{"created":"2022-01-28T01:04:29.799454+00:00","id":2005189,"links":{},"metadata":{"_buckets":{"deposit":"b34e10f7-f110-45cc-9e8a-31b254cd6e55"},"_deposit":{"id":"2005189","owners":[1],"pid":{"revision_id":0,"type":"depid","value":"2005189"},"status":"published"},"_oai":{"id":"oai:u-ryukyu.repo.nii.ac.jp:02005189","sets":["1642838403123","1642838403551:1642838407312"]},"author_link":[],"item_1617186331708":{"attribute_name":"Title","attribute_value_mlt":[{"subitem_1551255647225":"地すべり対策と二次災害の危険防止に必要な残留強度に関する研究","subitem_1551255648112":"ja"},{"subitem_1551255647225":"A study of residual strength and method for evaluating the stability of slopes","subitem_1551255648112":"en"}]},"item_1617186419668":{"attribute_name":"Creator","attribute_type":"creator","attribute_value_mlt":[{"creatorNames":[{"creatorName":"宜保, 清一","creatorNameLang":"ja"}]},{"creatorNames":[{"creatorName":"Gibo, Seiichi","creatorNameLang":"en"}]}]},"item_1617186476635":{"attribute_name":"Access Rights","attribute_value_mlt":[{"subitem_1522299639480":"open access","subitem_1600958577026":"http://purl.org/coar/access_right/c_abf2"}]},"item_1617186609386":{"attribute_name":"Subject","attribute_value_mlt":[{"subitem_1522299896455":"ja","subitem_1522300014469":"Other","subitem_1523261968819":"地すべり"},{"subitem_1522299896455":"ja","subitem_1522300014469":"Other","subitem_1523261968819":"残留強度パラメータ"},{"subitem_1522299896455":"ja","subitem_1522300014469":"Other","subitem_1523261968819":"リングせん断試験"},{"subitem_1522299896455":"ja","subitem_1522300014469":"Other","subitem_1523261968819":"粘土分"},{"subitem_1522299896455":"ja","subitem_1522300014469":"Other","subitem_1523261968819":"塑性指数"},{"subitem_1522299896455":"ja","subitem_1522300014469":"Other","subitem_1523261968819":"スメクタイト"},{"subitem_1522299896455":"ja","subitem_1522300014469":"Other","subitem_1523261968819":"残留係数"},{"subitem_1522299896455":"ja","subitem_1522300014469":"Other","subitem_1523261968819":"安全率"},{"subitem_1522299896455":"en","subitem_1522300014469":"Other","subitem_1523261968819":"Landslide"},{"subitem_1522299896455":"en","subitem_1522300014469":"Other","subitem_1523261968819":"Residual strength parameter"},{"subitem_1522299896455":"en","subitem_1522300014469":"Other","subitem_1523261968819":"Ring shear test"},{"subitem_1522299896455":"en","subitem_1522300014469":"Other","subitem_1523261968819":"Clay fraction"},{"subitem_1522299896455":"en","subitem_1522300014469":"Other","subitem_1523261968819":"Plasticity index"},{"subitem_1522299896455":"en","subitem_1522300014469":"Other","subitem_1523261968819":"Smectite"},{"subitem_1522299896455":"en","subitem_1522300014469":"Other","subitem_1523261968819":"Residual factor"},{"subitem_1522299896455":"en","subitem_1522300014469":"Other","subitem_1523261968819":"Safety factor"}]},"item_1617186626617":{"attribute_name":"Description","attribute_value_mlt":[{"subitem_description":"科研費番号: 01460237","subitem_description_type":"Other"},{"subitem_description":"平成元年度・平成2年度科学研究費補助金(一般研究(B))研究成果報告書","subitem_description_type":"Other"},{"subitem_description":"研究概要:地すべり土の大変位せん断挙動についての検討結果によると、(1)残留状態に到達するまでの最小せん変位量は土粒子の性質や垂直応力に依存する。(2)最小せん変位量は泥岩試料で40～60cm、凝灰質れき質土では200～300cmとなり大変位である。(3)残留強度測定は、三軸や直接せん断試験では無理であり、リングせん断試験が望ましいが、排水条件を満たす必要があるので、長時間を要する。残留強度パラメータφrと2μm以下粘土分CF、塑性指数Ipおよびスメクタイト量Smの関係についての検討結果によると、(1)φr-CF関係および Shear mode区分は、すべり面土と非すべり面土の違いや残留せん断面における鏡肌形成を推し量るのに有効である。(2)φrとIpの間にはφr=35.9・Ip^<-0.368>関係式が成り立つ。(3)φr=13.8-0.092・Sm関係式が成り立つ。