OcrV1, PascalFrancis, Corpus, bibRecord, 000691

Comparison of mechanical behavior of two overconsolidated clays : Yamashita and Louiseville clays

Identifieur interne : 000691 ( PascalFrancis/Corpus ); précédent : 000690; suivant : 000692

Comparison of mechanical behavior of two overconsolidated clays : Yamashita and Louiseville clays

Auteurs : Hiroyuki Tanaka ; Dinesh R. Shiwakoti ; Osamu Mishima ; Yoichi Watabe ; Masanori Tanaka

Source :

Soils and foundations [ 0038-0806 ] ; 2001.

RBID : Pascal:02-0043262

Descripteurs français

Pascal (Inist)
- Mécanique sol, Argile marine, Sol surconsolidé, Etude comparative, Cimentation(géol), Essai en place, Essai laboratoire, Essai triaxial, Module cisaillement, Analyse site, Reconnaissance sol, Essai non drainé, Propriété physique.

English descriptors

KwdEn :
- Cementation(geol), Comparative study, In situ test, Laboratory test, Marine clay, Overconsolidated soil, Physical properties, Shear modulus, Site analysis, Soil investigation, Soil mechanics, Triaxial test, Undrained soil test.

Abstract

A site investigation program was carried out at the Yamashita site, Yokohama, Japan, by means of laboratory as well as field tests. It was found from the investigation that the clayey layer is overconsolidated with an OCR of about 2.0. It is evident from geological consideration that this overconsolidation may not have been caused by stress change, but was probably due to structure effects such as cementation or delayed consolidation. The physical and mechanical properties of the Yamashita clay is compared with those of Louiseville clay, a Champlain Sea Clay widely distributed in Quebec, eastern Canada, and a well known cemented clay. Louiseville clay was retrieved by Japanese sampler and transported to the Port and Harbour Research Institute (PHRI) for laboratory investigation. Comparison of the two clays shows that strength properties such as the stress-strain curve or stress path for both clays are very similar to each other. However, the pattern of the e-logp curve measured by Constant Rate of Strain oedometer, particularly beyond the yield consolidation pressure, is remarkably different between the two clays.

Notice en format standard (ISO 2709)

Pour connaître la documentation sur le format Inist Standard.

