{"created":"2023-03-31T02:39:38.728203+00:00","id":5702,"links":{},"metadata":{"_buckets":{"deposit":"f6025f77-16a4-4364-bc3f-9992f03c2eb4"},"_deposit":{"id":"5702","owners":[1],"pid":{"revision_id":0,"type":"depid","value":"5702"},"status":"published"},"_oai":{"id":"oai:nied-repo.bosai.go.jp:00005702","sets":[]},"author_link":[],"item_10001_biblio_info_7":{"attribute_name":"書誌情報","attribute_value_mlt":[{"bibliographicIssueDates":{"bibliographicIssueDate":"2018-08","bibliographicIssueDateType":"Issued"},"bibliographicIssueNumber":"750","bibliographicPageEnd":"1149","bibliographicPageStart":"1139","bibliographicVolumeNumber":"83","bibliographic_titles":[{"bibliographic_title":"日本建築学会構造系論文集","bibliographic_titleLang":"ja"},{"bibliographic_title":"Journal of Structural and Construction Engineering (Transactions of AIJ)","bibliographic_titleLang":"en"}]}]},"item_10001_description_5":{"attribute_name":"抄録","attribute_value_mlt":[{"subitem_description":"&nbsp;In November and December 2015, NIED tested a ten-story reinforced concrete building frame on the E-Defense, three-dimensional shaking table, in order to verify a foundation system of the building that would ensure continued use of the building even after an extreme major earthquake motion. The shaking table tests were conducted under 1995 Kobe earthquake motion to obtain the test data from the building specimen equipped with a simple base sliding mechanism using cast iron plates on concrete faces.<br>&nbsp;The dimensions of the specimen were 15.7 meter in the longitudinal direction and 9.7 meter in the transverse direction on the 1st floor, and 13.5 meter in the longitudinal direction and 9.5 meter in the transverse direction on standard floors.<br>&nbsp;The longitudinal direction had three spans at 4.0 meter each, whereas the transverse direction had three spans with 3.1, 1.8, and 3.1 meter long. The floor heights were 2.80 meter for the 1st floor, 2.60 meter for the 2nd to 4th floors, 2.55 meter for the 5th to 7th floors, and 2.50 meter for the 8th to 10th floors. The specimen height was 27.45 meter from the shaking table floor surface, with an aspect ratio of about 3.4. The longitudinal direction was a simple moment-resisting frame structure composed of beams and columns, whereas the transverse direction was a frame structure with a wall-frame structure with a multi-story shear wall at the middle span from the 1st to 7th story. The floor slab was 120 millimeter thick. A special foundation detail was used with plates made of cast iron were placed at the bottom of the specimen's footing beam on 16 column locations, so that reduce the responses of the upper floors would be reduced during a major earthquake. Therefore, clearances of more than 450 millimeter were provided around the footing beam and stiff rubber cushion were installed for cushioning in order to prevent impact loading.<br>&nbsp;In the test, the base was observed sliding while base uplift occurred, which might have promoted the base sliding and caused rotational movement with eccentric distributions of friction resistances. The maximum story drift angle generated in the specimen under 100% amplitude of the JMA-Kobe excitation was 0.0060 rad, and after that crack width were less than 0.05 millimeter on almost all members. The maximum slip dislocation were 84 millimeter, 189 millimeter and 149 millimeter at the center of specimen under 25%, 50% and 100% amplitudes of the input intensity to the original record, respectively. Friction coefficient was estimated as 0.10 - 0.23. The measured base uplifting displacements were 5 millimeter, 14 millimeter, 29 millimeter and 40 millimeter at the corner of specimen under 10%. 25%, 50% and 100% intensity, respectively.<br>&nbsp;According to the response analysis, that was executed in order to verify the cause of base rotational dislocation, base rotational angle was enhanced by axial force fluctuation of each bearing. Based on Equivalent Linear Response Spectrum method, spectral displacement of base slip test was reduced to 0.22 times in frame direction and 0.24 times in wall direction compared to the fixed bases test.","subitem_description_language":"ja","subitem_description_type":"Other"},{"subitem_description":"&nbsp;In November and December 2015, NIED tested a ten-story reinforced concrete building frame on the E-Defense, three-dimensional shaking table, in order to verify a foundation system of the building that would ensure continued use of the building even after an extreme major earthquake motion. The shaking table tests were conducted under 1995 Kobe earthquake motion to obtain the test data from the building specimen equipped with a simple base sliding mechanism using cast iron plates on concrete faces.<br>&nbsp;The dimensions of the specimen were 15.7 meter in the longitudinal direction and 9.7 meter in the transverse direction on the 1st floor, and 13.5 meter in the longitudinal direction and 9.5 meter in the transverse direction on standard floors.