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Journal of Geotechnical & Geoenvironmental Engineering

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TECHNICAL PAPERS
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Volume 131

Issue 12 | Dec 2005 | pp. 1445-1572

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Issue 8 | Aug 2005 | pp. 937-1062

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Issue 6 | Jun 2005 | pp. 673-807

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Select this Article		Slag-Cement-Bentonite Slurry Walls Shana M. Opdyke, M.ASCE and Jeffrey C. Evans, M.ASCE J. Geotech. Geoenviron. Eng. 131, 673 (2005); http://dx.doi.org/10.1061/(ASCE)1090-0241(2005)131:6(673) (9 pages) \| Cited 4 times Full Text: Read Online (HTML) \| Download PDF
	+ -	Show Abstract In both the United States and the United Kingdom, slurry walls are used as vertical barriers to control groundwater flow and to contain contaminants as part of waste containment systems. In the United States, slurry walls are commonly constructed using soil-bentonite (SB) and the barrier typically consists of a mixture of select soil, bentonite, and bentonite-water slurry. Alternatively, in the United Kingdom, the barrier wall comprises a mixture of cement, blast furnace slag, and bentonite-water slurry. After a comparison of the two techniques, this paper presents the results of permeability and unconfined compressive strength tests on twenty-one different mixtures of slag-cement-bentonite (slag-CB). The slurry wall materials tested in this study were prepared using sample formulations originating in the United Kingdom and materials originating in the United States. Unconfined compression tests were performed on samples after one month of curing, while permeability tests were performed after one, two, three, six, and twelve months of curing. For the mixtures tested and cured twelve months, two mixtures (one having 20% cementitious material with 70% slag replacement and another having 15% cementitious material with 80% slag replacement) were found to have the lowest hydraulic conductivity (2×10⁻⁸ cm/s). The data show that 0 to 60% slag replacement had little effect on hydraulic conductivity of the resulting slag-CB mixtures. However, the hydraulic conductivity drastically decreases as the slag replacement increases from 70 to 80%. As expected, the unconfined compressive strength increased as the cementitious material content increased from 10 to 15 to 20%. The slag-CB consolidates rapidly and has compression characteristics similar to other high moisture materials.

Select this Article		Clogging of Tire Shreds and Gravel Permeated with Landfill Leachate R. Kerry Rowe, F.ASCE and Reagan McIsaac J. Geotech. Geoenviron. Eng. 131, 682 (2005); http://dx.doi.org/10.1061/(ASCE)1090-0241(2005)131:6(682) (12 pages) \| Cited 17 times Full Text: Read Online (HTML) \| Download PDF
	+ -	Show Abstract The clogging of tire shreds and gravel is based on four column tests permeated with landfill leachate for up to 2 years. Two different types of tire shred (G shred: 100 mm×50 mm×10 mm; and P shred: 125 mm×40 mm×10 mm with many exposed wires) and a uniformly graded 38 mm gravel were examined. The compressibility of the G and P shreds at 150 kPa were reported to be 48 and 44%, respectively while the initial hydraulic conductivities were 0.007 and 0.02 m/s, respectively (compared to 0.8 m/s for the gravel). The gravel maintained a hydraulic conductivity greater than 10⁻⁵ m/s for about three times longer than a similar thickness of compressed (at 150 kPa) tire shreds. The tests were conducted at an accelerated flow rate of 0.4 m³/m²/day. At termination of the rubber shred columns after about 1 year the hydraulic conductivity at the influent end of the columns had dropped to between 10⁻⁷ and 10⁻⁸ m/s. At termination of the gravel columns after 2 years the corresponding range was 10⁻⁶–10⁻⁷ m/s. The clog was predominantly calcium carbonate, with calcium making up 29–34% of the total clog material. Aluminum, zinc, iron, and copper leached from the P and G shreds when exposed to typical municipal solid waste leachate, however they were not detected in the effluent leachate. The highest concentration of metals was found in the P-shred clog and this is attributed to the greater abundance of exposed steel in these shreds. It is inferred that gravel should continue to be used in critical zones where there is a high mass loading. The results suggest that an increased thickness of compressed tire shred may be used to give a service life similar to that of a given thickness of gravel in noncritical zones.

