OcrV1, PascalFrancis, Corpus, bibRecord, 000586

Applicability of SHANSEP method to six different natural clays, using triaxial and direct shear tests

Identifieur interne : 000586 ( PascalFrancis/Corpus ); précédent : 000585; suivant : 000587

Applicability of SHANSEP method to six different natural clays, using triaxial and direct shear tests

Auteurs : Hiroyuki Tanaka ; Dinesh Raj Shiwakoti ; Masanori Tanaka

Source :

Soils and foundations [ 0038-0806 ] ; 2003.

RBID : Pascal:03-0468703

Descripteurs français

Pascal (Inist)
- Essai sol, Argile, Essai cisaillement triaxial, Essai cisaillement, Essai non drainé, Etude expérimentale, Préparation échantillon, Sol surconsolidé, Protocole expérimental, Caractéristique sol, Contrainte seuil, Relation contrainte déformation, Chemin contrainte, Implémentation, Méthode SHANSEP, Recompression.

English descriptors

KwdEn :
- Clay, Experimental protocol, Experimental study, Implementation, Overconsolidated soil, Property of soil, Sample preparation, Shear test, Soil test, Stress path, Stress strain relation, Threshold stress, Triaxial shear test, Undrained soil test.

Abstract

The applicability of the SHANSEP method was examined for six different natural clays, namely Louiseville (Quebec, Canada), Bothkennar (Scotland, UK), Yamashita (Yokohama, Japan), Amagasaki (Japan), Rakusai (Kyoto, Japan) and Singapore. All of these clays are somewhat overconsolidated and their OCR range between 1.9 and 5.0. It was confirmed that post-depositional stress change had taken place for the latter three clays, although their OCRs could not be fully explained only by the stress history. Some or all parts of the overconsolidation for the objective clays may have been created by reasons other than the stress change, such as ageing or cementation. The undrained shear strength (s_u) of these clays was examined using the SHANSEP method and compared with that obtained using the recompression method. All the soil samples were recovered using the Japanese standard fix piston or equivalent samplers, and strength evaluation was done using the triaxial and the direct shear apparatuses. It was found that the stress-strain relations as well as stress paths are somewhat different between the SHANSEP and the recompression methods: that is, larger strain and smaller internal friction angle at failure for the SHANSEP method. However, difference in s_u measured by the two methods was surprisingly small, the ratio ranging between 0.9 and 1.1. This research has led us to the conclusion that considering the variation in sample quality in practical soil investigation, the SHANSEP method is a quite useful method in evaluating the design undrained shear strength of a soil, which is free from sample disturbance. It should be noted, however, that the yield consolidation stress, which is an important soil parameter in SHANSEP method, is affected by sample quality.