A01	`01`	`1`		`@0 0038-0806`
A02	`01`			`@0 SOIFBE`
A03		`1`		`@0 Soils found.`
A05				`@2 41`
A06				`@2 4`
A08	`01`	`1`	`ENG`	`@1 Comparison of mechanical behavior of two overconsolidated clays : Yamashita and Louiseville clays`
A11	`01`	`1`		`@1 TANAKA (Hiroyuki)`
A11	`02`	`1`		`@1 SHIWAKOTI (Dinesh R.)`
A11	`03`	`1`		`@1 MISHIMA (Osamu)`
A11	`04`	`1`		`@1 WATABE (Yoichi)`
A11	`05`	`1`		`@1 TANAKA (Masanori)`
A14	`01`			`@1 Geotechnical Engineering Division, Port and Harbour Research Institute @2 3-1-1 Nagase, Yokosuka 239-0826 @3 JPN @Z 1 aut. @Z 2 aut. @Z 3 aut. @Z 4 aut. @Z 5 aut.`
A20				`@1 73-87`
A21				`@1 2001`
A23	`01`			`@0 ENG`
A43	`01`			`@1 INIST @2 19776 @5 354000099812430060`
A44				`@0 0000 @1 © 2002 INIST-CNRS. All rights reserved.`
A45				`@0 37 ref.`
A47	`01`	`1`		`@0 02-0043262`
A60				`@1 P`
A61				`@0 A`
A64	`01`	`1`		`@0 Soils and foundations`
A66	`01`			`@0 JPN`
C01	`01`		`ENG`	@0 A site investigation program was carried out at the Yamashita site, Yokohama, Japan, by means of laboratory as well as field tests. It was found from the investigation that the clayey layer is overconsolidated with an OCR of about 2.0. It is evident from geological consideration that this overconsolidation may not have been caused by stress change, but was probably due to structure effects such as cementation or delayed consolidation. The physical and mechanical properties of the Yamashita clay is compared with those of Louiseville clay, a Champlain Sea Clay widely distributed in Quebec, eastern Canada, and a well known cemented clay. Louiseville clay was retrieved by Japanese sampler and transported to the Port and Harbour Research Institute (PHRI) for laboratory investigation. Comparison of the two clays shows that strength properties such as the stress-strain curve or stress path for both clays are very similar to each other. However, the pattern of the e-logp curve measured by Constant Rate of Strain oedometer, particularly beyond the yield consolidation pressure, is remarkably different between the two clays.
C02	`01`	`X`		`@0 001D14F02`
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C03	`01`	`X`	`FRE`	`@0 Mécanique sol @5 01`
C03	`01`	`X`	`ENG`	`@0 Soil mechanics @5 01`
C03	`01`	`X`	`SPA`	`@0 Mecánica suelo @5 01`
C03	`02`	`X`	`FRE`	`@0 Argile marine @5 02`
C03	`02`	`X`	`ENG`	`@0 Marine clay @5 02`
C03	`02`	`X`	`SPA`	`@0 Arcilla marina @5 02`
C03	`03`	`X`	`FRE`	`@0 Sol surconsolidé @2 NT @5 03`
C03	`03`	`X`	`ENG`	`@0 Overconsolidated soil @2 NT @5 03`
C03	`03`	`X`	`SPA`	`@0 Suelo sobreconsolidado @2 NT @5 03`
C03	`04`	`X`	`FRE`	`@0 Etude comparative @5 04`
C03	`04`	`X`	`ENG`	`@0 Comparative study @5 04`
C03	`04`	`X`	`SPA`	`@0 Estudio comparativo @5 04`
C03	`05`	`X`	`FRE`	`@0 Cimentation(géol) @5 05`
C03	`05`	`X`	`ENG`	`@0 Cementation(geol) @5 05`
C03	`05`	`X`	`SPA`	`@0 Cementacion(geol) @5 05`
C03	`06`	`X`	`FRE`	`@0 Essai en place @5 06`
C03	`06`	`X`	`ENG`	`@0 In situ test @5 06`
C03	`06`	`X`	`SPA`	`@0 Ensayo en sitio @5 06`
C03	`07`	`X`	`FRE`	`@0 Essai laboratoire @5 07`
C03	`07`	`X`	`ENG`	`@0 Laboratory test @5 07`
C03	`07`	`X`	`SPA`	`@0 Ensayo laboratorio @5 07`
C03	`08`	`X`	`FRE`	`@0 Essai triaxial @5 08`
C03	`08`	`X`	`ENG`	`@0 Triaxial test @5 08`
C03	`08`	`X`	`SPA`	`@0 Ensayo triaxial @5 08`
C03	`09`	`X`	`FRE`	`@0 Module cisaillement @5 09`
C03	`09`	`X`	`ENG`	`@0 Shear modulus @5 09`
C03	`09`	`X`	`SPA`	`@0 Módulo cizalladura Coulomb @5 09`
C03	`10`	`X`	`FRE`	`@0 Analyse site @5 10`
C03	`10`	`X`	`ENG`	`@0 Site analysis @5 10`
C03	`10`	`X`	`SPA`	`@0 Análisis emplazamiento @5 10`
C03	`11`	`X`	`FRE`	`@0 Reconnaissance sol @5 11`
C03	`11`	`X`	`ENG`	`@0 Soil investigation @5 11`
C03	`11`	`X`	`SPA`	`@0 Reconocimiento terreno @5 11`
C03	`12`	`X`	`FRE`	`@0 Essai non drainé @5 12`
C03	`12`	`X`	`ENG`	`@0 Undrained soil test @5 12`
C03	`12`	`X`	`SPA`	`@0 Prueba suelo no drenado @5 12`
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C03	`13`	`X`	`ENG`	`@0 Physical properties @5 13`
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N21				`@1 021`

Format Inist (serveur)

