Expansive bentonite-sand mixtures in cyclic controlled-suction drying and wetting
Identifieur interne : 001399 ( Main/Exploration ); précédent : 001398; suivant : 001400Expansive bentonite-sand mixtures in cyclic controlled-suction drying and wetting
Auteurs : E. E. Alonso [Espagne] ; E. Romero [Espagne] ; C. Hoffinann [Espagne] ; E. Garcia-Escudero [Espagne]Source :
- Engineering geology [ 0013-7952 ] ; 2005.
Descripteurs français
- Pascal (Inist)
- Wicri :
- topic : Déchet radioactif.
English descriptors
- KwdEn :
Abstract
Expansive clay buffers in radioactive waste disposal designs experience cyclic drying and wetting paths during different stages of their design life. Clayey soils subjected to these processes develop swelling and shrinkage deformations, which give rise to the accumulation of compression or expansion strains during suction cycles. Experimental studies were undertaken using oedometer tests on an artificially prepared bentonite-sand mixture (80% bentonite by dry mass). In order to study these processes and to identify the most important features controlling soil behaviour, several wetting-drying cycles with suctions ranging between 130 and 4 MPa were applied using vapour equilibrium technique and covering a wide range of over-consolidation ratios (OCR). The tested samples showed cumulative shrinkage strains along the successive cycles, which became more significant at increasing vertical net stresses (low OCR values). However, no accumulation of expansion strains was detected at elevated OCR values. Test results were interpreted and predicted within the context of an elastoplastic model proposed by Alonso et al., 1999, [Alonso, E.E., Vaunat, J., Gens, A., (1999). Modelling the mechanical behaviour of expansive clays. Engineering Geology, 54, 173-183.] which takes into account the accumulation of strains. A good correspondence between measured soil response and model predictions was observed. The paper also presents the methodology to derive the constitutive parameters.
Affiliations:
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E." last="Alonso">E. E. Alonso</name><affiliation wicri:level="2"><inist:fA14 i1="01"><s1>Department of Geotechnical Engineering and Geosciences, Universitat Politècnica de Catalunya, UPC, c/Jordi Girona 1-3, Building D-2</s1><s2>08034 Barcelona</s2><s3>ESP</s3><sZ>1 aut.</sZ><sZ>2 aut.</sZ><sZ>3 aut.</sZ><sZ>4 aut.</sZ></inist:fA14><country>Espagne</country><placeName><region nuts="2" type="communauté">Catalogne</region></placeName></affiliation></author><author><name sortKey="Romero, E" sort="Romero, E" uniqKey="Romero E" first="E." last="Romero">E. Romero</name><affiliation wicri:level="2"><inist:fA14 i1="01"><s1>Department of Geotechnical Engineering and Geosciences, Universitat Politècnica de Catalunya, UPC, c/Jordi Girona 1-3, Building D-2</s1><s2>08034 Barcelona</s2><s3>ESP</s3><sZ>1 aut.</sZ><sZ>2 aut.</sZ><sZ>3 aut.</sZ><sZ>4 aut.</sZ></inist:fA14><country>Espagne</country><placeName><region nuts="2" type="communauté">Catalogne</region></placeName></affiliation></author><author><name sortKey="Hoffinann, C" sort="Hoffinann, C" uniqKey="Hoffinann C" first="C." last="Hoffinann">C. Hoffinann</name><affiliation wicri:level="2"><inist:fA14 i1="01"><s1>Department of Geotechnical Engineering and Geosciences, Universitat Politècnica de Catalunya, UPC, c/Jordi Girona 1-3, Building D-2</s1><s2>08034 Barcelona</s2><s3>ESP</s3><sZ>1 aut.</sZ><sZ>2 aut.</sZ><sZ>3 aut.</sZ><sZ>4 aut.</sZ></inist:fA14><country>Espagne</country><placeName><region nuts="2" type="communauté">Catalogne</region></placeName></affiliation></author><author><name sortKey="Garcia Escudero, E" sort="Garcia Escudero, E" uniqKey="Garcia Escudero E" first="E." last="Garcia-Escudero">E. Garcia-Escudero</name><affiliation wicri:level="2"><inist:fA14 i1="01"><s1>Department of Geotechnical Engineering and Geosciences, Universitat Politècnica de Catalunya, UPC, c/Jordi Girona 1-3, Building D-2</s1><s2>08034 Barcelona</s2><s3>ESP</s3><sZ>1 aut.