bluuebunny/crossref_metadata_2025_split huggingface dataset:
Sled for In Situ Penetration Testing
Authors: Atwood MJ , Benoit J 
Published: February 2009

Abstract
In situ testing devices such as the dilatometer, the piezocone, the pressuremeter, and the field vane generally require the use of a drill rig for penetration through soils. This paper describes a multipurpose portable pushing frame built at the University of New Hampshire and designed to be used with most in situ testing probes. This rig is compact, inexpensive, easy to use, and can operate on sites usually not accessible to conventional drilling rigs.
Characteristics of a Bentonite Slurry as a Sealant
Authors: Edil TB , Muhanna ASH 
Published: February 2009

Abstract
Many of the technologies that relate to groundwater use bentonite slurries. The results of a laboratory investigation aimed at determining the characteristics of a bentonite slurry as a sealant are presented herein. Slurry indicator tests were used to determine the physical characteristics of the slurry, and performance tests, such as hydraulic conductivity and model tests, were conducted to evaluate the behavior of the slurry as a sealant. The results indicate that the final success of a bentonite sealant depends on its structural stability and the characteristics of the filter cake it generates. A bentonite slurry with some formation cuttings such as sand provides a sealant superior to a pure slurry. Sealing behavior of a slurry is related to its bentonite content; however, this relationship is not one of monotonical increase and there is an optimum bentonite content. The variety of indicator tests used were useful; however, filtration properties appear to be the most appropriate indicator of sealing behavior.
Blast-Induced Liquefaction of an Alluvial Sand Deposit
Authors: Charlie WA , Jacobs PJ , Doehring DO 
Published: February 2009

Abstract
A series of six different explosive charges ranging from 0.0045 to 9.06 kg were detonated at a depth of 3 m below a sand island in the South Platte River, northeast Colorado. Pore pressure, particle velocity, and residual pore pressure were measured at several locations. Liquefaction was induced in the dense, saturated, coarse sand at a depth of 3.0 m when peak compressive strain exceeded 0.01%, peak particle velocity exceeded 0.16 m/s, or at scaled distances less than 3 m/kg⅓. No residual pore pressure was induced at a peak compressive strain less than 0.002% at peak particle velocity less than 0.03 m/s, or at scaled distances greater than 16 m/k⅓.
Pullout Resistance of Steel Geogrids with Weathered Clay as Backfill Material
Authors: Bergado DT , Hardiyatimo HC , Cisneros CB , Chun CJ , Alfaro MC , Balasubramaniam AS , Anderson LR 
Published: February 2009

Abstract
The pullout resistance of welded steel geogrid reinforcement embedded in poor-quality, cohesive-frictional backfill material such as weathered clay was investigated. Laboratory pullout tests were conducted on various reinforcement sizes, mesh geometry, and compaction conditions of the backfill material. Field pullout tests were also conducted to investigate the pullout resistance of reinforcements embedded at representative overburden, field moisture, and density conditions. The soil-reinforcement interaction indicated the dominant role of passive or bearing resistance contributed by the transverse members to the total pullout resistance. The frictional resistance of the longitudinal members was found to contribute only about 5 to 15% of the total pullout resistance. It was observed that the reinforcement moved nearly as a rigid body and that the pullout resistance along the reinforcement is uniformly mobilized. The field pullout test provided higher pullout resistance compared to that of the laboratory test. Comparison of the predicted pullout bearing resistance with the observed data indicated that the prediction based on the bearing failure model formed the upper boundary while the prediction associated with the punching failure model provided the lower boundary. An empirical equation was proposed to predict the bearing resistance of the transverse members with reasonable accuracy.
Introduction to C. A. Hogentogler Award Article by David I. Stannard
Authors: Knodel P 
Published: February 2009