<br>&nbsp;The longitudinal direction had three spans at 4.0 meter each, whereas the transverse direction had three spans with 3.1, 1.8, and 3.1 meter long. The floor heights were 2.80 meter for the 1st floor, 2.60 meter for the 2nd to 4th floors, 2.55 meter for the 5th to 7th floors, and 2.50 meter for the 8th to 10th floors. The specimen height was 27.45 meter from the shaking table floor surface, with an aspect ratio of about 3.4. The longitudinal direction was a simple moment-resisting frame structure composed of beams and columns, whereas the transverse direction was a frame structure with a wall-frame structure with a multi-story shear wall at the middle span from the 1st to 7th story. The floor slab was 120 millimeter thick. A special foundation detail was used with plates made of cast iron were placed at the bottom of the specimen's footing beam on 16 column locations, so that reduce the responses of the upper floors would be reduced during a major earthquake. Therefore, clearances of more than 450 millimeter were provided around the footing beam and stiff rubber cushion were installed for cushioning in order to prevent impact loading.<br>&nbsp;In the test, the base was observed sliding while base uplift occurred, which might have promoted the base sliding and caused rotational movement with eccentric distributions of friction resistances. The maximum story drift angle generated in the specimen under 100% amplitude of the JMA-Kobe excitation was 0.0060 rad, and after that crack width were less than 0.05 millimeter on almost all members. The maximum slip dislocation were 84 millimeter, 189 millimeter and 149 millimeter at the center of specimen under 25%, 50% and 100% amplitudes of the input intensity to the original record, respectively. Friction coefficient was estimated as 0.10 - 0.23. The measured base uplifting displacements were 5 millimeter, 14 millimeter, 29 millimeter and 40 millimeter at the corner of specimen under 10%. 25%, 50% and 100% intensity, respectively.<br>&nbsp;According to the response analysis, that was executed in order to verify the cause of base rotational dislocation, base rotational angle was enhanced by axial force fluctuation of each bearing. Based on Equivalent Linear Response Spectrum method, spectral displacement of base slip test was reduced to 0.22 times in frame direction and 0.24 times in wall direction compared to the fixed bases test.","subitem_description_language":"en","subitem_description_type":"Other"}]},"item_10001_publisher_8":{"attribute_name":"出版者","attribute_value_mlt":[{"subitem_publisher":"日本建築学会","subitem_publisher_language":"ja"},{"subitem_publisher":"Architectural Institute of Japan","subitem_publisher_language":"en"}]},"item_10001_relation_14":{"attribute_name":"DOI","attribute_value_mlt":[{"subitem_relation_type_id":{"subitem_relation_type_id_text":"10.3130/aijs.83.1139"}}]},"item_10001_source_id_9":{"attribute_name":"ISSN","attribute_value_mlt":[{"subitem_source_identifier":"1340-4202","subitem_source_identifier_type":"ISSN"}]},"item_creator":{"attribute_name":"著者","attribute_type":"creator","attribute_value_mlt":[{"creatorNames":[{"creatorName":"土佐内 優介","creatorNameLang":"ja"},{"creatorName":"TOSAUCHI Yusuke","creatorNameLang":"en"}]},{"creatorNames":[{"creatorName":"佐藤 栄児","creatorNameLang":"ja"},{"creatorName":"KABEYASAWA Toshikazu","creatorNameLang":"en"}]},{"creatorNames":[{"creatorName":"福山 國夫","creatorNameLang":"ja"},{"creatorName":"MUKAI Tomohisa","creatorNameLang":"en"}]},{"creatorNames":[{"creatorName":"井上 貴仁","creatorNameLang":"ja"},{"creatorName":"SATO Eiji","creatorNameLang":"en"}]},{"creatorNames":[{"creatorName":"梶原 浩一","creatorNameLang":"ja"},{"creatorName":"FUKUYAMA Kunio","creatorNameLang":"en"}]},{"creatorNames":[{"creatorName":"塩原 等","creatorNameLang":"ja"},{"creatorName":"INOUE Takahito","creatorNameLang":"en"}]},{"creatorNames":[{"creatorName":"壁谷澤 寿海","creatorNameLang":"ja"},{"creatorName":"KAJIWARA Koichi","creatorNameLang":"en"}]},{"creatorNames":[{"creatorName":"長江 拓也","creatorNameLang":"ja"},{"creatorName":"SHIOHARA Hitoshi","creatorNameLang":"en"}]},{"creatorNames":[{"creatorName":"壁谷澤 寿海","creatorNameLang":"ja"},{"creatorName":"KABEYASAWA Toshimi","creatorNameLang":"en"}]},{"creatorNames":[{"creatorName":"長江 拓也","creatorNameLang":"ja"},{"creatorName":"NAGAE Takuya","creatorNameLang":"en"}]},{"creatorNames":[{"creatorName":"福山 洋","creatorNameLang":"ja"},{"creatorName":"FUKUYAMA Hiroshi","creatorNameLang":"en"}]}]},"item_language":{"attribute_name":"言語","attribute_value_mlt":[{"subitem_language":"jpn"}]},"item_title":"大型震動台による10階建て鉄筋コンクリート造建物の三次元振動実験（2015） －基礎すべり建物の実験方法と応答－","item_titles":{"attribute_name":"タイトル","attribute_value_mlt":[{"subitem_title":"大型震動台による10階建て鉄筋コンクリート造建物の三次元振動実験（2015） －基礎すべり建物の実験方法と応答－","subitem_title_language":"ja"},{"subitem_title":"THREE-DIMENSIONAL SHAKING TABLE TEST OF A TEN STORY RC FRAME (2015):Test methods and the responses in case of sliding bases","subitem_title_language":"en"}]},"item_type_id":"40001","owner":"1","path":["1670839190650"],"pubdate":{"attribute_name":"PubDate","attribute_value":"2023-03-30"},"publish_date":"2023-03-30","publish_status":"0","recid":"5702","relation_version_is_last":true,"title":["大型震動台による10階建て鉄筋コンクリート造建物の三次元振動実験（2015） －基礎すべり建物の実験方法と応答－"],"weko_creator_id":"1","weko_shared_id":-1},"updated":"2023-06-08T09:28:37.164672+00:00"}