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 43`
A06				`@2 3`
A08	`01`	`1`	`ENG`	`@1 Applicability of SHANSEP method to six different natural clays, using triaxial and direct shear tests`
A11	`01`	`1`		`@1 TANAKA (Hiroyuki)`
A11	`02`	`1`		`@1 SHIWAKOTI (Dinesh Raj)`
A11	`03`	`1`		`@1 TANAKA (Masanori)`
A14	`01`			`@1 Port and Airport Research Institute @3 INC @Z 1 aut. @Z 3 aut.`
A14	`02`			`@1 Toa Construction Company @3 INC @Z 2 aut.`
A20				`@1 43-55`
A21				`@1 2003`
A23	`01`			`@0 ENG`
A43	`01`			`@1 INIST @2 19776 @5 354000112208530050`
A44				`@0 0000 @1 © 2003 INIST-CNRS. All rights reserved.`
A45				`@0 23 ref.`
A47	`01`	`1`		`@0 03-0468703`
A60				`@1 P`
A61				`@0 A`
A64	`01`	`1`		`@0 Soils and foundations`
A66	`01`			`@0 JPN`
C01	`01`		`ENG`	@0 The applicability of the SHANSEP method was examined for six different natural clays, namely Louiseville (Quebec, Canada), Bothkennar (Scotland, UK), Yamashita (Yokohama, Japan), Amagasaki (Japan), Rakusai (Kyoto, Japan) and Singapore. All of these clays are somewhat overconsolidated and their OCR range between 1.9 and 5.0. It was confirmed that post-depositional stress change had taken place for the latter three clays, although their OCRs could not be fully explained only by the stress history. Some or all parts of the overconsolidation for the objective clays may have been created by reasons other than the stress change, such as ageing or cementation. The undrained shear strength (s_u) of these clays was examined using the SHANSEP method and compared with that obtained using the recompression method. All the soil samples were recovered using the Japanese standard fix piston or equivalent samplers, and strength evaluation was done using the triaxial and the direct shear apparatuses. It was found that the stress-strain relations as well as stress paths are somewhat different between the SHANSEP and the recompression methods: that is, larger strain and smaller internal friction angle at failure for the SHANSEP method. However, difference in s_u measured by the two methods was surprisingly small, the ratio ranging between 0.9 and 1.1. This research has led us to the conclusion that considering the variation in sample quality in practical soil investigation, the SHANSEP method is a quite useful method in evaluating the design undrained shear strength of a soil, which is free from sample disturbance. It should be noted, however, that the yield consolidation stress, which is an important soil parameter in SHANSEP method, is affected by sample quality.
C02	`01`	`X`		`@0 001D14F01`
C02	`02`	`X`		`@0 001E01O01`
C02	`03`	`2`		`@0 226B01`
C02	`04`	`X`		`@0 295`
C03	`01`	`X`	`FRE`	`@0 Essai sol @5 01`
C03	`01`	`X`	`ENG`	`@0 Soil test @5 01`
C03	`01`	`X`	`SPA`	`@0 Ensayo suelo @5 01`
C03	`02`	`X`	`FRE`	`@0 Argile @5 02`
C03	`02`	`X`	`ENG`	`@0 Clay @5 02`
C03	`02`	`X`	`SPA`	`@0 Arcilla @5 02`
C03	`03`	`X`	`FRE`	`@0 Essai cisaillement triaxial @5 03`
C03	`03`	`X`	`ENG`	`@0 Triaxial shear test @5 03`
C03	`03`	`X`	`SPA`	`@0 Ensayo corte triaxial @5 03`
C03	`04`	`X`	`FRE`	`@0 Essai cisaillement @5 04`
C03	`04`	`X`	`ENG`	`@0 Shear test @5 04`
C03	`04`	`X`	`SPA`	`@0 Ensayo cortante @5 04`
C03	`05`	`X`	`FRE`	`@0 Essai non drainé @5 05`
C03	`05`	`X`	`ENG`	`@0 Undrained soil test @5 05`
C03	`05`	`X`	`SPA`	`@0 Prueba suelo no drenado @5 05`
C03	`06`	`X`	`FRE`	`@0 Etude expérimentale @5 06`
C03	`06`	`X`	`ENG`	`@0 Experimental study @5 06`
C03	`06`	`X`	`SPA`	`@0 Estudio experimental @5 06`
C03	`07`	`X`	`FRE`	`@0 Préparation échantillon @5 07`
C03	`07`	`X`	`ENG`	`@0 Sample preparation @5 07`
C03	`07`	`X`	`SPA`	`@0 Preparación muestreo @5 07`
C03	`08`	`X`	`FRE`	`@0 Sol surconsolidé @2 NT @5 08`
C03	`08`	`X`	`ENG`	`@0 Overconsolidated soil @2 NT @5 08`
C03	`08`	`X`	`SPA`	`@0 Suelo sobreconsolidado @2 NT @5 08`
C03	`09`	`X`	`FRE`	`@0 Protocole expérimental @5 09`
C03	`09`	`X`	`ENG`	`@0 Experimental protocol @5 09`
C03	`09`	`X`	`SPA`	`@0 Protocolo experimental @5 09`
C03	`10`	`X`	`FRE`	`@0 Caractéristique sol @5 10`
C03	`10`	`X`	`ENG`	`@0 Property of soil @5 10`
C03	`10`	`X`	`SPA`	`@0 Característica suelo @5 10`
C03	`11`	`X`	`FRE`	`@0 Contrainte seuil @5 11`
C03	`11`	`X`	`ENG`	`@0 Threshold stress @5 11`
C03	`11`	`X`	`SPA`	`@0 Tension umbral @5 11`
C03	`12`	`X`	`FRE`	`@0 Relation contrainte déformation @5 12`
C03	`12`	`X`	`ENG`	`@0 Stress strain relation @5 12`
C03	`12`	`X`	`SPA`	`@0 Relación tensión deformación @5 12`
C03	`13`	`X`	`FRE`	`@0 Chemin contrainte @5 13`
C03	`13`	`X`	`ENG`	`@0 Stress path @5 13`
C03	`13`	`X`	`SPA`	`@0 Camino restringido @5 13`
C03	`14`	`X`	`FRE`	`@0 Implémentation @5 14`
C03	`14`	`X`	`ENG`	`@0 Implementation @5 14`
C03	`14`	`X`	`SPA`	`@0 Ejecución @5 14`
C03	`15`	`X`	`FRE`	`@0 Méthode SHANSEP @4 INC @5 72`
C03	`16`	`X`	`FRE`	`@0 Recompression @4 INC @5 73`
N21				`@1 321`
N82				`@1 PSI`