Abstract
The 1991 C. A. Hogentogler Award was presented to David I. Stannard of the United States Geological Survey in Denver, Colorado. The Hogentogler Award is presented to the author or authors of a paper of outstanding merit on soil or rock for engineering purposes published by the Society. The award was established in 1953 to stimulate research, encourage the exchange of knowledge, and recognize meritorious effort. It is administered by a three-member Award Committee of Committee D-18 on Soil and Rock.
“1γ2ɛ”: A New Shear Apparatus to Study the Behavior of Granular Materials
Authors: Joer H , Lanier J , Desrues J , Flavigny E 
Published: February 2009

AbstractIn this paper, we present a new kinematic shearing apparatus named “1γ2ɛ,” which has been developed at the Institut de Mécanique de Grenoble (IMG) with the financial support of the GRECO Géomatériaux. Thanks to its kinematic control, a specimen may be subjected to conditions found in general plane strain. Our aim is to study the rheology of granular material in situations with rotation of strain or stress principal axes.Following the initial description of our technical choices for the design of this new apparatus, we present results concerning isotropic tests and tests at constant volume with and without rotation of principal axes. It should be noted that the cyclic effect of rotation of principal axes may induce liquefaction.
Effect of Reinforcement Layout on Soil Strength
Authors: Arenicz RM 
Published: February 2009

Abstract
This paper presents the results of a laboratory investigation of the shear strength of soil reinforced with metal strips. The investigations were conducted using a large, specific purpose-built shear box. The effects of reinforcement layout, as well as type of strips and quantity of reinforcement, on soil shear strength at failure were tested. The investigations involved three reinforcement layouts (along the shear surface, across the shear surface, and spread evenly in both directions), two types of strips (smooth, ribbed), and three quantities of reinforcement (strips of different widths). The results indicate the importance of reinforcement layout in soil shear strength enhancement, with strips spaced equally in both directions found to be most effective. Other practical conclusions regarding the effects of type and width of strips on soil strength improvement were also presented.
The Influence of Test Procedure on Correlation of Atterberg Limits with Liquefaction in Fine-Grained Soils
Authors: Koester JP 
Published: February 2009

Abstract
Liquefaction potential of fine-grained soil deposits is today judged, in part, based on an observed correlation of Atterberg limits to field performance of soils shaken by the 1976 Tangshan earthquake in the People's Republic of China (PRC). Criteria were subsequently developed and adopted into current liquefaction potential evaluation practice without regard to the test procedures used to measure liquid and plastic limits in the PRC. Liquid and plastic limits tests are, in fact, performed in the PRC using a special laboratory fall cone penetrometer apparatus. An experimental study was made to compare Atterberg limits determined for low plasticity artificial soil mixtures and a limited number of split spoon samples using U.S. and PRC standard procedures. Study results, corroborated by earlier published comparisons of Casagrande-type percussion tests and various fall cone devices, indicate that liquid limits produced by the Casagrande test consistently exceed those produced using the PRC fall cone by about 4% (water content). The lineal extent of foundation soils at Sardis Dam, Mississippi judged to require remedial action against liquefaction varied significantly with fines content, liquid limit, and natural water content; the impact of this study on preliminary estimates of the extent of the dam requiring remedial action is briefly discussed.
Use of Air Bag System for Instrumentation of Lateral Load Tests on Previously Installed Pipe Piles
Authors: Kramer SL 
Published: February 2009

Abstract
A simple and inexpensive air bag system for allowing measurement of the deflected shape of laterally loaded piles has been developed. The air bag system may be used for hollow piles that have already been installed. The system includes an inclinometer casing that is held against the inner wall of the pile by an inflated air bag. Tests on small- and large-diameter steel pipe piles at two different locations showed that the air bag system performed reliably. The air bag system can allow measurement of p-y characteristics in lateral load tests on piles for which the possibility of such measurement may not have previously existed.
An Alternate Method for Determining the Klinkenberg Correction
Authors: Stormont JC , Daemen JJK 
Published: February 2009

