NUMERICAL ESTIMATION OF THE ONE-DIMENSIONAL CONSOLIDATION BEHAVIOR OF CLAY

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dc.contributor.authorUysal, Firdevs
dc.contributor.authorSivrikaya, Osman
dc.date.accessioned2024-11-07T13:32:33Z
dc.date.available2024-11-07T13:32:33Z
dc.date.issued2020
dc.departmentNiğde Ömer Halisdemir Üniversitesi
dc.description.abstractThe consolidation behavior of clayey soils is traditionally evaluated in the laboratory using the one-dimensional consolidometer test. A new oedometer cell design with a ring of 60 mm in height, 75 mm in diameter was made to measure the excess pore-water pressure at the undrained base of the specimen and the friction between the soil and the ring, and to determine the epsilon - log p curve. This study deals with numerical modeling of the one-dimensional consolidation test and comparing the data obtained from the experimental study with the data from the modeling. In the modeling, the Soft Soil and Soft Soil Creep models were used for the clay proposed in this study. The results show, as a general trend, that the data from the numerical modeling are compatible with those from the experimental study.
dc.identifier.doi10.18690/actageotechslov.17.2.16-25.2020
dc.identifier.endpage25
dc.identifier.issn1854-0171
dc.identifier.issue2
dc.identifier.startpage16
dc.identifier.urihttps://doi.org/10.18690/actageotechslov.17.2.16-25.2020
dc.identifier.urihttps://hdl.handle.net/11480/15459
dc.identifier.volume17
dc.identifier.wosWOS:000864621800002
dc.identifier.wosqualityQ4
dc.indekslendigikaynakWeb of Science
dc.language.isoen
dc.publisherUniv Maribor
dc.relation.ispartofActa Geotechnica Slovenica
dc.relation.publicationcategoryMakale - Uluslararası Hakemli Dergi - Kurum Öğretim Elemanı
dc.rightsinfo:eu-repo/semantics/closedAccess
dc.snmzKA_20241106
dc.subjectone-dimensional consolidation test
dc.subjectclay
dc.subjectexcess pore-water pressure
dc.subjectdeformation
dc.subjectside friction
dc.subjectnumerical analysis
dc.titleNUMERICAL ESTIMATION OF THE ONE-DIMENSIONAL CONSOLIDATION BEHAVIOR OF CLAY
dc.typeArticle

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