OcrV1, PascalFrancis, Corpus, bibRecord, 000062

Coefficient of earth pressure at rest for normally and overconsolidated peat ground in Hokkaido area

Identifieur interne : 000062 ( PascalFrancis/Corpus ); précédent : 000061; suivant : 000063

Coefficient of earth pressure at rest for normally and overconsolidated peat ground in Hokkaido area

Auteurs : Hirochika Hayashi ; Nobutaka Yamazoe ; Toshiyuki Mitachi ; Hiroyuki Tanaka ; Satoshi Nishimoto

Source :

Soils and foundations [ 0038-0806 ] ; 2012.

RBID : Pascal:13-0069339

Descripteurs français

Pascal (Inist)
- Sol surconsolidé, Tourbe, Essai sol, Poussée terre, Hokkaïdo, Dilatométrie, Consolidation sol, Argile organique, Evaluation performance, Elastoplasticité, Méthode élément fini, Caractéristique sol, Analyse site, Essai compression, Compression triaxiale, Essai laboratoire, Essai en place.

English descriptors

KwdEn :
- Compression test, Dilatometry, Earth pressure, Elastoplasticity, Finite element method, Hokkaido, In situ test, Laboratory test, Organic clay, Overconsolidated soil, Peat, Performance evaluation, Property of soil, Site analysis, Soil consolidation, Soil test, Triaxial compression.

Abstract

Peat, which is widely distributed in Hokkaido, is a very soft and problematic soil. To perform an elasto-plastic Finite Element (FE) analysis, it is important to accurately determine the initial stress conditions, and among them, the value of the coefficient of earth pressure at rest (K₀ value) is particularly important. A K₀-consolidation test using triaxial testing apparatus and a flat dilatometer were performed to investigate the K₀ value for peat ground in Hokkaido, Japan. It was found that the K₀ value for normally consolidated peat and organic clay (K_0NC) decreases with an increase in the ignition loss. The K₀ value for overconsolidated peat and organic clay (K_0OC) is more strongly dependent on the over consolidation ratio (OCR) than that of usual inorganic clay. That is, it is known that K_ooc is empirically related to K_0NC, as expressed by K_0OC=K_0NCOCR^m, and in peat and organic clay the power of m increases with their ignition loss. An experimental equation to estimate K₀ using a flat dilatometer for peat ground is also proposed.

