{"created":"2023-06-19T11:38:10.318303+00:00","id":5768,"links":{},"metadata":{"_buckets":{"deposit":"1142068e-3944-4864-b3ec-0d9a5f77760e"},"_deposit":{"created_by":13,"id":"5768","owners":[13],"pid":{"revision_id":0,"type":"depid","value":"5768"},"status":"published"},"_oai":{"id":"oai:mie-u.repo.nii.ac.jp:00005768","sets":["420:421:443:453"]},"author_link":["12717","12718"],"item_4_biblio_info_6":{"attribute_name":"書誌情報","attribute_value_mlt":[{"bibliographicIssueDates":{"bibliographicIssueDate":"1993-03-26","bibliographicIssueDateType":"Issued"},"bibliographicPageEnd":"188","bibliographicPageStart":"183","bibliographicVolumeNumber":"10","bibliographic_titles":[{"bibliographic_title":"三重大学生物資源学部紀要 = The bulletin of the Faculty of Bioresources, Mie University"}]}]},"item_4_description_14":{"attribute_name":"フォーマット","attribute_value_mlt":[{"subitem_description":"application/pdf","subitem_description_type":"Other"}]},"item_4_description_4":{"attribute_name":"抄録","attribute_value_mlt":[{"subitem_description":"Constitutive equations of direct shear testing based on the rheological investigation in conjunction with Coulomb's failure criterion are presented for compacted soil. The purpose in establishing such a constitutive equation is to introduce the displacement factor into the slope stability analysis of dams. In the stress-strain relationships, soil (here qualified as compacted soil) is divided broadly into two\ncategories. The first is the case for no peak strength such as cohesive soil, the second is the case for peak strength such as sandy soil. The former is governed by a well-known Voigt model, and the latter consists of two Voigt models connected in series. There is no strain measure in the direct shear testing used in this study, alternatively a ratio of shear displacement to shear displacement at failure is defined as the shear displacement ratio. Also, it is assumed that the shear displacement is linearly related to time. Fitting such derived constitutive relations of compacted soil to data from laboratory experiments,\nfor the case of no peak strength the calculated values from proposed equation are a little less than the\nexperimental data at the point where the curves are rising. In the case for peak strength, there is little difference between the values from the constitutive\nequation and the experimental data. It is concluded that the constitutive equations proposed here generally are able to approximate well the relationship between the shear stress and the shear displacement ratio.","subitem_description_type":"Abstract"}]},"item_4_publisher_30":{"attribute_name":"出版者","attribute_value_mlt":[{"subitem_publisher":"三重大学生物資源学部"}]},"item_4_source_id_7":{"attribute_name":"ISSN","attribute_value_mlt":[{"subitem_source_identifier":"0915-0471","subitem_source_identifier_type":"PISSN"}]},"item_4_source_id_9":{"attribute_name":"書誌レコードID","attribute_value_mlt":[{"subitem_source_identifier":"AN10073846","subitem_source_identifier_type":"NCID"}]},"item_4_subject_16":{"attribute_name":"日本十進分類法","attribute_value_mlt":[{"subitem_subject":"613","subitem_subject_scheme":"NDC"}]},"item_4_text_18":{"attribute_name":"その他のタイトル","attribute_value_mlt":[{"subitem_text_language":"en","subitem_text_value":"Constitutive Equations of Compacted Soils direct shear tests"}]},"item_4_text_63":{"attribute_name":"ノート","attribute_value_mlt":[{"subitem_text_value":"Agropedia提供データ"}]},"item_4_text_65":{"attribute_name":"資源タイプ（三重大）","attribute_value_mlt":[{"subitem_text_value":"Departmental Bulletin Paper / 紀要論文"}]},"item_4_version_type_15":{"attribute_name":"著者版フラグ","attribute_value_mlt":[{"subitem_version_resource":"http://purl.org/coar/version/c_970fb48d4fbd8a85","subitem_version_type":"VoR"}]},"item_creator":{"attribute_name":"著者","attribute_type":"creator","attribute_value_mlt":[{"creatorNames":[{"creatorName":"井上, 宗治","creatorNameLang":"ja"},{"creatorName":"Inoue, Sohji","creatorNameLang":"en"}],"nameIdentifiers":[{}]},{"creatorNames":[{"creatorName":"桑山, 幸久","creatorNameLang":"ja"},{"creatorName":"Kuwayama, Yukihisa","creatorNameLang":"en"}],"nameIdentifiers":[{}]}]},"item_files":{"attribute_name":"ファイル情報","attribute_type":"file","attribute_value_mlt":[{"accessrole":"open_date","date":[{"dateType":"Available","dateValue":"2017-02-18"}],"displaytype":"detail","filename":"AN100738460001011.pdf","filesize":[{"value":"294.2 kB"}],"format":"application/pdf","licensetype":"license_note","mimetype":"application/pdf","url":{"label":"AN100738460001011.pdf","url":"https://mie-u.repo.nii.ac.jp/record/5768/files/AN100738460001011.pdf"},"version_id":"18d00c30-21ae-4187-a849-6d720ae7e5c9"}]},"item_keyword":{"attribute_name":"キーワード","attribute_value_mlt":[{"subitem_subject":"Rheology","subitem_subject_scheme":"Other"},{"subitem_subject":"Constitutive equation","subitem_subject_scheme":"Other"},{"subitem_subject":"Shear stress","subitem_subject_scheme":"Other"},{"subitem_subject":"Shear displacement","subitem_subject_scheme":"Other"},{"subitem_subject":"Fill dam","subitem_subject_scheme":"Other"}]},"item_language":{"attribute_name":"言語","attribute_value_mlt":[{"subitem_language":"jpn"}]},"item_resource_type":{"attribute_name":"資源タイプ","attribute_value_mlt":[{"resourcetype":"departmental bulletin paper","resourceuri":"http://purl.org/coar/resource_type/c_6501"}]},"item_title":"一面せん断試験における締固め土の構成式について","item_titles":{"attribute_name":"タイトル","attribute_value_mlt":[{"subitem_title":"一面せん断試験における締固め土の構成式について","subitem_title_language":"ja"}]},"item_type_id":"4","owner":"13","path":["453"],"pubdate":{"attribute_name":"PubDate","attribute_value":"2007-04-06"},"publish_date":"2007-04-06","publish_status":"0","recid":"5768","relation_version_is_last":true,"title":["一面せん断試験における締固め土の構成式について"],"weko_creator_id":"13","weko_shared_id":-1},"updated":"2023-10-12T03:02:35.485999+00:00"}