NO :	PASCAL 02-0043262 INIST
ET :	Comparison of mechanical behavior of two overconsolidated clays : Yamashita and Louiseville clays
AU :	TANAKA (Hiroyuki); SHIWAKOTI (Dinesh R.); MISHIMA (Osamu); WATABE (Yoichi); TANAKA (Masanori)
AF :	Geotechnical Engineering Division, Port and Harbour Research Institute/3-1-1 Nagase, Yokosuka 239-0826/Japon (1 aut., 2 aut., 3 aut., 4 aut., 5 aut.)
DT :	Publication en série; Niveau analytique
SO :	Soils and foundations; ISSN 0038-0806; Coden SOIFBE; Japon; Da. 2001; Vol. 41; No. 4; Pp. 73-87; Bibl. 37 ref.
LA :	Anglais
EA :	A site investigation program was carried out at the Yamashita site, Yokohama, Japan, by means of laboratory as well as field tests. It was found from the investigation that the clayey layer is overconsolidated with an OCR of about 2.0. It is evident from geological consideration that this overconsolidation may not have been caused by stress change, but was probably due to structure effects such as cementation or delayed consolidation. The physical and mechanical properties of the Yamashita clay is compared with those of Louiseville clay, a Champlain Sea Clay widely distributed in Quebec, eastern Canada, and a well known cemented clay. Louiseville clay was retrieved by Japanese sampler and transported to the Port and Harbour Research Institute (PHRI) for laboratory investigation. Comparison of the two clays shows that strength properties such as the stress-strain curve or stress path for both clays are very similar to each other. However, the pattern of the e-logp curve measured by Constant Rate of Strain oedometer, particularly beyond the yield consolidation pressure, is remarkably different between the two clays.
CC :	001D14F02; 001E01O01; 226B01; 295
FD :	Mécanique sol; Argile marine; Sol surconsolidé; Etude comparative; Cimentation(géol); Essai en place; Essai laboratoire; Essai triaxial; Module cisaillement; Analyse site; Reconnaissance sol; Essai non drainé; Propriété physique
ED :	Soil mechanics; Marine clay; Overconsolidated soil; Comparative study; Cementation(geol); In situ test; Laboratory test; Triaxial test; Shear modulus; Site analysis; Soil investigation; Undrained soil test; Physical properties
SD :	Mecánica suelo; Arcilla marina; Suelo sobreconsolidado; Estudio comparativo; Cementacion(geol); Ensayo en sitio; Ensayo laboratorio; Ensayo triaxial; Módulo cizalladura Coulomb; Análisis emplazamiento; Reconocimiento terreno; Prueba suelo no drenado; Propiedad física
LO :	INIST-19776.354000099812430060
ID :	02-0043262