Select this Article		Effect of Surface Fluorination on Diffusion through a High Density Polyethylene Geomembrane Henri P. Sangam and R. Kerry Rowe, F.ASCE J. Geotech. Geoenviron. Eng. 131, 694 (2005); http://dx.doi.org/10.1061/(ASCE)1090-0241(2005)131:6(694) (11 pages) \| Cited 6 times Full Text: Read Online (HTML) \| Download PDF
	+ -	Show Abstract The relative improvement of the diffusive barrier function of high density polyethylene (HDPE) geomembranes to volatile organic compounds (VOCs) when subjected to surface fluorination is experimentally examined. The surface fluorination consisted of applying elemental fluorine, which exchanged with hydrogen along polymer chains at the surface of a polyolefin substrate. Sorption and diffusion tests were performed on both traditional “untreated” and “fluorinated” 1.5 mm HDPE geomembranes using dilute aqueous organic contaminants commonly found in municipal solid waste leachate. The partitioning coefficient is shown to remain essential the same after the surface fluorination; however, the surface fluorination resulted in a reduction in both the diffusion and the permeation coefficients by factors ranging between 1.5 and 4.5, depending on the hydrocarbon examined. Modeling of VOC diffusion through a geomembrane/compacted clay composite liner indicated that contaminant impacts were about 1.7–2.9 times lower when a fluorinated geomembrane is used. To achieve the same level of protection as provided by the fluorinated geomembrane underlain by 0.60 m of compacted clay, one would need an additional 0.4–0.9 m of compacted clay in conjunction with a conventional (untreated) geomembrane. The importance of the thickness of the treated layer is highlighted.

Select this Article		Strip Footing Behavior on Pile and Sheet Pile-Stabilized Sand Slope Mostafa A. El Sawwaf J. Geotech. Geoenviron. Eng. 131, 705 (2005); http://dx.doi.org/10.1061/(ASCE)1090-0241(2005)131:6(705) (11 pages) \| Cited 7 times Full Text: Read Online (HTML) \| Download PDF
	+ -	Show Abstract This paper presents the results of laboratory model tests on the behavior of a strip footing supported on a row of piles and sheet pile-stabilized sandy slope. A comparison between the bearing capacity improvements in the two cases was made to study the most efficient one. The parameters varied in the study include pile diameter, pile length, pile spacing and location of pile row, height of sheet pile, location of sheet pile, and location of the footing relative to the slope crest. Initially, the bearing capacity of the nonstabilized cases were determined and then compared with those of stabilized slopes. The results were then analyzed to study the effect of each parameter. The results indicate that stabilizing the earth slope using a row of piles or sheet pile has a significant effect in improving the bearing capacity of the strip footing. This improvement in bearing capacity increases when pile spacing decreases and pile length increases with a further improvement upon increasing the pile diameter. However, the overall improvement when using the sheet pile to stabilize the earth slope is much better than that when using a row of piles.

Select this Article		Influence of Kinematics on Landslide Mobility and Failure Mode Nicholas Sitar, M.ASCE, Mary M. MacLaughlin, and David M. Doolin J. Geotech. Geoenviron. Eng. 131, 716 (2005); http://dx.doi.org/10.1061/(ASCE)1090-0241(2005)131:6(716) (13 pages) \| Cited 9 times Full Text: Read Online (HTML) \| Download PDF
	+ -	Show Abstract Geometry of discontinuities greatly influences the kinematic behavior of slopes and landslides. Discontinuous deformation analysis (DDA) is used here to analyze two typical examples of slope failure, demonstrating that accurate representation of the geometry of the discontinuities is essential for identification of kinematically correct failure modes. Then, static stability analyses of the Vaiont, Italy, landslide of October 9, 1963 are used to show that the DDA results compare favorably with previously published limit equilibrium studies using similar geometries, and that the location and number of discontinuities have a significant effect on the predicted stability and failure velocities of the landslide. Dynamic DDA simulations of the Vaiont landslide show that the peak velocity increases up to 50% as the number of blocks increases, indicating that internal disintegration of the landslide mass results in increasing acceleration and higher peak velocity. DDA analyses simulating pore pressure rise resulting from frictional heating of the basal slide plane show that the peak velocity similarly increases up to 50% as the number of blocks increases. The magnitude of the increase in peak velocity as a result of disintegration (i.e., increasing number of blocks) suggests that as much attention should be paid to the geometry of discontinuities as is typically paid to shear strength and pore pressure.

