Numerical solution to predict visco-plastic model parameters of soft clay during excess pore water pressure dissipation

Le, TM; Fatahi, B; Khabbaz, H

Numerical solution to predict visco-plastic model parameters of soft clay during excess pore water pressure dissipation

Le, TM Fatahi, B

Khabbaz, H

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Publication Type:: Conference Proceeding
Citation:: Numerical Methods in Geotechnical Engineering - Proceedings of the 8th European Conference on Numerical Methods in Geotechnical Engineering, NUMGE 2014, 2014, 1 pp. 175 - 180
Issue Date:: 2014-01-01

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Field	Value	Language
dc.contributor.author	Le, TM	en_US
dc.contributor.author	Fatahi, B https://orcid.org/0000-0002-7920-6946	en_US
dc.contributor.author	Khabbaz, H https://orcid.org/0000-0001-6637-4601	en_US
dc.date.issued	2014-01-01	en_US
dc.identifier.citation	Numerical Methods in Geotechnical Engineering - Proceedings of the 8th European Conference on Numerical Methods in Geotechnical Engineering, NUMGE 2014, 2014, 1 pp. 175 - 180	en_US
dc.identifier.isbn	9781138026872	en_US
dc.identifier.uri	http://hdl.handle.net/10453/30291
dc.description.abstract	The elastic visco-plastic model with non-linear creep function may describe the long termbehavior of clayey soils more accurately. However, it is a challenging task to determine the parameters of the non-linear creep function using conventional oedometer data. This paper presents a numerical method to determine several model parameters simultaneously, while adopting consolidation data during excess pore water pressure dissipation by applying an advanced optimization tool embedded in MATLAB. Crank-Nicholson finite difference procedure is adopted to solve the partial differential equations of the consolidation equation in combined with the non-linear elastic visco-plastic model. As a result, the time dependent strain and excess pore water pressure dissipation in one dimensional compression are computed simultaneously. In this paper, a case study is presented to evaluate and validate the proposed method. © 2014 Taylor & Francis Group.	en_US
dc.relation.ispartof	Numerical Methods in Geotechnical Engineering - Proceedings of the 8th European Conference on Numerical Methods in Geotechnical Engineering, NUMGE 2014	en_US
dc.title	Numerical solution to predict visco-plastic model parameters of soft clay during excess pore water pressure dissipation	en_US
dc.type	Conference Proceeding
utslib.citation.volume	1	en_US
utslib.for	090501 Civil Geotechnical Engineering	en_US
dc.location.activity	Delft, the Netherlands
pubs.embargo.period	Not known	en_US
pubs.organisational-group	/University of Technology Sydney
pubs.organisational-group	/University of Technology Sydney/Faculty of Engineering and Information Technology
pubs.organisational-group	/University of Technology Sydney/Faculty of Engineering and Information Technology/School of Civil and Environmental Engineering
pubs.organisational-group	/University of Technology Sydney/Strength - CBI - Centre for Built Infrastructure
utslib.copyright.status	closed_access
pubs.publication-status	Published	en_US
pubs.volume	1	en_US

Abstract:

The elastic visco-plastic model with non-linear creep function may describe the long termbehavior of clayey soils more accurately. However, it is a challenging task to determine the parameters of the non-linear creep function using conventional oedometer data. This paper presents a numerical method to determine several model parameters simultaneously, while adopting consolidation data during excess pore water pressure dissipation by applying an advanced optimization tool embedded in MATLAB. Crank-Nicholson finite difference procedure is adopted to solve the partial differential equations of the consolidation equation in combined with the non-linear elastic visco-plastic model. As a result, the time dependent strain and excess pore water pressure dissipation in one dimensional compression are computed simultaneously. In this paper, a case study is presented to evaluate and validate the proposed method. © 2014 Taylor & Francis Group.

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http://hdl.handle.net/10453/30291