Format Inist (serveur)

NO :	PASCAL 03-0468703 INIST
ET :	Applicability of SHANSEP method to six different natural clays, using triaxial and direct shear tests
AU :	TANAKA (Hiroyuki); SHIWAKOTI (Dinesh Raj); TANAKA (Masanori)
AF :	Port and Airport Research Institute/Inconnu (1 aut., 3 aut.); Toa Construction Company/Inconnu (2 aut.)
DT :	Publication en série; Niveau analytique
SO :	Soils and foundations; ISSN 0038-0806; Coden SOIFBE; Japon; Da. 2003; Vol. 43; No. 3; Pp. 43-55; Bibl. 23 ref.
LA :	Anglais
EA :	The applicability of the SHANSEP method was examined for six different natural clays, namely Louiseville (Quebec, Canada), Bothkennar (Scotland, UK), Yamashita (Yokohama, Japan), Amagasaki (Japan), Rakusai (Kyoto, Japan) and Singapore. All of these clays are somewhat overconsolidated and their OCR range between 1.9 and 5.0. It was confirmed that post-depositional stress change had taken place for the latter three clays, although their OCRs could not be fully explained only by the stress history. Some or all parts of the overconsolidation for the objective clays may have been created by reasons other than the stress change, such as ageing or cementation. The undrained shear strength (s_u) of these clays was examined using the SHANSEP method and compared with that obtained using the recompression method. All the soil samples were recovered using the Japanese standard fix piston or equivalent samplers, and strength evaluation was done using the triaxial and the direct shear apparatuses. It was found that the stress-strain relations as well as stress paths are somewhat different between the SHANSEP and the recompression methods: that is, larger strain and smaller internal friction angle at failure for the SHANSEP method. However, difference in s_u measured by the two methods was surprisingly small, the ratio ranging between 0.9 and 1.1. This research has led us to the conclusion that considering the variation in sample quality in practical soil investigation, the SHANSEP method is a quite useful method in evaluating the design undrained shear strength of a soil, which is free from sample disturbance. It should be noted, however, that the yield consolidation stress, which is an important soil parameter in SHANSEP method, is affected by sample quality.
CC :	001D14F01; 001E01O01; 226B01; 295
FD :	Essai sol; Argile; Essai cisaillement triaxial; Essai cisaillement; Essai non drainé; Etude expérimentale; Préparation échantillon; Sol surconsolidé; Protocole expérimental; Caractéristique sol; Contrainte seuil; Relation contrainte déformation; Chemin contrainte; Implémentation; Méthode SHANSEP; Recompression
ED :	Soil test; Clay; Triaxial shear test; Shear test; Undrained soil test; Experimental study; Sample preparation; Overconsolidated soil; Experimental protocol; Property of soil; Threshold stress; Stress strain relation; Stress path; Implementation
SD :	Ensayo suelo; Arcilla; Ensayo corte triaxial; Ensayo cortante; Prueba suelo no drenado; Estudio experimental; Preparación muestreo; Suelo sobreconsolidado; Protocolo experimental; Característica suelo; Tension umbral; Relación tensión deformación; Camino restringido; Ejecución
LO :	INIST-19776.354000112208530050
ID :	03-0468703