</sZ><sZ>2 aut.</sZ><sZ>3 aut.</sZ><sZ>4 aut.</sZ></inist:fA14><country>Espagne</country><placeName><region nuts="2" type="communauté">Catalogne</region></placeName></affiliation></author></analytic><series><title level="j" type="main">Engineering geology</title><title level="j" type="abbreviated">Eng. geol.</title><idno type="ISSN">0013-7952</idno><imprint><date when="2005">2005</date></imprint></series></biblStruct></sourceDesc><seriesStmt><title level="j" type="main">Engineering geology</title><title level="j" type="abbreviated">Eng. geol.</title><idno type="ISSN">0013-7952</idno></seriesStmt></fileDesc><profileDesc><textClass><keywords scheme="KwdEn" xml:lang="en"><term>Bentonite</term><term>Comparative study</term><term>Drying</term><term>Expansive soil</term><term>Experimental study</term><term>International conference</term><term>Radioactive waste</term><term>Sand</term><term>Shrinkage</term><term>Soil test</term><term>Suction</term><term>Theoretical study</term><term>Waste dumping</term><term>Wetting</term></keywords><keywords scheme="Pascal" xml:lang="fr"><term>Essai sol</term><term>Congrès international</term><term>Décharge déchet</term><term>Déchet radioactif</term><term>Bentonite</term><term>Sable</term><term>Sol expansif</term><term>Etude expérimentale</term><term>Succion</term><term>Séchage</term><term>Mouillage</term><term>Retrait</term><term>Etude théorique</term><term>Etude comparative</term></keywords><keywords scheme="Wicri" type="topic" xml:lang="fr"><term>Déchet radioactif</term></keywords></textClass></profileDesc></teiHeader><front><div type="abstract" xml:lang="en">Expansive clay buffers in radioactive waste disposal designs experience cyclic drying and wetting paths during different stages of their design life. Clayey soils subjected to these processes develop swelling and shrinkage deformations, which give rise to the accumulation of compression or expansion strains during suction cycles. Experimental studies were undertaken using oedometer tests on an artificially prepared bentonite-sand mixture (80% bentonite by dry mass). In order to study these processes and to identify the most important features controlling soil behaviour, several wetting-drying cycles with suctions ranging between 130 and 4 MPa were applied using vapour equilibrium technique and covering a wide range of over-consolidation ratios (OCR). The tested samples showed cumulative shrinkage strains along the successive cycles, which became more significant at increasing vertical net stresses (low OCR values). However, no accumulation of expansion strains was detected at elevated OCR values. Test results were interpreted and predicted within the context of an elastoplastic model proposed by Alonso et al., 1999, [Alonso, E.E., Vaunat, J., Gens, A., (1999). Modelling the mechanical behaviour of expansive clays. Engineering Geology, 54, 173-183.] which takes into account the accumulation of strains. A good correspondence between measured soil response and model predictions was observed. The paper also presents the methodology to derive the constitutive parameters.</div></front></TEI><affiliations><list><country><li>Espagne</li></country><region><li>Catalogne</li></region></list><tree><country name="Espagne"><region name="Catalogne"><name sortKey="Alonso, E E" sort="Alonso, E E" uniqKey="Alonso E" first="E. E." last="Alonso">E. E. Alonso</name></region><name sortKey="Garcia Escudero, E" sort="Garcia Escudero, E" uniqKey="Garcia Escudero E" first="E." last="Garcia-Escudero">E. Garcia-Escudero</name><name sortKey="Hoffinann, C" sort="Hoffinann, C" uniqKey="Hoffinann C" first="C." last="Hoffinann">C. Hoffinann</name><name sortKey="Romero, E" sort="Romero, E" uniqKey="Romero E" first="E." last="Romero">E. Romero</name></country></tree></affiliations></record>Pour manipuler ce document sous Unix (Dilib)
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