Links to Exploration step

Pascal:02-0043262

Le document en format XML

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<term>Overconsolidated soil</term>
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<front><div type="abstract" xml:lang="en">A site investigation program was carried out at the Yamashita site, Yokohama, Japan, by means of laboratory as well as field tests. It was found from the investigation that the clayey layer is overconsolidated with an OCR of about 2.0. It is evident from geological consideration that this overconsolidation may not have been caused by stress change, but was probably due to structure effects such as cementation or delayed consolidation. The physical and mechanical properties of the Yamashita clay is compared with those of Louiseville clay, a Champlain Sea Clay widely distributed in Quebec, eastern Canada, and a well known cemented clay. Louiseville clay was retrieved by Japanese sampler and transported to the Port and Harbour Research Institute (PHRI) for laboratory investigation. Comparison of the two clays shows that strength properties such as the stress-strain curve or stress path for both clays are very similar to each other. However, the pattern of the e-logp curve measured by Constant Rate of Strain oedometer, particularly beyond the yield consolidation pressure, is remarkably different between the two clays.</div>
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<fC01 i1="01" l="ENG"><s0>A site investigation program was carried out at the Yamashita site, Yokohama, Japan, by means of laboratory as well as field tests. It was found from the investigation that the clayey layer is overconsolidated with an OCR of about 2.0. It is evident from geological consideration that this overconsolidation may not have been caused by stress change, but was probably due to structure effects such as cementation or delayed consolidation. The physical and mechanical properties of the Yamashita clay is compared with those of Louiseville clay, a Champlain Sea Clay widely distributed in Quebec, eastern Canada, and a well known cemented clay. Louiseville clay was retrieved by Japanese sampler and transported to the Port and Harbour Research Institute (PHRI) for laboratory investigation. Comparison of the two clays shows that strength properties such as the stress-strain curve or stress path for both clays are very similar to each other. However, the pattern of the e-logp curve measured by Constant Rate of Strain oedometer, particularly beyond the yield consolidation pressure, is remarkably different between the two clays.</s0>
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<s5>03</s5>
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<fC03 i1="03" i2="X" l="ENG"><s0>Overconsolidated soil</s0>
<s2>NT</s2>
<s5>03</s5>
</fC03>
<fC03 i1="03" i2="X" l="SPA"><s0>Suelo sobreconsolidado</s0>
<s2>NT</s2>
<s5>03</s5>
</fC03>
<fC03 i1="04" i2="X" l="FRE"><s0>Etude comparative</s0>
<s5>04</s5>
</fC03>
<fC03 i1="04" i2="X" l="ENG"><s0>Comparative study</s0>
<s5>04</s5>
</fC03>
<fC03 i1="04" i2="X" l="SPA"><s0>Estudio comparativo</s0>
<s5>04</s5>
</fC03>
<fC03 i1="05" i2="X" l="FRE"><s0>Cimentation(géol)</s0>
<s5>05</s5>
</fC03>
<fC03 i1="05" i2="X" l="ENG"><s0>Cementation(geol)</s0>
<s5>05</s5>
</fC03>
<fC03 i1="05" i2="X" l="SPA"><s0>Cementacion(geol)</s0>
<s5>05</s5>
</fC03>
<fC03 i1="06" i2="X" l="FRE"><s0>Essai en place</s0>
<s5>06</s5>
</fC03>
<fC03 i1="06" i2="X" l="ENG"><s0>In situ test</s0>
<s5>06</s5>
</fC03>
<fC03 i1="06" i2="X" l="SPA"><s0>Ensayo en sitio</s0>
<s5>06</s5>
</fC03>
<fC03 i1="07" i2="X" l="FRE"><s0>Essai laboratoire</s0>
<s5>07</s5>
</fC03>
<fC03 i1="07" i2="X" l="ENG"><s0>Laboratory test</s0>
<s5>07</s5>
</fC03>
<fC03 i1="07" i2="X" l="SPA"><s0>Ensayo laboratorio</s0>
<s5>07</s5>
</fC03>
<fC03 i1="08" i2="X" l="FRE"><s0>Essai triaxial</s0>
<s5>08</s5>
</fC03>
<fC03 i1="08" i2="X" l="ENG"><s0>Triaxial test</s0>
<s5>08</s5>
</fC03>
<fC03 i1="08" i2="X" l="SPA"><s0>Ensayo triaxial</s0>
<s5>08</s5>
</fC03>
<fC03 i1="09" i2="X" l="FRE"><s0>Module cisaillement</s0>