Journal of Geotechnical & Geoenvironmental Engineering

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BROWSE VOLUMES

June 2005

Volume 131, Issue 6, pp. 673-807

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Select this Article		Prediction of Field Behavior of Reinforced Soil Wall Using Advanced Constitutive Model Chandra S. Desai, F.ASCE and Khaled E. El-Hoseiny J. Geotech. Geoenviron. Eng. 131, 729 (2005); http://dx.doi.org/10.1061/(ASCE)1090-0241(2005)131:6(729) (11 pages) \| Cited 6 times Full Text: Read Online (HTML) \| Download PDF
	+ -	Show Abstract A geosynthetic-reinforced soil retaining wall using full-height concrete wall facing panel was constructed at Tanque Verde Road site for grade-separated interchanges in Tucson, Ariz. Numerical simulation of this wall was performed using a finite element code called DSC-SST-2D. The program allows for plane strain, plane stress, and axisymmetric idealizations including simulation of construction sequences. The wall was modeled as a plane strain, two-dimensional problem. Material parameters used in the analysis were obtained from experimental results from conventional triaxial compression tests for backfill soils and cyclic multidegree-of-freedom shear tests for interfaces. The soils and interfaces were modeled using the disturbed state concept and hierarchical single surface plasticity models, and the geogrid reinforcement was simulated by a linear elastic model. The interfaces between the reinforcement layers and soil were modeled using the thin layer element. The results of the finite element analysis were in good agreement with the measured field behavior of the wall. Comparison involved vertical and lateral stress transferred to reinforcements and wall face movements. It was found that the use of the unified constitutive model in a nonlinear finite element method provided satisfactory predictions for the field performance of the Tensar geogrid reinforced soil wall.

Select this Article		Geosynthetic Clay Liner Interaction with Leachate: Correlation between Permeability, Microstructure, and Surface Chemistry Dominique Guyonnet, Eric Gaucher, Hervé Gaboriau, Charles-Henri Pons, Christian Clinard, Véronique Norotte, and Gérard Didier J. Geotech. Geoenviron. Eng. 131, 740 (2005); http://dx.doi.org/10.1061/(ASCE)1090-0241(2005)131:6(740) (10 pages) \| Cited 15 times Full Text: Read Online (HTML) \| Download PDF
	+ -	Show Abstract When a geosynthetic clay liner (GCL) containing sodium bentonite is brought into contact with fluids containing other cations, the latter may exchange with the sodium present between clay layers. This modification of clay surface chemistry may change the clay microstructure and hence its hydraulic conductivity. The influence of clay surface chemistry on microstructure and permeability, after prolonged contact between two GCLs (a natural sodium bentonite GCL and a sodium-activated calcium bentonite GCL) and different fluids in oedometer cells, was investigated using exchangeable-cation analysis, small-angle x-ray scattering, and transmission electron microscopy. Results suggest that calcium carbonate in the bentonite, formed during activation of the calcium bentonite, may redissolve during contact with a dilute permeant, releasing calcium ions that exchange with sodium in the clay. This exchange leads to obliteration of a so-called “gel” phase (beneficial in terms of low permeability) and to the development of a more permeable “hydrated-solid” phase. Sodium replacement by calcium during GCL contact with a 0.1 M CaCl₂ solution was found to be virtually complete, with or without GCL prehydration with dilute water. No gel phase was observed in these samples. When in contact with real leachate, however, a gel phase appeared, especially when GCL samples were prehydrated. A correlation was observed between the level of hydraulic conductivity and the relative proportions of gel phase and clay interlayer occupation by sodium.