Abstract
Gas slip phenomena in low-permeability media are typically accounted for by means of the conventional Klinkenberg correction. This correction is derived from gas permeability tests conducted under different pore pressures. An alternative method for obtaining the Klinkenberg correction is given which uses the results from gas permeability tests conducted with different gases under the same pore pressure. Both methods have been applied to a series of gas permeability measurements on rock salt. Changes in the pore structure during permeability testing precludes use of the conventional Klinkenberg method. The alternative method is successful when permeabilities are measured with steady-state techniques.
An Experimental Method for Determining Membrane Penetration
Authors: Choi JW , Ishibashi I 
Published: February 2009

Abstract
A new and simple experimental method is proposed for the determination of membrane penetration due to changes of the effective confining pressure in triaxial and hollow cylinder tests. The proposed method has advantages over existing methods in that it requires neither special devices nor questionable assumptions. It only requires a series of drained isotropic compression tests in a conventional triaxial device with plastic liners. The results from the proposed method are compared to those from several existing experimental and analytical methods.
A New Traveling Sand Pluviator to Reconstitute Specimens of Well-Graded Silty Sands
Authors: Lo Presti DCF , Berardi R , Pedroni S , Crippa V 
Published: February 2009

Abstract
A new traveling sand pluviator to reconstitute small specimens for laboratory tests was developed in joint research between the Research Center of the Italian National Electricity Board (ENEL CRIS) of Milano and the Department of Structural Engineering of the Politecnico di Torino.
The pluviator proved satisfactory in reconstituting small-size specimens because it provided a very high degree of spatial uniformity of density and grain-size distribution.
Furthermore, it was shown that a traveling pluviator is preferable to a stationary one even in reconstituting large-size specimens to achieve a higher degree of spatial uniformity.
The above advantages were mainly evident when dealing with well-graded silty sands.
A noteworthy feature of the new traveling pluviator that sets it apart from existing ones is its ability to accommodate pluviation under evacuated conditions.
1 g Small-Scale Modelling of Saturated Cohesive Soils
Authors: Bray JD , Seed RB , Seed HB 
Published: February 2009

Abstract
This paper describes the use of 1 g small-scale models composed of weak, saturated clay mixtures to investigate the response of natural clay deposits to underlying base rock fault displacements. A 3:1 mixture of kaolinite and bentonite at water contents between 150 and 100% produces a material with undrained shear strengths on the order of 1 to 2.5 kPa and well-scaled stress deformation behavior for small-scale model testing without the need for a centrifuge apparatus. Strength testing indicated that the axial strain at failure could be controlled to evaluate the importance of this parameter in base deformation testing. It was found that the height of the shear zone in the saturated clay overlying the base rock fault offset was related to the magnitude of base movement and the failure strain of the soil.
A Coupled Heat and Water Flow Apparatus
Authors: Mohamed A-MO , Yong RN , Caporouscio F , Cheung SCH , Kjartanson BH 
Published: February 2009

Abstract
To study the performance of a compacted buffer material under thermal and isothermal conditions, a coupled heat and water flow apparatus is designed and presented. In the preliminary design, a one-dimensional flow of heat and water was not achieved. However, control of temperature gradient, existence of one-dimensional flow, and uniformity of temperature and volumetric water content distributions at any cross section within the specimen are achieved in the modified design.
Experimental results have shown that the temperature stabilizes very rapidly after a period of approximately 0.107 days. The moisture moves away from the hot end along the longitudinal direction of the specimen due to imposed thermal gradient. The time required for moisture to stabilize is in order of days.
Shear Strength Tests for Coarse Granular Backfill and Reinforced Soils
Authors: Bauer GE , Zhao Y 
Published: February 2009

Abstract
In order to overcome the limitations of the current standard small direct shear box in testing the shear strength of coarse granular backfill materials, a large direct shear apparatus (1000 by 1000 by 940 mm) was constructed at Carleton University and a series of direct shear tests were conducted with coarse granular soils. In addition, several direct shear tests on soils reinforced with geogrids were also conducted, and the shear strength parameters of the composites were compared with those of natural soils. It is shown that the controlled large direct shear test, though time consuming, provided a useful way of evaluating the behavior of the natural granular soils and reinforced soils.
Friction at the Cohesionless Soil-Structure Interface: Effect of Various Parameters according to a Classic Study and a New Approach
Authors: Abderrahim A , Tisot JP 
Published: February 2009

