OcrV1, PascalFrancis, Corpus, bibRecord, 000986

Numerical analysis of deep excavation

Identifieur interne : 000986 ( PascalFrancis/Corpus ); précédent : 000985; suivant : 000987

Numerical analysis of deep excavation

Auteurs : T. Tamano ; H. Tsuboi ; K. Haneda ; K. Harada ; S. Fukii

Source :

RBID : Pascal:96-0467925

Descripteurs français

Pascal (Inist)
- Méthode élément fini, Excavation, Argile, Propriété mécanique, Matériau surconsolidé, Mur soutènement, Honshu.

English descriptors

KwdEn :
- Honshu, clay, excavations, finite element analysis, mechanical properties, overconsolidated materials, retaining walls.

Abstract

In recent years, the utilization of underground spaces has become a recognized necessity and deep excavations have been carried out extensively in urban areas. In such cases, it is important to elucidate the stabilization mechanism of the base ground of the excavation. Particularly in the case of ground consisting of a clay, some aspects of its mechanical behavior remain to be studied. This paper describes measurement of a deep shaft (12.6 m wide, 16.1 m long, 37.6 m deep) used for a shield tunnel in Osaka, Japan. The base ground of the excavation consists of an overconsolidated marine clay of OCR = 2. To exmaine the mechanism of this overconsolidated marine clay, its mechanical behaviour was measured. The mechanism was examined by comparing measured values with data derived from FEM analysis that was performed taking into account soil parameters obtained using a simplified stress condition (Lambe 1973)

Notice en format standard (ISO 2709)

Pour connaître la documentation sur le format Inist Standard.

A08	`01`	`1`	`ENG`	`@1 Numerical analysis of deep excavation`
A09	`01`	`1`	`ENG`	`@1 Numerical models in geomechanics`
A11	`01`	`1`		`@1 TAMANO (T.)`
A11	`02`	`1`		`@1 TSUBOI (H.)`
A11	`03`	`1`		`@1 HANEDA (K.)`
A11	`04`	`1`		`@1 HARADA (K.)`
A11	`05`	`1`		`@1 FUKII (S.)`
A12	`01`	`1`		`@1 PANDE (G.N.) @9 ed.`
A12	`02`	`1`		`@1 PIETRUSZCZAK (S.) @9 ed.`
A15	`01`			`@1 University of Wales Swansea @3 GBR @Z 1 aut.`
A15	`02`			`@1 McMaster University, Hamilton, Ontario @3 CAN @Z 2 aut.`
A20				`@1 539-544`
A21				`@1 1995`
A23	`01`			`@0 ENG`
A25	`01`			`@1 A.A. Balkema @2 Rotterdam`
A26	`01`			`@0 90-5410-568-2`
A30	`01`	`1`	`ENG`	`@1 NUMOG : International symposium numerical models in geomechanics @2 5 @3 Davos CHE @4 1995-09-06`
A43	`01`			`@1 BRGM @2 L/14228`
A44				`@0 0200`
A45				`@0 9 ref.`
A47	`01`	`1`		`@0 96-0467925`
A60				`@1 C`
A61				`@0 A`
A66	`01`			`@0 NLD`
C01	`01`		`ENG`	@0 In recent years, the utilization of underground spaces has become a recognized necessity and deep excavations have been carried out extensively in urban areas. In such cases, it is important to elucidate the stabilization mechanism of the base ground of the excavation. Particularly in the case of ground consisting of a clay, some aspects of its mechanical behavior remain to be studied. This paper describes measurement of a deep shaft (12.6 m wide, 16.1 m long, 37.6 m deep) used for a shield tunnel in Osaka, Japan. The base ground of the excavation consists of an overconsolidated marine clay of OCR = 2. To exmaine the mechanism of this overconsolidated marine clay, its mechanical behaviour was measured. The mechanism was examined by comparing measured values with data derived from FEM analysis that was performed taking into account soil parameters obtained using a simplified stress condition (Lambe 1973)
C02	`01`	`2`		`@0 226B01`
C02	`02`	`X`		`@0 001E01O01`
C03	`01`	`2`	`FRE`	`@0 Méthode élément fini`
C03	`01`	`2`	`ENG`	`@0 finite element analysis`
C03	`01`	`2`	`SPA`	`@0 Método elemento finito`
C03	`02`	`2`	`FRE`	`@0 Excavation`
C03	`02`	`2`	`ENG`	`@0 excavations`
C03	`02`	`2`	`SPA`	`@0 Excavación`
C03	`03`	`2`	`FRE`	`@0 Argile`
C03	`03`	`2`	`ENG`	`@0 clay`
C03	`03`	`2`	`SPA`	`@0 Arcilla`
C03	`04`	`2`	`FRE`	`@0 Propriété mécanique`
C03	`04`	`2`	`ENG`	`@0 mechanical properties`
C03	`04`	`2`	`SPA`	`@0 Propiedad mecánica`
C03	`05`	`2`	`FRE`	`@0 Matériau surconsolidé`
C03	`05`	`2`	`ENG`	`@0 overconsolidated materials`
C03	`05`	`2`	`SPA`	`@0 Material sobreconsolidado`
C03	`06`	`2`	`FRE`	`@0 Mur soutènement`
C03	`06`	`2`	`ENG`	`@0 retaining walls`
C03	`06`	`2`	`SPA`	`@0 Muro sostenimiento`
C03	`07`	`2`	`FRE`	`@0 Honshu @2 NG`
C03	`07`	`2`	`ENG`	`@0 Honshu @2 NG`
C03	`07`	`2`	`SPA`	`@0 Honshu @2 NG`
C06				`@0 ILS`
C07	`01`	`2`	`FRE`	`@0 Roche clastique meuble`
C07	`01`	`2`	`ENG`	`@0 clastic sediments`
C07	`01`	`2`	`SPA`	`@0 Sedimento clástico`
C07	`02`	`2`	`FRE`	`@0 Roche sédimentaire`
C07	`02`	`2`	`ENG`	`@0 sedimentary rocks`
C07	`02`	`2`	`SPA`	`@0 Roca sedimentaria`
C07	`03`	`2`	`FRE`	`@0 Japon @2 NG`
C07	`03`	`2`	`ENG`	`@0 Japan @2 NG`
C07	`03`	`2`	`SPA`	`@0 Japón @2 NG`
C07	`04`	`2`	`FRE`	`@0 Asie @2 NG`
C07	`04`	`2`	`ENG`	`@0 Asia @2 NG`
C07	`04`	`2`	`SPA`	`@0 Asia @2 NG`
N21				`@1 323`