Select this Article		Shear-Displacement-Amplitude Dependent Pore-Pressure Generation in Undrained Cyclic Loading Ring Shear Tests: An Energy Approach Kyoji Sassa, Gonghui Wang, M.ASCE, Hiroshi Fukuoka, and Dmitri A. Vankov J. Geotech. Geoenviron. Eng. 131, 750 (2005); http://dx.doi.org/10.1061/(ASCE)1090-0241(2005)131:6(750) (12 pages) \| Cited 3 times Full Text: Read Online (HTML) \| Download PDF
	+ -	Show Abstract By conducting a series of shear-torque-controlled (STC) and shear-displacement-controlled (SDC) ring shear tests under undrained conditions, the effects of cyclic loading frequency, shear displacement rate, and overconsolidation ratio (OCR) on the pore-pressure generation were examined and analyzed by means of an energy approach. Cyclic STC tests demonstrated that as the frequency of loading increased, the shear energy (W_total) as well as the total shear displacement (l_total) until liquefaction substantially decreased, while the number of cycles to liquefaction (N) increased with frequency. Nevertheless, SDC tests showed that W_total, l_total, N did not vary with frequency. This dependency of W_total on the loading frequency in STC tests was inferred to be due to the different resultant shear displacement amplitude after shear failure but before liquefaction during cyclic shearing. The results of STC tests on samples with different OCRs showed that all these three parameters of W_total, l_total, N increased with OCR. The SDC tests at different shear-displacement amplitude (Δl_max) showed that there existed an optimal Δl_max at which W_total was minimum. Δl_max smaller than this optimal value was probably not as effective at enforcing the grains to adjust their position, and then it was difficult for the volume shrinkage to occur and pore-water pressure to generate; while an increase in Δl_max from this optimal value led to extra energy consumption probably due to grain crushing and heat transferring from grains friction, and then elevate the value of W_total for liquefaction. These results proved that pore-pressure generation in undrained cyclic loading was strongly dependent on the shear-displacement amplitude during the shearing.

Select this Article		Study of Soil Layering Effects on Lateral Loading Behavior of Piles Zhaohui Yang and Boris Jeremić J. Geotech. Geoenviron. Eng. 131, 762 (2005); http://dx.doi.org/10.1061/(ASCE)1090-0241(2005)131:6(762) (9 pages) \| Cited 4 times Full Text: Read Online (HTML) \| Download PDF
	+ -	Show Abstract This paper presents results of the finite element study on the behavior of a single pile in elastic-plastic soils. Pile behavior in uniform sand and clay soils as well as cases with a sand layer in a clay deposit and a clay layer in a sand deposit were analyzed using finite element modeling. Finite element results were used to generate p-y response curves, which were cross compared to investigate the soil layering effects.

Select this Article		Static and Cyclic Triaxial Testing of Ballast and Subballast Akke S. J. Suiker, Ernest T. Selig, and Raymond Frenkel J. Geotech. Geoenviron. Eng. 131, 771 (2005); http://dx.doi.org/10.1061/(ASCE)1090-0241(2005)131:6(771) (12 pages) \| Cited 16 times Full Text: Read Online (HTML) \| Download PDF
	+ -	Show Abstract This paper discusses the triaxial testing of a ballast material and a subballast material, which are noncohesive, granular materials typically used for construction of a railway track substructure. Both static and cyclic triaxial tests were conducted. The cyclic triaxial tests simulated the behavior of these railway substructure materials under a large number of passing train wheels. The purpose of the static tests was to a priori identify the maximum stress level that could be applied in the cyclic tests, and to assess the strength and stiffness increase produced during the cyclic loading process. In order to accurately monitor the circumferential displacement during the static and cyclic tests, a new measuring device was developed. The experimental setup, the test procedure, and the test results are treated for the ballast and subballast materials. It is found that under cyclic loading the granular materials reveal a strong tendency to compact, even if the applied stress level is close to the static failure strength of the material. This compaction behavior generally causes a (significant) increase of the material strength and stiffness.

