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Analysis of the data has shown that the anisotropy of undrained shear strength of over-consolidated kaolin clay is primarily caused by the direction-dependent (anisotropic) shear strength parameters c\u0027 and φ\u0027 in terms of effective stresses. The anisotropy of pore water pressure parameter A_f is artificially generated as a result of the anisotropic change of the undrained shear strength itself, rather than of the anisotropic excess pore-pressure development during shearing, and is of secondary, if any, importance to interpret why the undrained shear strength is anisotropic. Intensity of the anisotropy in the undrained shear strength is not altered much by either changing the boundary conditions, such as triaxial and plane strain or increasing the over-consolidation ratio up to 32. The minimum values of cohesion c\u0027 and friction angle φ\u0027 appear when a specimen is compressed with the major principal stress inclined at about 30° to the consolidation plane. When a specimen is compressed either normal or parallel to the consolidation plane, values of cohesion c\u0027and friction angle φ\u0027 are high with no significant difference between them. The difference between the maximum and the minimum friction angle φ\u0027is almost the same as that observed in the triaxial tests of sands. In the case of sands, however, a specimen compressed normal to the bedding plane yields the maximum friction angle φ\u0027, while a specimen compressed parallel to the bedding plane yields the minimum value in the triaxial tests and a value close to the minimum in the plane strain tests. 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ANISOTROPY OF UNDRAINED SHEAR STRENGTH OF AN OVER-CONSOLIDATED SOIL BY TRIAXIAL AND PLANE STRAIN TESTS
https://sucra.repo.nii.ac.jp/records/13746
https://sucra.repo.nii.ac.jp/records/1374622e9a481-6ba2-490d-9b66-7e4b2ab4813a
名前 / ファイル | ライセンス | アクション |
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A1003890.pdf (1.6 MB)
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Item type | 学術雑誌論文 / Journal Article(1) | |||||
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公開日 | 2009-10-22 | |||||
タイトル | ||||||
タイトル | ANISOTROPY OF UNDRAINED SHEAR STRENGTH OF AN OVER-CONSOLIDATED SOIL BY TRIAXIAL AND PLANE STRAIN TESTS | |||||
言語 | ||||||
言語 | eng | |||||
キーワード | ||||||
主題Scheme | Other | |||||
主題 | inherent and induced anisotropy | |||||
キーワード | ||||||
主題Scheme | Other | |||||
主題 | micro-structure | |||||
キーワード | ||||||
主題Scheme | Other | |||||
主題 | over consolidated clay | |||||
キーワード | ||||||
主題Scheme | Other | |||||
主題 | plane strain test | |||||
キーワード | ||||||
主題Scheme | Other | |||||
主題 | plane strain test | |||||
キーワード | ||||||
主題Scheme | Other | |||||
主題 | triaxial test | |||||
キーワード | ||||||
主題Scheme | Other | |||||
主題 | undrained shear strength (IGC : D6) | |||||
資源タイプ | ||||||
資源タイプ識別子 | http://purl.org/coar/resource_type/c_6501 | |||||
資源タイプ | journal article | |||||
著者 |
KURUKULASURIYA, LAKSIRI C.
× KURUKULASURIYA, LAKSIRI C.× 小田, 匡寛× 風間, 秀彦 |
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著者 ローマ字 | ||||||
KURUKULASURIYA, LAKSIRI C. | ||||||
著者 ローマ字 | ||||||
ODA, MASANOBU | ||||||
著者 ローマ字 | ||||||
KAZAMA, HIDEHIKO | ||||||
著者 所属 | ||||||
著者 所属 | ||||||
埼玉大学工学部建設工学科 | ||||||
著者 所属(別言語) | ||||||
Graduate Student, Faculty of Engineering, Saitama University | ||||||
著者 所属(別言語) | ||||||
Department of Civil and Environmental Engineering, Saitama University | ||||||
書誌情報 |
地盤工学会論文報告集 en : Journal of the Japanese Geotechnical Society : soils and foundation 巻 39, 号 1, p. 21-29, 発行日 1999 |
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年月次 | ||||||
1999-2 | ||||||
出版者名 | ||||||
出版者 | 社団法人地盤工学会 | |||||
ISSN | ||||||
収録物識別子タイプ | ISSN | |||||
収録物識別子 | 13417452 | |||||
抄録 | ||||||
内容記述タイプ | Abstract | |||||
内容記述 | In order to find out the real cause leading to the anisotropy of undrained shear strength of clayey soils, two types of undrained shear tests were carried out ; 1) undrained plane strain tests on lightly over-consolidated kaolin clay, and 2) undrained triaxial tests on heavily over-consolidated kaolin clay. Analysis of the data has shown that the anisotropy of undrained shear strength of over-consolidated kaolin clay is primarily caused by the direction-dependent (anisotropic) shear strength parameters c' and φ' in terms of effective stresses. The anisotropy of pore water pressure parameter A_f is artificially generated as a result of the anisotropic change of the undrained shear strength itself, rather than of the anisotropic excess pore-pressure development during shearing, and is of secondary, if any, importance to interpret why the undrained shear strength is anisotropic. Intensity of the anisotropy in the undrained shear strength is not altered much by either changing the boundary conditions, such as triaxial and plane strain or increasing the over-consolidation ratio up to 32. The minimum values of cohesion c' and friction angle φ' appear when a specimen is compressed with the major principal stress inclined at about 30° to the consolidation plane. When a specimen is compressed either normal or parallel to the consolidation plane, values of cohesion c'and friction angle φ' are high with no significant difference between them. The difference between the maximum and the minimum friction angle φ'is almost the same as that observed in the triaxial tests of sands. In the case of sands, however, a specimen compressed normal to the bedding plane yields the maximum friction angle φ', while a specimen compressed parallel to the bedding plane yields the minimum value in the triaxial tests and a value close to the minimum in the plane strain tests. These observations suggest that the micro-deformation mechanism leading to the strength anisotropy is quite similar in both clay and sand, but not exactly the same. | |||||
注記 | ||||||
内容記述タイプ | Other | |||||
内容記述 | rights: 社団法人地盤工学会 rights: 本文データは学協会の許諾に基づきCiNiiから複製したものである relation: IsVersionOf: http://ci.nii.ac.jp/naid/110003946183/ |
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版 | ||||||
[出版社版] | ||||||
著者版フラグ | ||||||
出版タイプ | VoR | |||||
出版タイプResource | http://purl.org/coar/version/c_970fb48d4fbd8a85 | |||||
資源タイプ | ||||||
内容記述タイプ | Other | |||||
内容記述 | text | |||||
フォーマット | ||||||
内容記述タイプ | Other | |||||
内容記述 | application/pdf | |||||
作成日 | ||||||
日付 | 2009-10-08 | |||||
日付タイプ | Created | |||||
アイテムID | ||||||
A1003890 |