Format Inist (serveur)

NO :	PASCAL 96-0467925 BRGM
ET :	Numerical analysis of deep excavation
AU :	TAMANO (T.); TSUBOI (H.); HANEDA (K.); HARADA (K.); FUKII (S.); PANDE (G.N.); PIETRUSZCZAK (S.)
AF :	University of Wales Swansea/Royaume-Uni (1 aut.); McMaster University, Hamilton, Ontario/Canada (2 aut.)
DT :	Congrès; Niveau analytique
SO :	NUMOG : International symposium numerical models in geomechanics/5/1995-09-06/Davos CHE; Pays-Bas; Rotterdam: A.A. Balkema; Da. 1995; Pp. 539-544; ISBN 90-5410-568-2
LA :	Anglais
EA :	In recent years, the utilization of underground spaces has become a recognized necessity and deep excavations have been carried out extensively in urban areas. In such cases, it is important to elucidate the stabilization mechanism of the base ground of the excavation. Particularly in the case of ground consisting of a clay, some aspects of its mechanical behavior remain to be studied. This paper describes measurement of a deep shaft (12.6 m wide, 16.1 m long, 37.6 m deep) used for a shield tunnel in Osaka, Japan. The base ground of the excavation consists of an overconsolidated marine clay of OCR = 2. To exmaine the mechanism of this overconsolidated marine clay, its mechanical behaviour was measured. The mechanism was examined by comparing measured values with data derived from FEM analysis that was performed taking into account soil parameters obtained using a simplified stress condition (Lambe 1973)
CC :	226B01; 001E01O01
FD :	Méthode élément fini; Excavation; Argile; Propriété mécanique; Matériau surconsolidé; Mur soutènement; Honshu
FG :	Roche clastique meuble; Roche sédimentaire; Japon; Asie
ED :	finite element analysis; excavations; clay; mechanical properties; overconsolidated materials; retaining walls; Honshu
EG :	clastic sediments; sedimentary rocks; Japan; Asia
SD :	Método elemento finito; Excavación; Arcilla; Propiedad mecánica; Material sobreconsolidado; Muro sostenimiento; Honshu
LO :	BRGM-L/14228
ID :	96-0467925

