Comparison of two approaches for modelling anisotropy of soft clays

Zentar, R.; Karstunen, Minna; Wiltafsky, Christoph; Schweiger, Helmut; Koskinen, Mirva

doi:10.1201/9781439833797-c17

Cited by 13 publications

(9 citation statements)

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“…In the experiments made by Zentar et al [30], e 0 % 2:2. By using e 0 % 2:2 and neglecting j Ã (relatively small in comparison to k Ã ), Eq.…”

Section: Bounds For X For Models Without Structurementioning

confidence: 95%

“…In Kaolinite clay, Anandarajah et al [1] conclude from experimental observation that most of the anisotropy is erased during a compressive isotropic loading till r p m ¼ 2. On the other hand, Zentar et al [30] suggest that anisotropy is erased during an isotropic loading when the stress level is about three times the preconsolidation pressure. By using these experimental results, it is possible to assess bounds for x using Eqs.…”

Section: Range For Model Without Structurementioning

confidence: 99%

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Permissible range of model parameters for natural fine-grained materials

et al. 2017

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This paper presents a three-dimensional constitutive model for natural clay that includes creep, anisotropy and structure, as well as a theoretical means to estimate the range for anisotropy-and structure-related parameters, as needed for parameter optimisation. Creep-SCLAY1S is an extension of the Creep-SCLAY1 model proposed by Sivasithamparam et al. (Comput Geotech 69:46-57, 2015) which includes the effects of bonding and destructuration. The model needs 14 model parameters, of which five are similar to those used in the modified Cam-Clay model. A method is developed to quantify the range for the three parameters related to structure and anisotropy that cannot be derived directly from experimental data. The theoretically derived range compares favourably with the values found in the literature. As a result, the model now can be used with more confidence, enabling sensitivity analysis and systematic parameter derivation with optimisation techniques.

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“…In the experiments made by Zentar et al [30], e 0 % 2:2. By using e 0 % 2:2 and neglecting j Ã (relatively small in comparison to k Ã ), Eq.…”

Section: Bounds For X For Models Without Structurementioning

confidence: 95%

Section: Range For Model Without Structurementioning

confidence: 99%

Permissible range of model parameters for natural fine-grained materials

et al. 2017

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“…Obviously, the obtained u from Leoni et al [25] varies with β. For simplification, in this study we assume u a constant, which is an average of u as suggested by Zentar et al [27].…”

Section: Derivation Of Viscoplastic Strainsmentioning

confidence: 98%

“…Zentar et al [27] suggested that u be taken as a constant that was in the range of 10/λ and 15/λ. Leoni et al [25] derived a theoretical value, u =…”

Section: Derivation Of Viscoplastic Strainsmentioning

confidence: 99%

Viscoplastic Simulation of Rate Dependent behavior of the Taipei Silty Clay

Chin

2012

J. mech.

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The objective of this study was to derive e an anisotropic viscoplastic rate dependent constitutive model. The model was derived on the basis of the viscoplastic theory proposed by Kutter and Sathialingam and the yield surface function suggested by Wheeler et al. The adopted yield surface function was more consistent with the yield surface of the Taipei silty clay, compared with the existing constitutive models. The model was confirmed able to simulate the undrained stress strain response for the K 0 -consolidated undrained compression and extension tests. The model was also used to simulate the isotropic consolidated and K 0 -consolidated undrained creep test. Results show that the predicted strain from the proposed model was close to the test data. Especially the model is able to predict the tertiary creep failure when the soil is subject to high stress level.

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“…Comparisons between MMC and experimental tests have been presented in References [2,6,37], albeit the validation has not been as comprehensive as for the S-CLAY-models. The results of the MMC simulations so far suggest a similar quality of match to the experimental data as S-CLAY1.…”

Section: Multilaminate Model For Clay (Mmc)mentioning

confidence: 98%

Modelling the behaviour of an embankment on soft clay with different constitutive models

Karstunen

Wiltafsky

Krenn

et al. 2006

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

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SUMMARYThe paper investigates the effect of constitutive models on the predicted response of a simplified benchmark problem, an embankment on soft soil. The soft soil is assumed to have the properties of POKO clay from Finland and five different constitutive models are used to model the deposit. Two of the models are isotropic models, i.e. the Modified Cam Clay model and the Soft-Soil model. The other models are recently proposed constitutive models that account for plastic anisotropy. The S-CLAY1 and S-CLAY1S models are embedded in a standard elasto-plastic framework and account for anisotropy via a rotational hardening law. In addition, the S-CLAY1S model accounts for bonding and destructuration. In contrast, the Multilaminate Model for Clay (MMC) accounts for plastic anisotropy by utilizing so-called multilaminate framework. The results of numerical simulations show that accounting for anisotropy results in notable differences in the predicted settlements and horizontal movements compared to the predictions using the isotropic models. There are also significant differences in the K 0 predictions by the different constitutive models and this has a significant impact on the results.

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Comparison of two approaches for modelling anisotropy of soft clays

Cited by 13 publications

References 0 publications

Permissible range of model parameters for natural fine-grained materials

Permissible range of model parameters for natural fine-grained materials

Viscoplastic Simulation of Rate Dependent behavior of the Taipei Silty Clay

Modelling the behaviour of an embankment on soft clay with different constitutive models

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