Slag-Cement-Bentonite Slurry Walls

Opdyke, Shana M.; Evans, Jeffrey

doi:10.1061/(asce)1090-0241(2005)131:6(673)

Cited by 78 publications

(56 citation statements)

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“…are achieved. Opdyke and Evans (2005) investigated a number of CB mixtures, using an air entraining cement with various proportions of GGBS (the mixture containing 20% cementitious materials at 80% GGBS replacement, was found to be stronger than that investigated herein, Fig. 11), including one that was compressed in the oedometer.…”

Section: Comparisons With Other Cb Mixturesmentioning

confidence: 85%

“…Therefore, the procedure described in Royal et al (2013) was used: at least three samples were prepared for each test (the numbers of samples investigated in each test are presented in Table 1) and the mean behaviour of these samples was used to consider changes in deformation behaviour. Similar approaches were previously used by Opdyke and Evans (2005) and Williams and Ghataora (2011).…”

Section: Testing In the Ucs Triaxial And Oedometermentioning

confidence: 88%

“…The cementitious materials were a Rugby cement (CEM II/B-V, 32.5 N) and GGBS, supplied by Hansen Aggregates); 80% of the cement was replaced with GGBS (based on the recommendations of Garvin andHayles 1999, andOpdyke andEvans 2005). The slurry was prepared in commercially available food mixers before being decanted in plastic cylindrical moulds (50 mm internal diameter by 150 mm in height for UCS-TX-UU samples and 75 mm internal diameter moulds for testing in the oedometer) to form bulk samples (following the procedure used by Royal et al 2013).…”

Section: Creation Of the Cb Slurry Mixturementioning

confidence: 99%

“…The compressibility of CB has previously been compared to overconsolidated soils (Opdyke and Evans 2005), due to the presence of what would appear to be a preconsolidation pressure. Whilst the term preconsolidation pressure may be evocative of the compression response observed it does not satisfactorily describe the behaviour of the CB, which, like other cemented clay soils in anisotropic conditions, is a function of shearing the cemented bonds (Horpibulsuk et al 2005).…”

Section: D Compressibility With Curingmentioning

confidence: 99%

“…Note that the data for the CB containing PFA are mean for all of the samples investgated by Royal et al (2013) at 50 kPa confining pressure, with the exception of the 90 day samples which is the mean response for the stronger three samples (the other samples being unexpectedly weaker-assumed to be related to issues with casting samples from a slurry). Data from Manassero et al (1995) and Opdyke and Evans (2005) reproduced with permission from ASCE. Data from Soga et al (2013) reproduced with permission from Taylor Francis.…”

Section: Comparisons With Other Cb Mixturesmentioning

confidence: 99%

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Deformation and Compression Behaviour of a Cement–Bentonite Slurry for Groundwater Control Applications

et al. 2017

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Cement bentonite (CB) barriers are selfsupporting, low permeability, structures used to retard groundwater flow and as such strength and hydraulic conductivity parameters are often stipulated when developing the mixtures. This paper reports an investigation into the deformation and compression behaviour of a CB containing ground granulated blastfurnace slag using the unconfined compressive strength apparatus, triaxial (undrained, unconsolidated) and oedometer. Samples were also exposed to drying and rewetting to investigate possible response to changes in environmental conditions. Cracking was observed prior to peak stress suggesting that the hydraulic conductivity of a barrier may be adversely affected before the shear strength is reached in undrained conditions. The compression response of CB indicates the presence of a threshold stress; once exceeded the magnitude of settlements are significantly greater than those encountered below this threshold. If a barrier experiences localised changes in loading conditions then there is the potential for damage from induced differential settlements; thus it is recommended that the threshold stress should also be considered at the design stage in addition to strength and hydraulic conductivity requirements. The response of the material exposed to drying-rewetting was unexpected and requires further investigation to determine how a barrier will respond to changing environmental conditions.

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Section: Comparisons With Other Cb Mixturesmentioning

confidence: 85%

Section: Testing In the Ucs Triaxial And Oedometermentioning

confidence: 88%

Section: Creation Of the Cb Slurry Mixturementioning

confidence: 99%

Section: D Compressibility With Curingmentioning

confidence: 99%

Section: Comparisons With Other Cb Mixturesmentioning

confidence: 99%

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Deformation and Compression Behaviour of a Cement–Bentonite Slurry for Groundwater Control Applications

et al. 2017

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A procedure to estimate cutoff wall transport properties from monitoring wells

Guida

Musso

Sanetti

et al. 2021

Num Anal Meth Geomechanics

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Owing to their capability in limiting the transport of pollutants in the subsoil, cutoff walls are popular solutions for the confinement of contaminants. These barriers are often made of soil‐bentonite or cement‐bentonite mixtures, which are characterized by low hydraulic conductivity, low hydrodynamic dispersion, and long‐term durability. However, the aggressive chemical environment to which these walls are subjected might negatively impact on their performance. Assessment of their performance with time is thus a crucial issue in wall design. The use of dedicated monitoring wells, cast in place inside the wall during construction when the bentonitic mixture is still fluid, can be particularly suitable for both intercepting and detecting the fluids flowing through the barrier. In this research, the results of a numerical study aimed at providing a methodology to estimate the transport properties of the backfill material at the site scale are presented. The methodology relies on abaci and only requires (i) flow and concentration of contaminant data within a monitoring well inside the barrier and (ii) hydraulic head at inlet and outlet of the barrier to be known.

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