Links to Exploration step

Pascal:03-0468703

Le document en format XML

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<term>Relation contrainte déformation</term>
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<front><div type="abstract" xml:lang="en">The applicability of the SHANSEP method was examined for six different natural clays, namely Louiseville (Quebec, Canada), Bothkennar (Scotland, UK), Yamashita (Yokohama, Japan), Amagasaki (Japan), Rakusai (Kyoto, Japan) and Singapore. All of these clays are somewhat overconsolidated and their OCR range between 1.9 and 5.0. It was confirmed that post-depositional stress change had taken place for the latter three clays, although their OCRs could not be fully explained only by the stress history. Some or all parts of the overconsolidation for the objective clays may have been created by reasons other than the stress change, such as ageing or cementation. The undrained shear strength (s<sub>u</sub>
) of these clays was examined using the SHANSEP method and compared with that obtained using the recompression method. All the soil samples were recovered using the Japanese standard fix piston or equivalent samplers, and strength evaluation was done using the triaxial and the direct shear apparatuses. It was found that the stress-strain relations as well as stress paths are somewhat different between the SHANSEP and the recompression methods: that is, larger strain and smaller internal friction angle at failure for the SHANSEP method. However, difference in s<sub>u</sub>
 measured by the two methods was surprisingly small, the ratio ranging between 0.9 and 1.1. This research has led us to the conclusion that considering the variation in sample quality in practical soil investigation, the SHANSEP method is a quite useful method in evaluating the design undrained shear strength of a soil, which is free from sample disturbance. It should be noted, however, that the yield consolidation stress, which is an important soil parameter in SHANSEP method, is affected by sample quality.</div>
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<fC01 i1="01" l="ENG"><s0>The applicability of the SHANSEP method was examined for six different natural clays, namely Louiseville (Quebec, Canada), Bothkennar (Scotland, UK), Yamashita (Yokohama, Japan), Amagasaki (Japan), Rakusai (Kyoto, Japan) and Singapore. All of these clays are somewhat overconsolidated and their OCR range between 1.9 and 5.0. It was confirmed that post-depositional stress change had taken place for the latter three clays, although their OCRs could not be fully explained only by the stress history. Some or all parts of the overconsolidation for the objective clays may have been created by reasons other than the stress change, such as ageing or cementation. The undrained shear strength (s<sub>u</sub>
) of these clays was examined using the SHANSEP method and compared with that obtained using the recompression method. All the soil samples were recovered using the Japanese standard fix piston or equivalent samplers, and strength evaluation was done using the triaxial and the direct shear apparatuses. It was found that the stress-strain relations as well as stress paths are somewhat different between the SHANSEP and the recompression methods: that is, larger strain and smaller internal friction angle at failure for the SHANSEP method. However, difference in s<sub>u</sub>
