Counterface soil type and loading condition effects on granular/cohesive soil – Geofoam interface shear behavior

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dc.authorscopusid38061715500
dc.contributor.authorKarademir, T.
dc.date.accessioned2024-07-18T20:17:24Z
dc.date.available2024-07-18T20:17:24Z
dc.date.issued2024
dc.description.abstractSoil – geofoam interfaces have been studied through an extensive experimental program by performing multiple series of interface shear tests using two different granular soils (i.e. beach sand and construction material sand) and one cohesive soil (i.e. bentonite clay) as well as a soil mixture containing 75% sand and 25% clay by dry weight at distinct loading conditions (i.e. normal stresses (?): 25, 100, 250; low, moderate, high loading conditions, respectively). Using the shear stress versus horizontal displacement curves obtained, some important engineering design parameters including peak shear stress, residual shear stress, interface sensitivity (i.e., peak/residual ratio) and displacement required to reach peak stress have been determined and the variations in those interface mechanical properties as a function of loading condition and counterface soil type have been investigated. It was shown that the peak as well as residual shear stresses increased with an increase in normal stress for all the interface systems tested. Further, the granular soil (sand) interfaces demonstrated relatively larger frictional strengths (both peak and residual) as compared to both the cohesive soil (clay) interface and the sand/clay admixture soil interface. Additionally, the higher the angularity of granular soil particles became, the larger the interface shear strengths (peak and residual), when sheared against geofoams, developed in light of experimental results attained as a result of interface shear tests on different material combinations. For comparison, the detected peak strength at average for the construction material sand, the beach sand, and the sand/clay admixture soil interfaces as compared to the bentonite clay interface were improved 59.8%, 43.4%, and 20.3%, respectively. Additionally, the detected residual strength at average for the construction material sand, the beach sand, and the sand/clay admixture soil interfaces as compared to the bentonite clay interface were improved 53.9%, 28.6%, and 15.4%, respectively. © Author(s) 2024.en_US
dc.identifier.doi10.31127/tuje.1279304
dc.identifier.endpage91en_US
dc.identifier.issn2587-1366
dc.identifier.issue1en_US
dc.identifier.scopus2-s2.0-85183872396en_US
dc.identifier.scopusqualityN/Aen_US
dc.identifier.startpage76en_US
dc.identifier.trdizinid1222876en_US
dc.identifier.urihttps://doi.org/10.31127/tuje.1279304
dc.identifier.urihttps://search.trdizin.gov.tr/yayin/detay/1222876
dc.identifier.urihttps://hdl.handle.net/11411/6522
dc.identifier.volume8en_US
dc.indekslendigikaynakScopusen_US
dc.indekslendigikaynakTR-Dizinen_US
dc.language.isoenen_US
dc.publisherMurat Yakaren_US
dc.relation.ispartofTurkish Journal of Engineeringen_US
dc.relation.publicationcategoryMakale - Uluslararası Hakemli Dergi - Kurum Öğretim Elemanıen_US
dc.rightsinfo:eu-repo/semantics/openAccessen_US
dc.subjectCohesive Soilsen_US
dc.subjectGeofoamsen_US
dc.subjectGranular Soilsen_US
dc.subjectInterface Shearen_US
dc.subjectLoading Conditionsen_US
dc.titleCounterface soil type and loading condition effects on granular/cohesive soil – Geofoam interface shear behavior
dc.typeArticle

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