{"created":"2023-05-15T11:43:19.068311+00:00","id":2982,"links":{},"metadata":{"_buckets":{"deposit":"b01cb546-1692-418a-acae-7ca1953c1904"},"_deposit":{"created_by":10,"id":"2982","owners":[10],"pid":{"revision_id":0,"type":"depid","value":"2982"},"status":"published"},"_oai":{"id":"oai:kanagawa-u.repo.nii.ac.jp:00002982","sets":["237:238:239"]},"author_link":["6153","6154"],"item_7_biblio_info_7":{"attribute_name":"書誌情報","attribute_value_mlt":[{"bibliographicIssueDates":{"bibliographicIssueDate":"2010-10","bibliographicIssueDateType":"Issued"},"bibliographicIssueNumber":"656","bibliographicPageEnd":"1872","bibliographicPageStart":"1867","bibliographicVolumeNumber":"75","bibliographic_titles":[{"bibliographic_title":"日本建築学会構造系論文集","bibliographic_titleLang":"ja"}]}]},"item_7_description_4":{"attribute_name":"抄録","attribute_value_mlt":[{"subitem_description":"For the examination of building collapse, it is required to analyze the building performance using the pertinent analytical model for the columns. The residual axial load capacity of the column after shear compression failure in the bending hinge zone is different from the capacity of the columns after shear tension failure. This paper investigates the analytical model for the column experienced failure in the bending hinge zone based on the M-N surface contraction. The reduction rate was obtained as a function of the maximum deformation, shear margin ratio, strength of longitudinal and transverse reinforcement, using the regression analysis of experimental results. The tested results are explained by this formula with good agreement.","subitem_description_language":"en","subitem_description_type":"Abstract"}]},"item_7_description_5":{"attribute_name":"内容記述","attribute_value_mlt":[{"subitem_description":"カテゴリーⅡ","subitem_description_language":"ja","subitem_description_type":"Other"}]},"item_7_publisher_33":{"attribute_name":"出版者","attribute_value_mlt":[{"subitem_publisher":"日本建築学会","subitem_publisher_language":"ja"}]},"item_7_relation_12":{"attribute_name":"DOI","attribute_value_mlt":[{"subitem_relation_name":[{"subitem_relation_name_text":"10.3130/aijs.75.1867"}],"subitem_relation_type":"isIdenticalTo","subitem_relation_type_id":{"subitem_relation_type_id_text":"https://doi.org/10.3130/aijs.75.1867","subitem_relation_type_select":"DOI"}}]},"item_7_source_id_8":{"attribute_name":"ISSN","attribute_value_mlt":[{"subitem_source_identifier":"1881-8153","subitem_source_identifier_type":"PISSN"}]},"item_7_version_type_16":{"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":"島崎, 和司","creatorNameLang":"ja"}],"nameIdentifiers":[{}]},{"creatorNames":[{"creatorName":"Shimazaki, Kazushi"}],"nameIdentifiers":[{}]}]},"item_files":{"attribute_name":"ファイル情報","attribute_type":"file","attribute_value_mlt":[{"accessrole":"open_date","date":[{"dateType":"Available","dateValue":"2018-11-16"}],"displaytype":"detail","filename":"島崎01 author.pdf","filesize":[{"value":"545.1 kB"}],"format":"application/pdf","licensetype":"license_note","mimetype":"application/pdf","url":{"label":"島崎01 author.pdf","url":"https://kanagawa-u.repo.nii.ac.jp/record/2982/files/島崎01 author.pdf"},"version_id":"8887659a-9f12-44dc-bc94-ec85b76b396f"},{"accessrole":"open_date","date":[{"dateType":"Available","dateValue":"2018-11-16"}],"displaytype":"detail","filename":"島崎01 publisher.pdf","filesize":[{"value":"4.2 MB"}],"format":"application/pdf","licensetype":"license_note","mimetype":"application/pdf","url":{"label":"島崎01 publisher.pdf","url":"https://kanagawa-u.repo.nii.ac.jp/record/2982/files/島崎01 publisher.pdf"},"version_id":"f1664257-9491-4ce2-bdf3-ab78316ec9b5"}]},"item_keyword":{"attribute_name":"キーワード","attribute_value_mlt":[{"subitem_subject":"Reinforced concrete structure","subitem_subject_language":"en","subitem_subject_scheme":"Other"},{"subitem_subject":"column","subitem_subject_language":"en","subitem_subject_scheme":"Other"},{"subitem_subject":"damage level","subitem_subject_language":"en","subitem_subject_scheme":"Other"},{"subitem_subject":"bending yield","subitem_subject_language":"en","subitem_subject_scheme":"Other"},{"subitem_subject":"Residual Axis Load Capacity","subitem_subject_language":"en","subitem_subject_scheme":"Other"},{"subitem_subject":"shear compression failure","subitem_subject_language":"en","subitem_subject_scheme":"Other"},{"subitem_subject":"鉄筋コンクリート構造","subitem_subject_language":"ja","subitem_subject_scheme":"Other"},{"subitem_subject":"柱","subitem_subject_language":"ja","subitem_subject_scheme":"Other"},{"subitem_subject":"損傷レベル","subitem_subject_language":"ja","subitem_subject_scheme":"Other"},{"subitem_subject":"曲げ降伏","subitem_subject_language":"ja","subitem_subject_scheme":"Other"},{"subitem_subject":"残存軸耐力","subitem_subject_language":"ja","subitem_subject_scheme":"Other"},{"subitem_subject":"せん断圧縮破壊","subitem_subject_language":"ja","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":"journal article","resourceuri":"http://purl.org/coar/resource_type/c_6501"}]},"item_title":"曲げヒンジ部で破壊するＲＣ造柱の地震後の残存軸耐力","item_titles":{"attribute_name":"タイトル","attribute_value_mlt":[{"subitem_title":"曲げヒンジ部で破壊するＲＣ造柱の地震後の残存軸耐力","subitem_title_language":"ja"},{"subitem_title":"RESIDUAL AXIS LOAD CAPACITY OF REINFORCED CONCRETE COLUMNS AFTER SHEAR COMPRESSION FAILURE IN BENDING HINGE ZONE","subitem_title_language":"en"}]},"item_type_id":"7","owner":"10","path":["239"],"pubdate":{"attribute_name":"PubDate","attribute_value":"2011-11-29"},"publish_date":"2011-11-29","publish_status":"0","recid":"2982","relation_version_is_last":true,"title":["曲げヒンジ部で破壊するＲＣ造柱の地震後の残存軸耐力"],"weko_creator_id":"10","weko_shared_id":-1},"updated":"2023-09-28T04:47:33.513938+00:00"}