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 52`
A06				`@2 2`
A08	`01`	`1`	`ENG`	`@1 Coefficient of earth pressure at rest for normally and overconsolidated peat ground in Hokkaido area`
A11	`01`	`1`		`@1 HAYASHI (Hirochika)`
A11	`02`	`1`		`@1 YAMAZOE (Nobutaka)`
A11	`03`	`1`		`@1 MITACHI (Toshiyuki)`
A11	`04`	`1`		`@1 TANAKA (Hiroyuki)`
A11	`05`	`1`		`@1 NISHIMOTO (Satoshi)`
A14	`01`			`@1 Chvil Engineering Research Institute for Cold Region, 1-3 Hiragishi @2 Sapporo @3 JPN @Z 1 aut. @Z 5 aut.`
A14	`02`			`@1 C-way Engineering Co., Ltd., 2-5 Higashi-Sapparo @2 Sapporo @3 JPN @Z 2 aut.`
A14	`03`			`@1 College of Industrial Technology, Nihon University, 1-2-1 Izumi-cho @2 Narashino @3 JPN @Z 3 aut.`
A14	`04`			`@1 Graduate School of Engineering, Hokkaido University, West8 North13 @2 Sapporo @3 JPN @Z 4 aut.`
A20				`@1 299-311`
A21				`@1 2012`
A23	`01`			`@0 ENG`
A43	`01`			`@1 INIST @2 19776 @5 354000508332280080`
A44				`@0 0000 @1 © 2013 INIST-CNRS. All rights reserved.`
A45				`@0 3/4 p.`
A47	`01`	`1`		`@0 13-0069339`
A60				`@1 P`
A61				`@0 A`
A64	`01`	`1`		`@0 Soils and foundations`
A66	`01`			`@0 JPN`
C01	`01`		`ENG`	@0 Peat, which is widely distributed in Hokkaido, is a very soft and problematic soil. To perform an elasto-plastic Finite Element (FE) analysis, it is important to accurately determine the initial stress conditions, and among them, the value of the coefficient of earth pressure at rest (K₀ value) is particularly important. A K₀-consolidation test using triaxial testing apparatus and a flat dilatometer were performed to investigate the K₀ value for peat ground in Hokkaido, Japan. It was found that the K₀ value for normally consolidated peat and organic clay (K_0NC) decreases with an increase in the ignition loss. The K₀ value for overconsolidated peat and organic clay (K_0OC) is more strongly dependent on the over consolidation ratio (OCR) than that of usual inorganic clay. That is, it is known that K_ooc is empirically related to K_0NC, as expressed by K_0OC=K_0NCOCR^m, and in peat and organic clay the power of m increases with their ignition loss. An experimental equation to estimate K₀ using a flat dilatometer for peat ground is also proposed.
C02	`01`	`X`		`@0 001D14F04`
C02	`02`	`X`		`@0 001D14F01`
C02	`03`	`X`		`@0 295`
C03	`01`	`X`	`FRE`	`@0 Sol surconsolidé @2 NT @5 02`
C03	`01`	`X`	`ENG`	`@0 Overconsolidated soil @2 NT @5 02`
C03	`01`	`X`	`SPA`	`@0 Suelo sobreconsolidado @2 NT @5 02`