 measured by the two methods was surprisingly small, the ratio ranging between 0.9 and 1.1. This research has led us to the conclusion that considering the variation in sample quality in practical soil investigation, the SHANSEP method is a quite useful method in evaluating the design undrained shear strength of a soil, which is free from sample disturbance. It should be noted, however, that the yield consolidation stress, which is an important soil parameter in SHANSEP method, is affected by sample quality.</s0>
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<fC03 i1="06" i2="X" l="FRE"><s0>Etude expérimentale</s0>
<s5>06</s5>
</fC03>
<fC03 i1="06" i2="X" l="ENG"><s0>Experimental study</s0>
<s5>06</s5>
</fC03>
<fC03 i1="06" i2="X" l="SPA"><s0>Estudio experimental</s0>
<s5>06</s5>
</fC03>
<fC03 i1="07" i2="X" l="FRE"><s0>Préparation échantillon</s0>
<s5>07</s5>
</fC03>
<fC03 i1="07" i2="X" l="ENG"><s0>Sample preparation</s0>
<s5>07</s5>
</fC03>
<fC03 i1="07" i2="X" l="SPA"><s0>Preparación muestreo</s0>
<s5>07</s5>
</fC03>
<fC03 i1="08" i2="X" l="FRE"><s0>Sol surconsolidé</s0>
<s2>NT</s2>
<s5>08</s5>
</fC03>
<fC03 i1="08" i2="X" l="ENG"><s0>Overconsolidated soil</s0>
<s2>NT</s2>
<s5>08</s5>
</fC03>
<fC03 i1="08" i2="X" l="SPA"><s0>Suelo sobreconsolidado</s0>
<s2>NT</s2>
<s5>08</s5>
</fC03>
<fC03 i1="09" i2="X" l="FRE"><s0>Protocole expérimental</s0>
<s5>09</s5>
</fC03>
<fC03 i1="09" i2="X" l="ENG"><s0>Experimental protocol</s0>
<s5>09</s5>
</fC03>
<fC03 i1="09" i2="X" l="SPA"><s0>Protocolo experimental</s0>
<s5>09</s5>
</fC03>
<fC03 i1="10" i2="X" l="FRE"><s0>Caractéristique sol</s0>
<s5>10</s5>
</fC03>
<fC03 i1="10" i2="X" l="ENG"><s0>Property of soil</s0>
<s5>10</s5>
</fC03>
<fC03 i1="10" i2="X" l="SPA"><s0>Característica suelo</s0>
<s5>10</s5>
</fC03>
<fC03 i1="11" i2="X" l="FRE"><s0>Contrainte seuil</s0>
<s5>11</s5>
</fC03>
<fC03 i1="11" i2="X" l="ENG"><s0>Threshold stress</s0>
<s5>11</s5>
</fC03>
<fC03 i1="11" i2="X" l="SPA"><s0>Tension umbral</s0>
<s5>11</s5>
</fC03>
<fC03 i1="12" i2="X" l="FRE"><s0>Relation contrainte déformation</s0>
<s5>12</s5>
</fC03>
<fC03 i1="12" i2="X" l="ENG"><s0>Stress strain relation</s0>
<s5>12</s5>
</fC03>
<fC03 i1="12" i2="X" l="SPA"><s0>Relación tensión deformación</s0>
<s5>12</s5>
</fC03>
<fC03 i1="13" i2="X" l="FRE"><s0>Chemin contrainte</s0>
<s5>13</s5>
</fC03>
<fC03 i1="13" i2="X" l="ENG"><s0>Stress path</s0>
<s5>13</s5>
</fC03>
<fC03 i1="13" i2="X" l="SPA"><s0>Camino restringido</s0>
<s5>13</s5>
</fC03>
<fC03 i1="14" i2="X" l="FRE"><s0>Implémentation</s0>
<s5>14</s5>
</fC03>
<fC03 i1="14" i2="X" l="ENG"><s0>Implementation</s0>
<s5>14</s5>
</fC03>
<fC03 i1="14" i2="X" l="SPA"><s0>Ejecución</s0>
<s5>14</s5>
</fC03>
<fC03 i1="15" i2="X" l="FRE"><s0>Méthode SHANSEP</s0>
<s4>INC</s4>
<s5>72</s5>
</fC03>
<fC03 i1="16" i2="X" l="FRE"><s0>Recompression</s0>
<s4>INC</s4>
<s5>73</s5>
</fC03>
<fN21><s1>321</s1>
</fN21>
<fN82><s1>PSI</s1>
</fN82>
</pA>
</standard>
<server><NO>PASCAL 03-0468703 INIST</NO>
<ET>Applicability of SHANSEP method to six different natural clays, using triaxial and direct shear tests</ET>
<AU>TANAKA (Hiroyuki); SHIWAKOTI (Dinesh Raj); TANAKA (Masanori)</AU>
<AF>Port and Airport Research Institute/Inconnu (1 aut., 3 aut.); Toa Construction Company/Inconnu (2 aut.)</AF>