Abstract
A direct shear box, a ring shear apparatus, and a minipressuremeter are used: (1) to study the behavior of the cohesionless soil-structure interface; (2) to evaluate the friction mobilized at this interface. Tests have been carried out with a continual displacement of the structure in contact with the soil. The applied normal stress was kept constant during all tests. The influence of the mineralogy, the initial density, and the roughness are analyzed. The tests show that it is difficult to obtain identical laboratory results with different apparatus. It is necessary to validate these apparatus with the help of a comparison of in situ results. Once this validation is done, especially for the mini-pressuremeter, it is reasonable to consider the mini-pressuremeter for calibrating the structure in cohesionless soils.
Drift of Flush-Mounted Pressure Cell Readings
Authors: Filz GM , Duncan JM 
Published: February 2009

Abstract
Readings from earth pressure cells that were flushmounted in an instrumented retaining wall exhibited progressive change with time (drift) after backfill placement. The test procedures and conditions precluded the possibility that temperature effects could account for the drift. A series of experiments showed that the drift was caused by moisture migration from the backfill to the concrete retaining wall. It appears that the moisture causes a slight expansion of the concrete around the cells, resulting in distortion of the cells and decrease of the fluid pressure inside the cells. A surface treatment reduced the magnitude of the drift. A pressure cell design is proposed to mitigate this source of drift in new installations.
Notched Constant Tensile Load (NCTL) Test for High-Density Polyethylene Geomembranes
Authors: Hsuan YG , Koerner RM , Lord AE 
Published: February 2009

Abstract
A modification of an old test method, the notched constant tensile load (NCTL) test, is reintroduced to evaluate the stress-cracking performance of high-density polyethylene (HDPE) geomembranes. In this modified test, notched dumbbell-shaped specimens are subjected to a range of constant tensile loads in a 10% Igepal (CO-630) solution at 50°C. The method has been proposed to ASTM and is being considered by a task group within Committee D-35 on Geosynthetics. This paper presents the test procedures, results of a reproducibility study, and four sets of interlaboratory tests.
Geotechnical Tomography: The Effects of Diffraction
Authors: Potts BD , Santamarina C 
Published: February 2009

Abstract
Tomographic imaging is the inversion of a field parameter using boundary observations. Current techniques make different simplifying hypotheses. In geotechnical tomography the straight ray assumption is most common. Problems arise when the wavelength is of the same order of magnitude as the size of the inclusion. In this case, the physics of diffraction creates significant effects behind the anomaly, limiting the applicability of ray assumptions. This experimental study addresses the effect of diffraction and its potential consequences on inversion problems. The investigation is conducted using inclusion size to wavelength ratios between 1 and 10, with objects of various relative velocity and impedance. Travel times, power density, and signal duration are analyzed. Results demonstrate the healing effects of diffraction, frequency and impedance-dependent backscatter, and energy focusing. Hand-picked and cross-correlation-based travel times are compared. It is shown that both low- and high-velocity inclusions may become undetectable at some distance behind the object, that there is little effect of frequency on travel time but significant effect on power spectral density, and that high-velocity inclusions may be detected as low-velocity inclusions when travel time data are used.
Determination of Cation Exchange Capacity of Clayey Soils by the Methylene Blue Test
Authors: Cokca E , Birand A 
Published: February 2009

Abstract
The methylene blue adsorption test (MBAT) for determining the cation exchange capacity (CEC) of clays is described. An attempt has been made to respond to previously expressed uncertainties in the MBAT itself and then to apply this test to determine the CEC values of the three geologically different soil types encountered in Ankara (alluvial soils, terrace deposits, and residual soils).
Experiments with Na-montmorillonite, Ca-montmorillonite, illite, and kaolinite clays revealed that the MBAT method for determining the CEC of clays was simple and rapid and that the results were reasonable.
Bearing Capacity of Strip Foundation on Geogrid-Reinforced Clay
Authors: Shin EC , Das BM , Puri VK , Yen S-C , Cook EE 
Published: February 2009