<s5>09</s5>
</fC03>
<fC03 i1="09" i2="X" l="ENG"><s0>Shear modulus</s0>
<s5>09</s5>
</fC03>
<fC03 i1="09" i2="X" l="SPA"><s0>Módulo cizalladura Coulomb</s0>
<s5>09</s5>
</fC03>
<fC03 i1="10" i2="X" l="FRE"><s0>Analyse site</s0>
<s5>10</s5>
</fC03>
<fC03 i1="10" i2="X" l="ENG"><s0>Site analysis</s0>
<s5>10</s5>
</fC03>
<fC03 i1="10" i2="X" l="SPA"><s0>Análisis emplazamiento</s0>
<s5>10</s5>
</fC03>
<fC03 i1="11" i2="X" l="FRE"><s0>Reconnaissance sol</s0>
<s5>11</s5>
</fC03>
<fC03 i1="11" i2="X" l="ENG"><s0>Soil investigation</s0>
<s5>11</s5>
</fC03>
<fC03 i1="11" i2="X" l="SPA"><s0>Reconocimiento terreno</s0>
<s5>11</s5>
</fC03>
<fC03 i1="12" i2="X" l="FRE"><s0>Essai non drainé</s0>
<s5>12</s5>
</fC03>
<fC03 i1="12" i2="X" l="ENG"><s0>Undrained soil test</s0>
<s5>12</s5>
</fC03>
<fC03 i1="12" i2="X" l="SPA"><s0>Prueba suelo no drenado</s0>
<s5>12</s5>
</fC03>
<fC03 i1="13" i2="X" l="FRE"><s0>Propriété physique</s0>
<s5>13</s5>
</fC03>
<fC03 i1="13" i2="X" l="ENG"><s0>Physical properties</s0>
<s5>13</s5>
</fC03>
<fC03 i1="13" i2="X" l="SPA"><s0>Propiedad física</s0>
<s5>13</s5>
</fC03>
<fN21><s1>021</s1>
</fN21>
</pA>
</standard>
<server><NO>PASCAL 02-0043262 INIST</NO>
<ET>Comparison of mechanical behavior of two overconsolidated clays : Yamashita and Louiseville clays</ET>
<AU>TANAKA (Hiroyuki); SHIWAKOTI (Dinesh R.); MISHIMA (Osamu); WATABE (Yoichi); TANAKA (Masanori)</AU>
<AF>Geotechnical Engineering Division, Port and Harbour Research Institute/3-1-1 Nagase, Yokosuka 239-0826/Japon (1 aut., 2 aut., 3 aut., 4 aut., 5 aut.)</AF>
<DT>Publication en série; Niveau analytique</DT>
<SO>Soils and foundations; ISSN 0038-0806; Coden SOIFBE; Japon; Da. 2001; Vol. 41; No. 4; Pp. 73-87; Bibl. 37 ref.</SO>
<LA>Anglais</LA>
<EA>A site investigation program was carried out at the Yamashita site, Yokohama, Japan, by means of laboratory as well as field tests. It was found from the investigation that the clayey layer is overconsolidated with an OCR of about 2.0. It is evident from geological consideration that this overconsolidation may not have been caused by stress change, but was probably due to structure effects such as cementation or delayed consolidation. The physical and mechanical properties of the Yamashita clay is compared with those of Louiseville clay, a Champlain Sea Clay widely distributed in Quebec, eastern Canada, and a well known cemented clay. Louiseville clay was retrieved by Japanese sampler and transported to the Port and Harbour Research Institute (PHRI) for laboratory investigation. Comparison of the two clays shows that strength properties such as the stress-strain curve or stress path for both clays are very similar to each other. However, the pattern of the e-logp curve measured by Constant Rate of Strain oedometer, particularly beyond the yield consolidation pressure, is remarkably different between the two clays.</EA>
<CC>001D14F02; 001E01O01; 226B01; 295</CC>
<FD>Mécanique sol; Argile marine; Sol surconsolidé; Etude comparative; Cimentation(géol); Essai en place; Essai laboratoire; Essai triaxial; Module cisaillement; Analyse site; Reconnaissance sol; Essai non drainé; Propriété physique</FD>
<ED>Soil mechanics; Marine clay; Overconsolidated soil; Comparative study; Cementation(geol); In situ test; Laboratory test; Triaxial test; Shear modulus; Site analysis; Soil investigation; Undrained soil test; Physical properties</ED>
<SD>Mecánica suelo; Arcilla marina; Suelo sobreconsolidado; Estudio comparativo; Cementacion(geol); Ensayo en sitio; Ensayo laboratorio; Ensayo triaxial; Módulo cizalladura Coulomb; Análisis emplazamiento; Reconocimiento terreno; Prueba suelo no drenado; Propiedad física</SD>
<LO>INIST-19776.354000099812430060</LO>
<ID>02-0043262</ID>
</server>
</inist>
</record>

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Comparison of mechanical behavior of two overconsolidated clays : Yamashita and Louiseville clays

Comparison of mechanical behavior of two overconsolidated clays : Yamashita and Louiseville clays

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