New Standard Test Method for Dimensional and Shape Tolerances of Rock Core Specimens
Authors: Haas CJ 
Published: February 2009

Abstract
The purpose of this proposed standard is to standardize the specifications and procedures for tolerance checks that are required in several ASTM standards involving compression testing of rock core. Some of the material in this standard already appears in ASTM Test for Triaxial Compressive Strength of Undrained Rock Core Specimens Without Pore Pressure Measurements (D 2664), Test for Direct Tensile Strength of Intact Rock Core Specimens (D 2936), Test for Unconfined Compressive Strength of Intact Rock Core Specimens (D 2938), and Test for Elastic Moduli of Intact Rock Core Specimens in Uniaxial Compression (D 3148).
Methods of Evaluating the Expansion Potential of Compacted Soils with Significant Fractions of Large Aggregate
Authors: Houston SL , Vann JD 
Published: February 2009

Abstract
A laboratory investigation of the expansion potential of compacted soils with large-sized aggregate has been conducted. Methods developed for determining expansion potential include (1) laboratory expansion testing of representative specimens containing particles as large as practical and (2) prediction of expansion potential for soils with large-sized aggregate from the results of laboratory expansion tests on minus #4 material. It has been shown that incorporation of up to ¾-in (1.9-cm) material is practical for laboratory expansion tests, with only minor modifications to commonly used swell test equipment.