Links to Exploration step

Pascal:96-0467925

Le document en format XML

<record><TEI><teiHeader><fileDesc><titleStmt><title xml:lang="en" level="a">Numerical analysis of deep excavation</title>
<author><name sortKey="Tamano, T" sort="Tamano, T" uniqKey="Tamano T" first="T." last="Tamano">T. Tamano</name>
<affiliation><wicri:noCountry>no FA14</wicri:noCountry>
</affiliation>
</author>
<author><name sortKey="Tsuboi, H" sort="Tsuboi, H" uniqKey="Tsuboi H" first="H." last="Tsuboi">H. Tsuboi</name>
<affiliation><wicri:noCountry>no FA14</wicri:noCountry>
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<author><name sortKey="Haneda, K" sort="Haneda, K" uniqKey="Haneda K" first="K." last="Haneda">K. Haneda</name>
<affiliation><wicri:noCountry>no FA14</wicri:noCountry>
</affiliation>
</author>
<author><name sortKey="Harada, K" sort="Harada, K" uniqKey="Harada K" first="K." last="Harada">K. Harada</name>
<affiliation><wicri:noCountry>no FA14</wicri:noCountry>
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</author>
<author><name sortKey="Fukii, S" sort="Fukii, S" uniqKey="Fukii S" first="S." last="Fukii">S. Fukii</name>
<affiliation><wicri:noCountry>no FA14</wicri:noCountry>
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<idno type="inist">96-0467925</idno>
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<sourceDesc><biblStruct><analytic><title xml:lang="en" level="a">Numerical analysis of deep excavation</title>
<author><name sortKey="Tamano, T" sort="Tamano, T" uniqKey="Tamano T" first="T." last="Tamano">T. Tamano</name>
<affiliation><wicri:noCountry>no FA14</wicri:noCountry>
</affiliation>
</author>
<author><name sortKey="Tsuboi, H" sort="Tsuboi, H" uniqKey="Tsuboi H" first="H." last="Tsuboi">H. Tsuboi</name>
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<author><name sortKey="Haneda, K" sort="Haneda, K" uniqKey="Haneda K" first="K." last="Haneda">K. Haneda</name>
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<author><name sortKey="Fukii, S" sort="Fukii, S" uniqKey="Fukii S" first="S." last="Fukii">S. Fukii</name>
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<profileDesc><textClass><keywords scheme="KwdEn" xml:lang="en"><term>Honshu</term>
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<term>mechanical properties</term>
<term>overconsolidated materials</term>
<term>retaining walls</term>
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<keywords scheme="Pascal" xml:lang="fr"><term>Méthode élément fini</term>
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<front><div type="abstract" xml:lang="en">In recent years, the utilization of underground spaces has become a recognized necessity and deep excavations have been carried out extensively in urban areas. In such cases, it is important to elucidate the stabilization mechanism of the base ground of the excavation. Particularly in the case of ground consisting of a clay, some aspects of its mechanical behavior remain to be studied. This paper describes measurement of a deep shaft (12.6 m wide, 16.1 m long, 37.6 m deep) used for a shield tunnel in Osaka, Japan. The base ground of the excavation consists of an overconsolidated marine clay of OCR = 2. To exmaine the mechanism of this overconsolidated marine clay, its mechanical behaviour was measured. The mechanism was examined by comparing measured values with data derived from FEM analysis that was performed taking into account soil parameters obtained using a simplified stress condition (Lambe 1973)</div>
</front>
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<sZ>1 aut.</sZ>
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<fA15 i1="02"><s1>McMaster University, Hamilton, Ontario</s1>
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<fC03 i1="04" i2="2" l="SPA"><s0>Propiedad mecánica</s0>
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<fC03 i1="05" i2="2" l="ENG"><s0>overconsolidated materials</s0>
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<fC03 i1="05" i2="2" l="SPA"><s0>Material sobreconsolidado</s0>
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<fC03 i1="06" i2="2" l="FRE"><s0>Mur soutènement</s0>
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<fC03 i1="06" i2="2" l="ENG"><s0>retaining walls</s0>
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<fC03 i1="06" i2="2" l="SPA"><s0>Muro sostenimiento</s0>
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<server><NO>PASCAL 96-0467925 BRGM</NO>
<ET>Numerical analysis of deep excavation</ET>
<AU>TAMANO (T.); TSUBOI (H.); HANEDA (K.); HARADA (K.); FUKII (S.); PANDE (G.N.); PIETRUSZCZAK (S.)</AU>
<AF>University of Wales Swansea/Royaume-Uni (1 aut.); McMaster University, Hamilton, Ontario/Canada (2 aut.)</AF>
<DT>Congrès; Niveau analytique</DT>
<SO>NUMOG : International symposium numerical models in geomechanics/5/1995-09-06/Davos CHE; Pays-Bas; Rotterdam: A.A. Balkema; Da. 1995; Pp. 539-544; ISBN 90-5410-568-2</SO>
<LA>Anglais</LA>
<EA>In recent years, the utilization of underground spaces has become a recognized necessity and deep excavations have been carried out extensively in urban areas. In such cases, it is important to elucidate the stabilization mechanism of the base ground of the excavation. Particularly in the case of ground consisting of a clay, some aspects of its mechanical behavior remain to be studied. This paper describes measurement of a deep shaft (12.6 m wide, 16.1 m long, 37.6 m deep) used for a shield tunnel in Osaka, Japan. The base ground of the excavation consists of an overconsolidated marine clay of OCR = 2. To exmaine the mechanism of this overconsolidated marine clay, its mechanical behaviour was measured. The mechanism was examined by comparing measured values with data derived from FEM analysis that was performed taking into account soil parameters obtained using a simplified stress condition (Lambe 1973)</EA>
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<ED>finite element analysis; excavations; clay; mechanical properties; overconsolidated materials; retaining walls; Honshu</ED>
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Numerical analysis of deep excavation

Numerical analysis of deep excavation

Source :

Descripteurs français

English descriptors

Abstract

Notice en format standard (ISO 2709)

Format Inist (serveur)

Links to Exploration step

Le document en format XML

Pour manipuler ce document sous Unix (Dilib)

Pour mettre un lien sur cette page dans le réseau Wicri