A consolidation model for a creeping clay

Stolle, Dieter; Vermeer, P. A.; Bonnier, P.G.

doi:10.1139/t99-034

Cited by 39 publications

(15 citation statements)

References 8 publications

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“…Mesri and Godlewski , Choi , Feng , Mesri and Vardhanabhuti , and Mesri , supporting Hypothesis A, believed that soil is compressed for two interrelated reasons: ( i ) the change of effective stress, ( ii ) the change of time. Meanwhile, Bjerrum , Stolle et al , Vermeer and Neher , Nash and Ryde , Yin et al , Leroueil , Leoni et al , Karim et al , Nash and Brown used Hypothesis B to consider that the creep occurs during the consolidation stage. Navarro and Alonso regarded the ‘secondary compression’ of clays as the rate of local water transfer process.…”

Section: Introductionmentioning

confidence: 99%

A new simplified Hypothesis B method for calculating consolidation settlements of double soil layers exhibiting creep

Feng

Yin

2016

Num Anal Meth Geomechanics

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Summary This paper presents a new simplified method, based on Hypothesis B, for calculating the consolidation settlements of double soil layers exhibiting creep. In the new simplified Hypothesis B method, different stress–strain states including over‐consolidation and normal consolidation states can be considered with the help of the ‘equivalent time’ concept. Zhu and Yin method and US Navy method are adopted to calculate the average degree of consolidation for a double soil layer profile. This new simplified Hypothesis B method is then used to calculate the consolidation settlements of double soil layers, which have two different total thicknesses of soil layer (4 m and 8 m) and three different OCR values (Over‐Consolidation Ratio, OCR = 1, 1.5 and 2). The accuracy and verification of this new simplified method are examined by comparing the calculated results with simulation results from a fully coupled finite element (FE) program using a soft soil creep model. Four cases of double layer soil profiles are analyzed. Hypothesis A method with US Navy method for the average degree of consolidation has also been used to for calculating consolidation settlements of the same cases. For Case I(4m) and Case III(8m), it is found that curves of the new simplified Hypothesis B method using both Zhu and Yin method and US Navy method are very close to the results from FE simulations with the relative errors within 8.5%. For Case II(4m) and Case IV(8m), it is found that curves of the new simplified Hypothesis B method using Zhu and Yin method agree better with results from FE simulations with the relative errors within 11.7% than curves of the new simplified Hypothesis B method adopting US Navy method with the relative error up to 36.1%. Curves of Hypothesis A method adopting US Navy method have the relative error up to 55.0% among all four cases. In overall, the new simplified Hypothesis B method is suitable for calculation of consolidation settlements of double soil layers exhibiting creep, in which, Zhu and Yin method is recommended to obtain the average degree of consolidation. Copyright © 2016 John Wiley & Sons, Ltd.

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Section: Introductionmentioning

confidence: 99%

A new simplified Hypothesis B method for calculating consolidation settlements of double soil layers exhibiting creep

Feng

Yin

2016

Num Anal Meth Geomechanics

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“…In contrast, for t ≤ 0.5days there is a small increase in u b at the base of the thicker specimen (35cm) prior to dissipation. Stolle et al [7] have found similar behavior using the SSC model.. Yin and…”

Section: Simulation Of One-dimensional Consolidationmentioning

confidence: 81%

Examination on Time-Dependent Soil Models in One-Dimensional Consolidation

Yuan

Whittle

2013

Springer Series in Geomechanics and Geoengineering

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Abstract. This paper reviews the performance of two time-dependent constitutive models in predictions of one-dimensional consolidation. The Soft-Soil Creep model [1] is an example of an elastic-viscoplastic formulation that incorporates a timedependent state variable to estimate viscoplastic deformation. We show that the SSC model is equivalent to the isotache formulation proposed by Imai [2], as both are based on a unique relationship between stress, void ratio and the viscoplastic component of void ratio rate. Simulations of 1-D consolidation confirm that both models represent Hypothsis B behavior, where the axial strain at the End of Primary (EOP) consolidation is dependent on the depth of the clay layer. The effects of specimen thickness and the phenomenon of pore pressure increase at the start of consolidation are discussed in detail. Our interpretation highlights the importance of assumptions regarding the initial strain rate on the behavior observed at different scales under a given applied increment of loading.

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“…Examples of such 138 models, predicting constant K0, are found in e.g. Stolle et al (1999) and Grimstad et al 139 (2010). In such models, the slight change in K0 from K0 NC (both increase or decrease 140 possible) is only due to the contribution from the elastic strains to the K0 NC value (den Haan, 2001), which generally can be considered to be small.…”

Section: Current Practicementioning

confidence: 99%

Investigation of Development of the Earth Pressure Coefficient at Rest in Clay During Creep in the Framework of Hyper-Viscoplasticity

et al. 2021

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The in-situ earth pressure coefficient at rest (K0) for clay has been widely discussed in the literature. In engineering practice, empirical relationships between K0, the 20 overconsolidation ratio (OCR) and the normally consolidated value, K0 NC , is often used.Where, K0 NC is as a function of friction angle (φ). These relationships do not distinguish between an increase in OCR due to unloading or due to creep of the material. Although there is significant literature on measurements of the change in K0 during unloading, there is a lack of data on the evolution of K0 due to creep. The few existing in-situ measurements of K0 are highly uncertain and difficult to be use for the purposes of investigating the time evolution of K0. There is therefore no clear consensus on the time evolution of K0 within the geotechnical community. During the last 20 years several creep models for clay have been developed within the framework of elasto-viscoplasticity. One common feature in many of these models is that they only predict a minor change in K0 with time, as K0 is given by one unique position 30 on the potential surface. This contrasts with the unproven opinion of many practitioners who think that K0 increases with time (even towards unity). In order to broaden the perspective of the discussion, this paper addresses the time evolution of K0 in the framework of hyper-33 viscoplasticity. This framework offers a possibility for an increase in K0 (even towards unity under certain conditions).

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A consolidation model for a creeping clay

Cited by 39 publications

References 8 publications

A new simplified Hypothesis B method for calculating consolidation settlements of double soil layers exhibiting creep

A new simplified Hypothesis B method for calculating consolidation settlements of double soil layers exhibiting creep

Examination on Time-Dependent Soil Models in One-Dimensional Consolidation

Investigation of Development of the Earth Pressure Coefficient at Rest in Clay During Creep in the Framework of Hyper-Viscoplasticity

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