C03	`02`	`X`	`FRE`	`@0 Tourbe @5 03`
C03	`02`	`X`	`ENG`	`@0 Peat @5 03`
C03	`02`	`X`	`SPA`	`@0 Turba @5 03`
C03	`03`	`X`	`FRE`	`@0 Essai sol @5 04`
C03	`03`	`X`	`ENG`	`@0 Soil test @5 04`
C03	`03`	`X`	`SPA`	`@0 Ensayo suelo @5 04`
C03	`04`	`X`	`FRE`	`@0 Poussée terre @5 05`
C03	`04`	`X`	`ENG`	`@0 Earth pressure @5 05`
C03	`04`	`X`	`SPA`	`@0 Empuje tierras @5 05`
C03	`05`	`X`	`FRE`	`@0 Hokkaïdo @2 NG @5 06`
C03	`05`	`X`	`ENG`	`@0 Hokkaido @2 NG @5 06`
C03	`05`	`X`	`SPA`	`@0 Hokkaído @2 NG @5 06`
C03	`06`	`X`	`FRE`	`@0 Dilatométrie @5 07`
C03	`06`	`X`	`ENG`	`@0 Dilatometry @5 07`
C03	`06`	`X`	`SPA`	`@0 Dilatometría @5 07`
C03	`07`	`X`	`FRE`	`@0 Consolidation sol @5 08`
C03	`07`	`X`	`ENG`	`@0 Soil consolidation @5 08`
C03	`07`	`X`	`SPA`	`@0 Consolidación suelos @5 08`
C03	`08`	`X`	`FRE`	`@0 Argile organique @5 09`
C03	`08`	`X`	`ENG`	`@0 Organic clay @5 09`
C03	`08`	`X`	`SPA`	`@0 Arcilla orgánica @5 09`
C03	`09`	`X`	`FRE`	`@0 Evaluation performance @5 10`
C03	`09`	`X`	`ENG`	`@0 Performance evaluation @5 10`
C03	`09`	`X`	`SPA`	`@0 Evaluación prestación @5 10`
C03	`10`	`X`	`FRE`	`@0 Elastoplasticité @5 11`
C03	`10`	`X`	`ENG`	`@0 Elastoplasticity @5 11`
C03	`10`	`X`	`SPA`	`@0 Elastoplasticidad @5 11`
C03	`11`	`X`	`FRE`	`@0 Méthode élément fini @5 12`
C03	`11`	`X`	`ENG`	`@0 Finite element method @5 12`
C03	`11`	`X`	`SPA`	`@0 Método elemento finito @5 12`
C03	`12`	`X`	`FRE`	`@0 Caractéristique sol @5 13`
C03	`12`	`X`	`ENG`	`@0 Property of soil @5 13`
C03	`12`	`X`	`SPA`	`@0 Característica suelo @5 13`
C03	`13`	`X`	`FRE`	`@0 Analyse site @5 14`
C03	`13`	`X`	`ENG`	`@0 Site analysis @5 14`
C03	`13`	`X`	`SPA`	`@0 Análisis emplazamiento @5 14`
C03	`14`	`X`	`FRE`	`@0 Essai compression @5 15`
C03	`14`	`X`	`ENG`	`@0 Compression test @5 15`
C03	`14`	`X`	`SPA`	`@0 Ensayo compresión @5 15`
C03	`15`	`X`	`FRE`	`@0 Compression triaxiale @5 16`
C03	`15`	`X`	`ENG`	`@0 Triaxial compression @5 16`
C03	`15`	`X`	`SPA`	`@0 Compresión triaxial @5 16`
C03	`16`	`X`	`FRE`	`@0 Essai laboratoire @5 17`
C03	`16`	`X`	`ENG`	`@0 Laboratory test @5 17`
C03	`16`	`X`	`SPA`	`@0 Ensayo laboratorio @5 17`
C03	`17`	`X`	`FRE`	`@0 Essai en place @5 18`
C03	`17`	`X`	`ENG`	`@0 In situ test @5 18`
C03	`17`	`X`	`SPA`	`@0 Ensayo en sitio @5 18`
C07	`01`	`X`	`FRE`	`@0 Japon @2 NG`
C07	`01`	`X`	`ENG`	`@0 Japan @2 NG`
C07	`01`	`X`	`SPA`	`@0 Japón @2 NG`
C07	`02`	`X`	`FRE`	`@0 Asie @2 NG`
C07	`02`	`X`	`ENG`	`@0 Asia @2 NG`
C07	`02`	`X`	`SPA`	`@0 Asia @2 NG`
N21				`@1 042`
N44	`01`			`@1 PSI`
N82				`@1 PSI`

