Barrier Systems for Waste Disposal

Rowe, R. Kerry; Quigley, Robert M.; Brachman, R. W. I.; Booker, J. R.

doi:10.4324/9780203302064

Cited by 229 publications

(89 citation statements)

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“…For example, increasing the AL thickness from 1 m to 10 m increases the 100-year bottom flux by a factor of about 6. This result is similar to those found by Shackelford [33], Foose et al [25] and Rowe et al [15], who indicated that the bottom flux increased over small and moderate time intervals and then decreased over longer periods of time.…”

Section: Effect Of the Hydraulic Conductivity Of The Alsupporting

confidence: 81%

“…The transport parameters of the GCL, CCL, and AL for the two contaminants are shown in Table 1. The parameters were obtained from Rowe et al [15].…”

Section: Values For Transport Parametersmentioning

confidence: 99%

“…Guyonnet et al [17] and Zhan et al [19] studied the hydro-dispersion equivalence between multi-layered mineral layers. Rowe et al [15] studied the problem of contaminant advection-dispersion in layered soils by the finite-layer method. Zhang et al [20] developed a model for contaminant transport through a three-layered landfill bottom media by the finite difference method.…”

mentioning

confidence: 99%

“…The Chinese standard (CJJ 113-2007) includes a provision that permits the use of GCL composite liners, provided that an attenuation layer (AL) of a certain thickness is added beneath the GCL [14]. A GCL is usually combined with an AL in many landfills in developed countries [15][16][17]. The permeability of the AL is required to be < 1×10 -7 cm/s in the Chinese standard, but the thickness of the AL is not specified [14].…”

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confidence: 99%

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An analytical solution to contaminant advection and dispersion through a GCL/AL liner system

et al. 2011

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An one-dimensional model for contaminant advection and dispersion through a GCL/AL liner system was developed to analyze the equivalence between a GCL (geosynthetic clay liner) and a CCL (compacted clay liner). The continuity of contaminant concentration and flux at the interface between the GCL and the underlying attenuation liner (AL) are obeyed in the model, and background concentrations in the soil liner are also considered. Based on the assumption that contaminant transport through a GCL was a steady state process, an analytical solution was obtained. Increasing the leachate head from 0.3 m to 10 m results in a reduction of the breakthrough time of benzene by a factor of 2.7. The breakthrough time of benzene increases by a factor of 7.0 when the hydraulic conductivity of GCL decreases by one order of magnitude. The breakthrough curves are more sensitive to the hydraulic conductivities of the GCL and AL (attenuation layer) than to the thickness of the AL. The standard 75 cm CCL can be replaced by a combination of a GCL and a 1.0-4.0 m thickness of AL. The proposed method can be used for preliminary design of GCL composite liners, assessing the equivalence between GCL and CCL, preliminary design of a remediation method for contaminated soils, and evaluating experimental results.

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Section: Effect Of the Hydraulic Conductivity Of The Alsupporting

confidence: 81%

“…The transport parameters of the GCL, CCL, and AL for the two contaminants are shown in Table 1. The parameters were obtained from Rowe et al [15].…”

Section: Values For Transport Parametersmentioning

confidence: 99%

mentioning

confidence: 99%

mentioning

confidence: 99%

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An analytical solution to contaminant advection and dispersion through a GCL/AL liner system

et al. 2011

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“…Constant flow, rigid-wall consolidation-type permeameters were employed for the testing reported in this paper. A discussion of the advantages and disadvantages of rigid wall permeameters is provided by Rowe et al (2004) and will not be repeated here. As described by Olsen (1966) and Fernandez and Quigley (1985), the permeameters provide a constant flow of permeant to the sample, while changes in sample height, reservoir pressure and permeant effluent are monitored with time.…”

Section: Hydraulic Conductivity/ Compatibility Testsmentioning

confidence: 99%

Aluminium migration through a geosynthetic clay liner

Lake

Cardenas²,

Goreham

et al. 2007

Geosynthetics International

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Water treatment plants (WTPs) can produce significant amounts of residual solids (i.e. sludge) as a result of coagulation, flocculation, clarification, and filtration processes to treat raw source water. In North America, alum is a common coagulant used in this process, resulting in the requirement for disposal of significant amounts of alum residual solids. Anticipated improved water quality treatment guidelines for trace metals such as arsenic in North America will result in more alum waste being generated in the future and hence increased pressure on water utilities to examine monofilling of alum-based residual solids to reduce waste management costs. GCLs are a potential cost-effective liner system for this type of application. However, there is currently a paucity of literature related to aluminium migration through GCLs.This paper presents results of GCL hydraulic conductivity, diffusion, and batch testing performed with a simulated WTP monofill leachate. Results of both short term and long term hydraulic conductivity tests show only modest increases in hydraulic conductivity, k, are observed for the tests conditions employed (k< 5x10 /s and a linear distribution coefficient, K d , of 30 mL/g. Batch testing is used to provide additional insight into the sorption behavior of aluminium with the bentonite from the GCL. Based on the limited results presented herein, it appears as if GCLs are suitable at maintaining low hydraulic conductivity values for at least 12 pore volumes of permeation with the high concentration alum residual monofill leachate simulated in this study. The information presented herein also provides WTP monofill designers with estimates of contaminant migration parameters necessary for establishing "alternative" GCL based liner designs.

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Chemo-Plasticity of Clays Subjected to Stress and Flow of a Single Contaminant

Hueckel

1997

Int. J. Numer. Anal. Meth. Geomech.

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Isothermal chemo‐elasto‐plasticity of clays is discussed, to describe strains induced in clay by permeation of it with a low dielectric constant organic contaminant, in the presence of stress. The strain is crucial in controlling permeability changes in chemically affected clay barriers of landfills and impoundments. The theory encompasses chemical softening or yield surface reduction, coefficient of chemical reversible expansion or contraction due to mass concentration increase, as well as chemical sensitivity of bulk plastic modulus. The experiments on chemistry and stress dependent permeability of Sarnia clay performed by Fernandez and Quigley (1985, 1991) are interpreted using this model. The numerical representations of the chemo‐plastic softening function and the chemo‐elastic strain function, as well as plastic bulk modulus sensitivity to concentration are evaluated for dioxane and ethanol. Specific requirements for the tests for chemo‐plastic behavior of clays are discussed. © 1997 by John Wiley & Sons, Ltd.

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Barrier Systems for Waste Disposal

Cited by 229 publications

References 0 publications

An analytical solution to contaminant advection and dispersion through a GCL/AL liner system

An analytical solution to contaminant advection and dispersion through a GCL/AL liner system

Aluminium migration through a geosynthetic clay liner

Chemo-Plasticity of Clays Subjected to Stress and Flow of a Single Contaminant

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