Select this Article		Geology: Engineer Ignore It at Your Peril Marian P. Rollings, M.ASCE and Raymond S. Rollings, M.ASCE J. Geotech. Geoenviron. Eng. 131, 783 (2005); http://dx.doi.org/10.1061/(ASCE)1090-0241(2005)131:6(783) (9 pages) Full Text: Read Online (HTML) \| Download PDF
	+ -	Show Abstract Geology and related earth processes are an inherent part of civil engineering design and construction. This paper examines eight specific examples to illustrate how geologic factors can dominate project behavior. The examples are from a spectrum of environments associated with design and construction of roads and airfields and vary from the apparently obvious to the more subtle. Failure to understand the geologic conditions at a site almost invariably results in unsatisfactory performance. This complex interplay between geology and engineering is at the heart of the geotechnical profession and should be appreciated by all.

Select this Article		Stability of Inclined Strip Anchors in Purely Cohesive Soil R. S. Merifield, A. V. Lyamin, and S. W. Sloan J. Geotech. Geoenviron. Eng. 131, 792 (2005); http://dx.doi.org/10.1061/(ASCE)1090-0241(2005)131:6(792) (8 pages) \| Cited 2 times Full Text: Read Online (HTML) \| Download PDF
	+ -	Show Abstract Soil anchors are commonly used as foundation systems for structures requiring uplift resistance such as transmission towers, or for structures requiring lateral resistance, such as sheet pile walls. To date, most anchor studies have been concerned with either the vertical or horizontal uplift problem. In many instances, anchors are placed at inclined orientations depending on the type of application and loading (e.g., transmission tower foundations). However, the important effect of anchor inclination has received very little attention by researchers. This paper applies numerical limit analysis and displacement finite-element analysis to evaluate the stability of inclined strip anchors in undrained clay. Results are presented in the familiar form of breakout factors based on various anchor geometries.

Select this Article		Long-Term Behavior of Water Content and Density in an Earthen Liner Timothy E. Frank, Ivan G. Krapac, Timothy D. Stark, and Geoffrey D. Strack J. Geotech. Geoenviron. Eng. 131, 800 (2005); http://dx.doi.org/10.1061/(ASCE)1090-0241(2005)131:6(800) (4 pages) Full Text: Read Online (HTML) \| Download PDF
	+ -	Show Abstract An extensively instrumented compacted earthen liner was constructed at the Illinois State Geological Survey facility in Champaign, Ill. in 1987. A pond of water 0.31 m deep was maintained on top of the 7.3 m×14.6 m×0.9 m thick liner for 14 years. One of the goals of the project was to evaluate the long-term performance of a compacted earthen liner by monitoring the long-term changes in water content and density. The water content of the earthen liner showed no trend with depth or time. The liner density remained essentially constant from construction through excavation in 2002. The liner did not become fully saturated. Upon excavation of the liner, the degree of saturation was 80.0±6.3% after 14 years of ponding under a hydraulic head of 0.31 m. The results imply that properly designed and constructed earthen liners may reduce the possibility of pollutants leaching from municipal solid waste containment facilities by remaining partially saturated for years and maintaining the placement density.

Select this Article		Buckling versus Deflection of Buried Flexible Pipe W. David Carrier, III, F.ASCE J. Geotech. Geoenviron. Eng. 131, 804 (2005); http://dx.doi.org/10.1061/(ASCE)1090-0241(2005)131:6(804) (4 pages) \| Cited 2 times Full Text: Read Online (HTML) \| Download PDF
	+ -	Show Abstract In general, the design of a buried flexible pipe is controlled by deflection rather than buckling. However, there are two situations in which buckling may control the design: (1) shallow cover with an internal vacuum pressure; and (2) shallow cover, submerged in deep water, with atmospheric internal pressure. In these cases, the standard short-term deflection criterion of 3% should be reduced sufficiently, in order to ensure that deflection controls the design.