Format Inist (serveur)

NO :	PASCAL 13-0069339 INIST
ET :	Coefficient of earth pressure at rest for normally and overconsolidated peat ground in Hokkaido area
AU :	HAYASHI (Hirochika); YAMAZOE (Nobutaka); MITACHI (Toshiyuki); TANAKA (Hiroyuki); NISHIMOTO (Satoshi)
AF :	Chvil Engineering Research Institute for Cold Region, 1-3 Hiragishi/Sapporo/Japon (1 aut., 5 aut.); C-way Engineering Co., Ltd., 2-5 Higashi-Sapparo/Sapporo/Japon (2 aut.); College of Industrial Technology, Nihon University, 1-2-1 Izumi-cho/Narashino/Japon (3 aut.); Graduate School of Engineering, Hokkaido University, West8 North13/Sapporo/Japon (4 aut.)
DT :	Publication en série; Niveau analytique
SO :	Soils and foundations; ISSN 0038-0806; Coden SOIFBE; Japon; Da. 2012; Vol. 52; No. 2; Pp. 299-311; Bibl. 3/4 p.
LA :	Anglais
EA :	Peat, which is widely distributed in Hokkaido, is a very soft and problematic soil. To perform an elasto-plastic Finite Element (FE) analysis, it is important to accurately determine the initial stress conditions, and among them, the value of the coefficient of earth pressure at rest (K₀ value) is particularly important. A K₀-consolidation test using triaxial testing apparatus and a flat dilatometer were performed to investigate the K₀ value for peat ground in Hokkaido, Japan. It was found that the K₀ value for normally consolidated peat and organic clay (K_0NC) decreases with an increase in the ignition loss. The K₀ value for overconsolidated peat and organic clay (K_0OC) is more strongly dependent on the over consolidation ratio (OCR) than that of usual inorganic clay. That is, it is known that K_ooc is empirically related to K_0NC, as expressed by K_0OC=K_0NCOCR^m, and in peat and organic clay the power of m increases with their ignition loss. An experimental equation to estimate K₀ using a flat dilatometer for peat ground is also proposed.
CC :	001D14F04; 001D14F01; 295
FD :	Sol surconsolidé; Tourbe; Essai sol; Poussée terre; Hokkaïdo; Dilatométrie; Consolidation sol; Argile organique; Evaluation performance; Elastoplasticité; Méthode élément fini; Caractéristique sol; Analyse site; Essai compression; Compression triaxiale; Essai laboratoire; Essai en place
FG :	Japon; Asie
ED :	Overconsolidated soil; Peat; Soil test; Earth pressure; Hokkaido; Dilatometry; Soil consolidation; Organic clay; Performance evaluation; Elastoplasticity; Finite element method; Property of soil; Site analysis; Compression test; Triaxial compression; Laboratory test; In situ test
EG :	Japan; Asia
SD :	Suelo sobreconsolidado; Turba; Ensayo suelo; Empuje tierras; Hokkaído; Dilatometría; Consolidación suelos; Arcilla orgánica; Evaluación prestación; Elastoplasticidad; Método elemento finito; Característica suelo; Análisis emplazamiento; Ensayo compresión; Compresión triaxial; Ensayo laboratorio; Ensayo en sitio
LO :	INIST-19776.354000508332280080
ID :	13-0069339