Abstract
Laboratory model test results are presented for the ultimate bearing capacity of a strip foundation supported by a saturated clay layer reinforced by layers of geogrid. The tests were conducted in one type of clay. The average moisture content of the clay was varied, yielding varying undrained shear strengths. Laboratory tests were conducted to determine the critical nondimensional values for the depth and width of the geogrid reinforcement layers and also the location of the first layer of geogrid with respect to the bottom of the foundation to obtain the maximum possible bearing capacity ratio.
Prediction of Expansion Degree for Natural Compacted Clays
Authors: Basma AA 
Published: February 2009

Abstract
This paper presents a laboratory study aimed at developing a reliable method to predict the expansion degree of clays. The work herein is intended to complement, not replace, existing research in this area. Utilizing test data for 128 natural soils, a regression analysis was performed to assess the use of the liquid limit, the plasticity index, the percent clay, the percent colloids, and activity of a soil as single variables to estimate the swell potential under a 1-psi (6.9-kPa) pressure of a specimen compacted to maximum dry unit weight based on the standard AASHTO test at optimum water content. Through multiple regression analysis, combinations of the aforementioned variables were also used to evaluate the swelling potential and to predict the degree of expansion. These relationships were used to establish nomographic charts for quantitative and qualitative evaluation of swell characteristics. The results of the proposed charts are shown to be in good agreement with swell test data provided by various researchers.
Compressibility Characteristics of Gypseous Sandy Soils
Authors: AlNouri I , Saleam S 
Published: February 2009

Abstract
Soils containing gypsum as a cementing agent are affected considerably when subjected to changes in water content. Seepage through sandy gypseous soil causes serious damage to foundations built on such soils. A testing program was conducted on undisturbed soil specimens with three different gypsum contents to study the compressibility characteristics of such soils. The testing program included the following tests: standard consolidation, collapse, double oedometer, leaching, leaching collapse, and permeability.
The results revealed that the gypseous soil tested was a highly cemented sand whose compressibility depended on gypsum content. The behavior of this soil exhibited significant changes upon addition of water, especially when the process was accompanied by a continuous flow of water. The leaching process caused an increase in the value of the Compression Index. Furthermore, the soil exhibited what could be defined as “delayed compression,” whose rate was dependent on stress level and which increased upon leaching. The soil was found to be a “collapsible” soil, whose collapsibility increased significantly with leaching.
A Review of Instrumentation for Measuring Small Strains During Triaxial Testing of Soil Specimens
Authors: Scholey GK , Frost JD , Lo Presti DCF , Jamiolkowski M 
Published: February 2009

Abstract
Conventional procedures for determining deformations during triaxial tests are based on measurements made externally to the cell. This practice is inadequate, particularly if the small strain stiffness of the soil is being investigated, because errors are introduced which limit the accuracy and resolution of the measurements. The errors can only be eliminated if axial strains are determined internally, within the cell, and locally over the central one third of the specimen. Likewise, the radial dimensions should be monitored at specimen midheight. The last ten years has seen the introduction of a diverse range of small-strain measuring devices. This has been largely in response to recognition of the importance of achieving strain measurement accuracy of at least 10−3% for small-strain stiffness evaluation. This paper summarizes the types of instrumentation currently available and their modes of operation, benefits, capabilities, and limitations. Typical results comparing external and internal strain measurements are presented. A system for classifying internal-strain measuring devices is presented. It is anticipated that test results based on small strain determinations will be a more frequent requirement in the future. Accordingly, the paper is intended to assist prospective users in becoming familiar with the various techniques that have been used and presents information that should enable selection of appropriate equipment for particular applications. Given that improvements in existing systems are warranted, it is hoped that the paper will also provide stimulus for further research and development.