Design Capacity of Slurried Mineral Waste Ponds

Carrier, W. David; Bromwell, Leslie G.; Somogyi, Frank

doi:10.1061/(asce)0733-9410(1983)109:5(699)

Cited by 84 publications

(37 citation statements)

References 13 publications

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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: 93%

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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Section: (D) Definition Of Dilation Ratementioning

confidence: 93%

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

2014

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“…Modèle « iso-concentration» multicouche de tassement des vases Une discrétisation« iso-concentration» ( fig. 4) permet de simplifier considérablement l'équation de continuité de la phase solide (2) dans le cas de sédimentation d'une suspension, lorsque la vitesse de la phase solide est reliée exclusivement à la concentration par une fonction continue [9].…”

Section: Discrétisation Utilisée Dans Le Modèle « Iso-concentration» unclassified

“…L'équation (20) est formulée en utilisant les caractéristi-ques de l'équation (2) pour w s fonction unique de la concentration (COURANT et HILBERT [3]). En coordonnées spatio-temporelles, les caractéristiques associées à chaque concentration sont des lignes de pente W constante donnée par:…”

Section: Discrétisation Utilisée Dans Le Modèle « Iso-concentration» unclassified

“…Ainsi, à partir d'essais de tassement réalisés en laboratoire sur des boues d'origines très diverses, CARRIER et al [2] déterminent que pour des buts pratiques, on peut considérer que la limite entre les phénomènes de sédimen-tation et de consolidation correspond à une teneur en eau égale à 7 fois la limite de liquidité du matériau, soit une concentration Co donnée par: ce cas, caractérisé par la présence des contraintes effectives, une partie des contraintes est transmise grain à grain et donc, la vase est en état de dépôt.…”

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Modélisation du tassement sous poids propre des couches de vase molle et saturée, sur un fond imperméable

Sanchez¹,

Grovel²

1993

La Houille Blanche

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“…and between the coefficient of permeability and the void ratio must be implemented. The · computer programs developed include several specific types of equations proposed for these two relationships, see [6,10). Available test data on fine grained materials at low solid contents suggest highly non-linear e-u' and-k-e behaviors which are usually written as power Jaws.…”

Section: Theoretical Considerationsmentioning

confidence: 99%

Numerical analysis of non-linear large-strain consolidation and filling

Huerta

Berrío

1992

Computers & Structures

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Abstract-Finite strain consolidation and filling of soft sediments at high water level is a challenging problem because of its highly non-linear physical and mathematical aspects. Several numerical schemes designed for this problem are presented as well as simple numerical improvements for a better handling ·. of the extremely high variations of the material properties with depth . The numerical algorithms developed ., are robust and verify convergence of the iterative schemes instead of the more classical approaches based t,-00 choosing time increments 'sufficiently' small and assuming convergence at every step.

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Design Capacity of Slurried Mineral Waste Ponds

Cited by 84 publications

References 13 publications

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

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

Modélisation du tassement sous poids propre des couches de vase molle et saturée, sur un fond imperméable

Numerical analysis of non-linear large-strain consolidation and filling

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