Links to Exploration step

Pascal:13-0069339

Le document en format XML

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<author><name sortKey="Mitachi, Toshiyuki" sort="Mitachi, Toshiyuki" uniqKey="Mitachi T" first="Toshiyuki" last="Mitachi">Toshiyuki Mitachi</name>
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<author><name sortKey="Tanaka, Hiroyuki" sort="Tanaka, Hiroyuki" uniqKey="Tanaka H" first="Hiroyuki" last="Tanaka">Hiroyuki Tanaka</name>
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<author><name sortKey="Nishimoto, Satoshi" sort="Nishimoto, Satoshi" uniqKey="Nishimoto S" first="Satoshi" last="Nishimoto">Satoshi Nishimoto</name>
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<term>Hokkaido</term>
<term>In situ test</term>
<term>Laboratory test</term>
<term>Organic clay</term>
<term>Overconsolidated soil</term>
<term>Peat</term>
<term>Performance evaluation</term>
<term>Property of soil</term>
<term>Site analysis</term>
<term>Soil consolidation</term>
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<term>Dilatométrie</term>
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<term>Argile organique</term>
<term>Evaluation performance</term>
<term>Elastoplasticité</term>
<term>Méthode élément fini</term>
<term>Caractéristique sol</term>
<term>Analyse site</term>
<term>Essai compression</term>
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<front><div type="abstract" xml:lang="en">Peat, which is widely distributed in Hokkaido, is a very soft and problematic soil. To perform an elasto-plastic Finite Element (FE) analysis, it is important to accurately determine the initial stress conditions, and among them, the value of the coefficient of earth pressure at rest (K<sub>0</sub>
 value) is particularly important. A K<sub>0</sub>
-consolidation test using triaxial testing apparatus and a flat dilatometer were performed to investigate the K<sub>0</sub>
 value for peat ground in Hokkaido, Japan. It was found that the K<sub>0</sub>
 value for normally consolidated peat and organic clay (K<sub>0NC</sub>
) decreases with an increase in the ignition loss. The K<sub>0</sub>
 value for overconsolidated peat and organic clay (K<sub>0OC</sub>
) is more strongly dependent on the over consolidation ratio (OCR) than that of usual inorganic clay. That is, it is known that K<sub>ooc</sub>
 is empirically related to K<sub>0NC</sub>
, as expressed by K<sub>0OC</sub>
=K<sub>0NC</sub>
OCR<sup>m</sup>
, and in peat and organic clay the power of m increases with their ignition loss. An experimental equation to estimate K<sub>0</sub>
 using a flat dilatometer for peat ground is also proposed.</div>
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<fA14 i1="01"><s1>Chvil Engineering Research Institute for Cold Region, 1-3 Hiragishi</s1>
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</fA14>
<fA14 i1="04"><s1>Graduate School of Engineering, Hokkaido University, West8 North13</s1>
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<s3>JPN</s3>
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<fA66 i1="01"><s0>JPN</s0>
</fA66>
<fC01 i1="01" l="ENG"><s0>Peat, which is widely distributed in Hokkaido, is a very soft and problematic soil. To perform an elasto-plastic Finite Element (FE) analysis, it is important to accurately determine the initial stress conditions, and among them, the value of the coefficient of earth pressure at rest (K<sub>0</sub>
 value) is particularly important. A K<sub>0</sub>
-consolidation test using triaxial testing apparatus and a flat dilatometer were performed to investigate the K<sub>0</sub>
 value for peat ground in Hokkaido, Japan. It was found that the K<sub>0</sub>
 value for normally consolidated peat and organic clay (K<sub>0NC</sub>
) decreases with an increase in the ignition loss. The K<sub>0</sub>
 value for overconsolidated peat and organic clay (K<sub>0OC</sub>
) is more strongly dependent on the over consolidation ratio (OCR) than that of usual inorganic clay. That is, it is known that K<sub>ooc</sub>
 is empirically related to K<sub>0NC</sub>
