Applicability of SHANSEP method to six different natural clays, using triaxial and direct shear tests
Identifieur interne : 000586 ( PascalFrancis/Corpus ); précédent : 000585; suivant : 000587Applicability of SHANSEP method to six different natural clays, using triaxial and direct shear tests
Auteurs : Hiroyuki Tanaka ; Dinesh Raj Shiwakoti ; Masanori TanakaSource :
- Soils and foundations [ 0038-0806 ] ; 2003.
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 :
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 (su) 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 su 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.
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Pour connaître la documentation sur le format Inist Standard.
pA |
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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 (su) 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 su 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 |
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Pascal:03-0468703Le document en format XML
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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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<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>
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