<DT>Publication en série; Niveau analytique</DT>
<SO>Soils and foundations; ISSN 0038-0806; Coden SOIFBE; Japon; Da. 2003; Vol. 43; No. 3; Pp. 43-55; Bibl. 23 ref.</SO>
<LA>Anglais</LA>
<EA>The applicability of the SHANSEP method was examined for six different natural clays, namely Louiseville (Quebec, Canada), Bothkennar (Scotland, UK), Yamashita (Yokohama, Japan), Amagasaki (Japan), Rakusai (Kyoto, Japan) and Singapore. All of these clays are somewhat overconsolidated and their OCR range between 1.9 and 5.0. It was confirmed that post-depositional stress change had taken place for the latter three clays, although their OCRs could not be fully explained only by the stress history. Some or all parts of the overconsolidation for the objective clays may have been created by reasons other than the stress change, such as ageing or cementation. The undrained shear strength (s<sub>u</sub>
) of these clays was examined using the SHANSEP method and compared with that obtained using the recompression method. All the soil samples were recovered using the Japanese standard fix piston or equivalent samplers, and strength evaluation was done using the triaxial and the direct shear apparatuses. It was found that the stress-strain relations as well as stress paths are somewhat different between the SHANSEP and the recompression methods: that is, larger strain and smaller internal friction angle at failure for the SHANSEP method. However, difference in s<sub>u</sub>
 measured by the two methods was surprisingly small, the ratio ranging between 0.9 and 1.1. This research has led us to the conclusion that considering the variation in sample quality in practical soil investigation, the SHANSEP method is a quite useful method in evaluating the design undrained shear strength of a soil, which is free from sample disturbance. It should be noted, however, that the yield consolidation stress, which is an important soil parameter in SHANSEP method, is affected by sample quality.</EA>
<CC>001D14F01; 001E01O01; 226B01; 295</CC>
<FD>Essai sol; Argile; Essai cisaillement triaxial; Essai cisaillement; Essai non drainé; Etude expérimentale; Préparation échantillon; Sol surconsolidé; Protocole expérimental; Caractéristique sol; Contrainte seuil; Relation contrainte déformation; Chemin contrainte; Implémentation; Méthode SHANSEP; Recompression</FD>
<ED>Soil test; Clay; Triaxial shear test; Shear test; Undrained soil test; Experimental study; Sample preparation; Overconsolidated soil; Experimental protocol; Property of soil; Threshold stress; Stress strain relation; Stress path; Implementation</ED>
<SD>Ensayo suelo; Arcilla; Ensayo corte triaxial; Ensayo cortante; Prueba suelo no drenado; Estudio experimental; Preparación muestreo; Suelo sobreconsolidado; Protocolo experimental; Característica suelo; Tension umbral; Relación tensión deformación; Camino restringido; Ejecución</SD>
<LO>INIST-19776.354000112208530050</LO>
<ID>03-0468703</ID>
</server>
</inist>
</record>

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Applicability of SHANSEP method to six different natural clays, using triaxial and direct shear tests

Applicability of SHANSEP method to six different natural clays, using triaxial and direct shear tests

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