, as expressed by K<sub>0OC</sub>
=K<sub>0NC</sub>
OCR<sup>m</sup>
, and in peat and organic clay the power of m increases with their ignition loss. An experimental equation to estimate K<sub>0</sub>
 using a flat dilatometer for peat ground is also proposed.</s0>
</fC01>
<fC02 i1="01" i2="X"><s0>001D14F04</s0>
</fC02>
<fC02 i1="02" i2="X"><s0>001D14F01</s0>
</fC02>
<fC02 i1="03" i2="X"><s0>295</s0>
</fC02>
<fC03 i1="01" i2="X" l="FRE"><s0>Sol surconsolidé</s0>
<s2>NT</s2>
<s5>02</s5>
</fC03>
<fC03 i1="01" i2="X" l="ENG"><s0>Overconsolidated soil</s0>
<s2>NT</s2>
<s5>02</s5>
</fC03>
<fC03 i1="01" i2="X" l="SPA"><s0>Suelo sobreconsolidado</s0>
<s2>NT</s2>
<s5>02</s5>
</fC03>
<fC03 i1="02" i2="X" l="FRE"><s0>Tourbe</s0>
<s5>03</s5>
</fC03>
<fC03 i1="02" i2="X" l="ENG"><s0>Peat</s0>
<s5>03</s5>
</fC03>
<fC03 i1="02" i2="X" l="SPA"><s0>Turba</s0>
<s5>03</s5>
</fC03>
<fC03 i1="03" i2="X" l="FRE"><s0>Essai sol</s0>
<s5>04</s5>
</fC03>
<fC03 i1="03" i2="X" l="ENG"><s0>Soil test</s0>
<s5>04</s5>
</fC03>
<fC03 i1="03" i2="X" l="SPA"><s0>Ensayo suelo</s0>
<s5>04</s5>
</fC03>
<fC03 i1="04" i2="X" l="FRE"><s0>Poussée terre</s0>
<s5>05</s5>
</fC03>
<fC03 i1="04" i2="X" l="ENG"><s0>Earth pressure</s0>
<s5>05</s5>
</fC03>
<fC03 i1="04" i2="X" l="SPA"><s0>Empuje tierras</s0>
<s5>05</s5>
</fC03>
<fC03 i1="05" i2="X" l="FRE"><s0>Hokkaïdo</s0>
<s2>NG</s2>
<s5>06</s5>
</fC03>
<fC03 i1="05" i2="X" l="ENG"><s0>Hokkaido</s0>
<s2>NG</s2>
<s5>06</s5>
</fC03>
<fC03 i1="05" i2="X" l="SPA"><s0>Hokkaído</s0>
<s2>NG</s2>
<s5>06</s5>
</fC03>
<fC03 i1="06" i2="X" l="FRE"><s0>Dilatométrie</s0>
<s5>07</s5>
</fC03>
<fC03 i1="06" i2="X" l="ENG"><s0>Dilatometry</s0>
<s5>07</s5>
</fC03>
<fC03 i1="06" i2="X" l="SPA"><s0>Dilatometría</s0>
<s5>07</s5>
</fC03>
<fC03 i1="07" i2="X" l="FRE"><s0>Consolidation sol</s0>
<s5>08</s5>
</fC03>
<fC03 i1="07" i2="X" l="ENG"><s0>Soil consolidation</s0>
<s5>08</s5>
</fC03>
<fC03 i1="07" i2="X" l="SPA"><s0>Consolidación suelos</s0>
<s5>08</s5>
</fC03>
<fC03 i1="08" i2="X" l="FRE"><s0>Argile organique</s0>
<s5>09</s5>
</fC03>
<fC03 i1="08" i2="X" l="ENG"><s0>Organic clay</s0>
<s5>09</s5>
</fC03>
<fC03 i1="08" i2="X" l="SPA"><s0>Arcilla orgánica</s0>
<s5>09</s5>
</fC03>
<fC03 i1="09" i2="X" l="FRE"><s0>Evaluation performance</s0>
<s5>10</s5>
</fC03>
<fC03 i1="09" i2="X" l="ENG"><s0>Performance evaluation</s0>
<s5>10</s5>
</fC03>
<fC03 i1="09" i2="X" l="SPA"><s0>Evaluación prestación</s0>
<s5>10</s5>
</fC03>
<fC03 i1="10" i2="X" l="FRE"><s0>Elastoplasticité</s0>
<s5>11</s5>
</fC03>
<fC03 i1="10" i2="X" l="ENG"><s0>Elastoplasticity</s0>
<s5>11</s5>
</fC03>
<fC03 i1="10" i2="X" l="SPA"><s0>Elastoplasticidad</s0>
<s5>11</s5>
</fC03>
<fC03 i1="11" i2="X" l="FRE"><s0>Méthode élément fini</s0>
<s5>12</s5>
</fC03>
<fC03 i1="11" i2="X" l="ENG"><s0>Finite element method</s0>
<s5>12</s5>
</fC03>
<fC03 i1="11" i2="X" l="SPA"><s0>Método elemento finito</s0>
<s5>12</s5>
</fC03>
<fC03 i1="12" i2="X" l="FRE"><s0>Caractéristique sol</s0>
<s5>13</s5>
</fC03>
<fC03 i1="12" i2="X" l="ENG"><s0>Property of soil</s0>
<s5>13</s5>
</fC03>
<fC03 i1="12" i2="X" l="SPA"><s0>Característica suelo</s0>
<s5>13</s5>
</fC03>
<fC03 i1="13" i2="X" l="FRE"><s0>Analyse site</s0>
<s5>14</s5>
</fC03>
<fC03 i1="13" i2="X" l="ENG"><s0>Site analysis</s0>
<s5>14</s5>
</fC03>
<fC03 i1="13" i2="X" l="SPA"><s0>Análisis emplazamiento</s0>
<s5>14</s5>
</fC03>
<fC03 i1="14" i2="X" l="FRE"><s0>Essai compression</s0>
<s5>15</s5>
</fC03>
<fC03 i1="14" i2="X" l="ENG"><s0>Compression test</s0>
<s5>15</s5>
</fC03>
<fC03 i1="14" i2="X" l="SPA"><s0>Ensayo compresión</s0>
<s5>15</s5>
</fC03>
<fC03 i1="15" i2="X" l="FRE"><s0>Compression triaxiale</s0>
<s5>16</s5>
</fC03>
<fC03 i1="15" i2="X" l="ENG"><s0>Triaxial compression</s0>
<s5>16</s5>
</fC03>
<fC03 i1="15" i2="X" l="SPA"><s0>Compresión triaxial</s0>
<s5>16</s5>
</fC03>
<fC03 i1="16" i2="X" l="FRE"><s0>Essai laboratoire</s0>
<s5>17</s5>
</fC03>
<fC03 i1="16" i2="X" l="ENG"><s0>Laboratory test</s0>
<s5>17</s5>
</fC03>
<fC03 i1="16" i2="X" l="SPA"><s0>Ensayo laboratorio</s0>
<s5>17</s5>
</fC03>
<fC03 i1="17" i2="X" l="FRE"><s0>Essai en place</s0>
