Consolidation Properties of Soil Slurries from Hydraulic Consolidation Test

Fox, Patrick J.; Baxter, Christopher

doi:10.1061/(asce)1090-0241(1997)123:8(770)

Cited by 36 publications

(13 citation statements)

References 20 publications

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“…The e-r v 0 and e-k relationships obtained from the seepage-induced consolidation experiments of the Golden Horn Clay are presented in Figures 4 and 5 respectively. The variation of void ratio and permeability coefficient with respect to the increase in the pressure closely follow precedents in the literature (Cargill 1983;Carrier and Beckman 1984;Carrier and Bromwell 1984;Carrier et al 1983;Fox and Baxter 1997;Fox and Berles 1997;6 S.A. Berilgen et al Koppula and Morgenstern 1982;Liu and Znidarcic 1991;Morris 2003;Samarasinghe et al 1982;Somogyi 1979;Sridharan and Prakash 1999).…”

Section: Seepage-induced Consolidation and Permeability Testssupporting

confidence: 84%

Assessment of Consolidation Behavior of Golden Horn Marine Dredged Material

Berilgen

Özaydın

et al. 2006

Marine Georesources & Geotechnology

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Section: Seepage-induced Consolidation and Permeability Testssupporting

confidence: 84%

Assessment of Consolidation Behavior of Golden Horn Marine Dredged Material

Berilgen

Özaydın

et al. 2006

Marine Georesources & Geotechnology

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“…Gravity-driven consolidation of unconfined, nearly liquefied debris-flow slurries with m ≥ 0.4 generally exhibits behaviour consistent with α ≈ 10 −5 Pa −1 [61,68]. Compressibilities as large as α ∼ 10 −2 Pa −1 have been measured for relatively dilute, mud-rich slurries and dredged sludges with σ e < 10 3 Pa and m < 0.4 [69][70][71], whereas values α ∼ 10 −7 Pa −1 are more typical of loosely packed sand and sand-gravel mixtures with σ e > 10 4 Pa and m > 0.55 [72,73]. For virtually all soils and debris slurries, values of α increase monotonically as values of σ e and m decrease (cf.…”

Section: (D) Definition Of Dilation Ratementioning

confidence: 92%

A depth-averaged debris-flow model that includes the effects of evolving dilatancy. I. Physical basis

2014

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To simulate debris-flow behaviour from initiation to deposition, we derive a depth-averaged, twophase model that combines concepts of critical-state soil mechanics, grain-flow mechanics and fluid mechanics. The model's balance equations describe coupled evolution of the solid volume fraction, m, basal pore-fluid pressure, flow thickness and two components of flow velocity. Basal friction is evaluated using a generalized Coulomb rule, and fluid motion is evaluated in a frame of reference that translates with the velocity of the granular phase, v s . Source terms in each of the depth-averaged balance equations account for the influence of the granular dilation rate, defined as the depth integral of ∇ · v s . Calculation of the dilation rate involves the effects of an elastic compressibility and an inelastic dilatancy angle proportional to m − m eq , where m eq is the value of m in equilibrium with the ambient stress state and flow rate. Normalization of the model equations shows that predicted debris-flow behaviour depends principally on the initial value of m − m eq and on the ratio of two fundamental timescales. One of these timescales governs downslope debris-flow motion, and the other governs pore-pressure relaxation that modifies Coulomb friction and regulates evolution of m. A companion paper presents a suite of model predictions and tests.

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“…Having zero effective stress at the top of the specimen can lead to soil swelling and potentially sidewall leakage. This occurrence may be minimized by applying a surcharge pressure simulating the overburden pressure of the specimen prior to conducting the test as in consolidation cell permeameters under option 3 (Fox and Baxter 1997). It should be noted that with option 4 the increase in the influent water pressure increases the total stress on the specimen by the same amount.…”

Section: Methods Of Application Of the Hydraulic Gradientmentioning

confidence: 99%

Effects of specimen consolidation on the laboratory hydraulic conductivity measurement

Kodikara¹,

Rahman²

2002

Can. Geotech. J.

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Laboratory hydraulic conductivity tests are commonly used for the design of clayey liners in waste containment. Although relatively small hydraulic gradients are encountered under field conditions, elevated gradients are desirable to reduce the testing time. It is generally believed, however, that these elevated gradients would reduce the conductivity measured owing to specimen consolidation. In the current paper a theoretical analysis is presented for assessing the effect of specimen consolidation. The theoretical results were compared with experimental results obtained for two local soils. Parametric analyses and nondimensional analyses were carried out and the results are presented. It was found that the hydraulic conductivity is dependent on the type of permeameter, the form of gradient application, and the state of stress within the soil. It was apparent that hydraulic conductivity can decrease with an increase in the hydraulic gradient, and the decrease was not significant up to a hydraulic gradient of about 300 for the soils tested.Résumé : Les essais de conductivité hydraulique en laboratoire sont utilisés couramment pour la conception de membranes argileuses pour le confinement des stériles. Quoique des gradients hydrauliques relativement faibles sont rencontrés dans les conditions de terrain, des gradients élevés sont désirables pour réduire la durée des essais. Cependant, on croit généralement que ces gradients élevés réduisent la conductivité mesurée à cause de la consolidation du spécimen. Les résultats théoriques sont comparés avec les résultats expérimentaux pour deux sols locaux. Des analyses paramétri-ques de même que des analyses non dimensionnelles ont été réalisées et on en présente les résultats. On a trouvé que la conductivité hydraulique dépend du type de perméamètre, de la façon d'appliquer le gradient, et de l'état des contraintes à l'intérieur du sol. Il était manifeste que la conductivité hydraulique peut décroître avec l'accroissement du gradient, et que la diminution n'était pas significative jusqu'à un gradient d'environ 300 pour le sol testé.Mots clés : conductivité hydraulique, gradient hydraulique, consolidation de spécimen, changement de volume, perméa-mètre.[Traduit par la Rédaction] Kodikara and Rahman 923

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Consolidation Properties of Soil Slurries from Hydraulic Consolidation Test

Cited by 36 publications

References 20 publications

Assessment of Consolidation Behavior of Golden Horn Marine Dredged Material

Assessment of Consolidation Behavior of Golden Horn Marine Dredged Material

A depth-averaged debris-flow model that includes the effects of evolving dilatancy. I. Physical basis

Effects of specimen consolidation on the laboratory hydraulic conductivity measurement

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