<s5>18</s5>
</fC03>
<fC03 i1="17" i2="X" l="ENG"><s0>In situ test</s0>
<s5>18</s5>
</fC03>
<fC03 i1="17" i2="X" l="SPA"><s0>Ensayo en sitio</s0>
<s5>18</s5>
</fC03>
<fC07 i1="01" i2="X" l="FRE"><s0>Japon</s0>
<s2>NG</s2>
</fC07>
<fC07 i1="01" i2="X" l="ENG"><s0>Japan</s0>
<s2>NG</s2>
</fC07>
<fC07 i1="01" i2="X" l="SPA"><s0>Japón</s0>
<s2>NG</s2>
</fC07>
<fC07 i1="02" i2="X" l="FRE"><s0>Asie</s0>
<s2>NG</s2>
</fC07>
<fC07 i1="02" i2="X" l="ENG"><s0>Asia</s0>
<s2>NG</s2>
</fC07>
<fC07 i1="02" i2="X" l="SPA"><s0>Asia</s0>
<s2>NG</s2>
</fC07>
<fN21><s1>042</s1>
</fN21>
<fN44 i1="01"><s1>PSI</s1>
</fN44>
<fN82><s1>PSI</s1>
</fN82>
</pA>
</standard>
<server><NO>PASCAL 13-0069339 INIST</NO>
<ET>Coefficient of earth pressure at rest for normally and overconsolidated peat ground in Hokkaido area</ET>
<AU>HAYASHI (Hirochika); YAMAZOE (Nobutaka); MITACHI (Toshiyuki); TANAKA (Hiroyuki); NISHIMOTO (Satoshi)</AU>
<AF>Chvil Engineering Research Institute for Cold Region, 1-3 Hiragishi/Sapporo/Japon (1 aut., 5 aut.); C-way Engineering Co., Ltd., 2-5 Higashi-Sapparo/Sapporo/Japon (2 aut.); College of Industrial Technology, Nihon University, 1-2-1 Izumi-cho/Narashino/Japon (3 aut.); Graduate School of Engineering, Hokkaido University, West8 North13/Sapporo/Japon (4 aut.)</AF>
<DT>Publication en série; Niveau analytique</DT>
<SO>Soils and foundations; ISSN 0038-0806; Coden SOIFBE; Japon; Da. 2012; Vol. 52; No. 2; Pp. 299-311; Bibl. 3/4 p.</SO>
<LA>Anglais</LA>
<EA>Peat, which is widely distributed in Hokkaido, is a very soft and problematic soil. To perform an elasto-plastic Finite Element (FE) analysis, it is important to accurately determine the initial stress conditions, and among them, the value of the coefficient of earth pressure at rest (K<sub>0</sub>
 value) is particularly important. A K<sub>0</sub>
-consolidation test using triaxial testing apparatus and a flat dilatometer were performed to investigate the K<sub>0</sub>
 value for peat ground in Hokkaido, Japan. It was found that the K<sub>0</sub>
 value for normally consolidated peat and organic clay (K<sub>0NC</sub>
) decreases with an increase in the ignition loss. The K<sub>0</sub>
 value for overconsolidated peat and organic clay (K<sub>0OC</sub>
) is more strongly dependent on the over consolidation ratio (OCR) than that of usual inorganic clay. That is, it is known that K<sub>ooc</sub>
 is empirically related to K<sub>0NC</sub>
, as expressed by K<sub>0OC</sub>
=K<sub>0NC</sub>
OCR<sup>m</sup>
, and in peat and organic clay the power of m increases with their ignition loss. An experimental equation to estimate K<sub>0</sub>
 using a flat dilatometer for peat ground is also proposed.</EA>
<CC>001D14F04; 001D14F01; 295</CC>
<FD>Sol surconsolidé; Tourbe; Essai sol; Poussée terre; Hokkaïdo; Dilatométrie; Consolidation sol; Argile organique; Evaluation performance; Elastoplasticité; Méthode élément fini; Caractéristique sol; Analyse site; Essai compression; Compression triaxiale; Essai laboratoire; Essai en place</FD>
<FG>Japon; Asie</FG>
<ED>Overconsolidated soil; Peat; Soil test; Earth pressure; Hokkaido; Dilatometry; Soil consolidation; Organic clay; Performance evaluation; Elastoplasticity; Finite element method; Property of soil; Site analysis; Compression test; Triaxial compression; Laboratory test; In situ test</ED>
<EG>Japan; Asia</EG>
<SD>Suelo sobreconsolidado; Turba; Ensayo suelo; Empuje tierras; Hokkaído; Dilatometría; Consolidación suelos; Arcilla orgánica; Evaluación prestación; Elastoplasticidad; Método elemento finito; Característica suelo; Análisis emplazamiento; Ensayo compresión; Compresión triaxial; Ensayo laboratorio; Ensayo en sitio</SD>
<LO>INIST-19776.354000508332280080</LO>
<ID>13-0069339</ID>
</server>
</inist>
</record>

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Coefficient of earth pressure at rest for normally and overconsolidated peat ground in Hokkaido area

Coefficient of earth pressure at rest for normally and overconsolidated peat ground in Hokkaido area

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