(4)上記関係および関係式によっておよそそのφr推定が可能である。提案された安定度評価法は、残留係数、逆算法、実験強度パラメータおよびモール・クーロン式を組み合わせたすべり面の平均強度パラメータ算定式に、残留係数と平均強度の関係を加味し安全率を予測しようとするものである。新潟の地すべりを事例としたせん断強度と安定度評価についての検討結果によると、(1) すべり面の状態は一様ではなく、鏡肌面や脆弱な破砕岩が混在しているので、強度パラメ-タを明確にする必要がある。(2)破砕泥岩のピ-ク強度は内在亀裂によって大きく支配される。(3)残留強度はスメクタイト粒子に依存し大幅に低下する。(4)残留係数とすべり面の平均強度の間には一次関係が成立つので、残留係数の推定が可能である。(5)推定残留係数に基づく安定度評価法は、地すべりブロックが多数分布し、その中のいくつかが地すべりを起こしているような地区において、小康を保っている地すべりブロックの危険度を判定する場合に有効である。","subitem_description_type":"Other"},{"subitem_description":"要約(欧文):In evaluating the stability of landslide, it is important to clarify the characteristics of residual strength of materials in the slip surface zone. The residual strength is the minimal shear strength along the surface where clay particles are finally oriented. The magnitude of the minimal shear displacement that is needed to attain to the residual state depends on the clay particle property and the normal effective stress. The magnitude of displacement as long as 40-60 cm for mudstone and 200-300cm for gravelly tuffaceous soil were required. A ring shear test is an effective method to attain the residual state, although long time is required due to the large-displacement shearing and the drained conditions. Residual strength parameter is closely connected with the physical and mineralogical characteristics in landslide soils. It is concluded that clay fraction, plastisity index and amount of smectite appear to be a useful guide to estimate the residual strength parameter, and that further examination of the matter is warranted. Back-analyzed strength parameters were not capable of predicting stability of landslide-prone slopes. The proposed method that incorporates a combination of back-analysis, residual and peak strength parameters, residual factor, safety factor and the Mohr-Coulomb's equation makes it possible to conduct a large scale stability evaluation. The method for calculations of strength parameters are featured by the followings: (1) Laboratory strength parameters are incorporated into the evaluation for soil mechanical validity. (2) The standard slice method, a method used in back-analysis for safety factors, is introduced. (3) Two parameters of residual and peak strengths are incorporated into the expression after residual factors are introduced. (4)The type of slides and the condition of slip surfaces are taken into considerations. Calculations of safety factors through the estimated residual factor are believed to be effective in determining safety factors of those landslide-prone slopes in dormant state, particularly of those found in areas where many landslide blocks are being spread out, some of which are actually undergoing slides.","subitem_description_type":"Other"},{"subitem_description":"研究報告書","subitem_description_type":"Other"}]},"item_1617186643794":{"attribute_name":"Publisher","attribute_value_mlt":[{"subitem_1522300295150":"ja","subitem_1522300316516":"宜保清一"}]},"item_1617186702042":{"attribute_name":"Language","attribute_value_mlt":[{"subitem_1551255818386":"jpn"}]},"item_1617186783814":{"attribute_name":"Identifier","attribute_value_mlt":[{"subitem_identifier_type":"HDL","subitem_identifier_uri":"http://hdl.handle.net/20.500.12000/14307"}]},"item_1617186920753":{"attribute_name":"Source Identifier","attribute_value_mlt":[{"subitem_1522646500366":"NCID","subitem_1522646572813":"BA74768356"}]},"item_1617187056579":{"attribute_name":"Bibliographic Information","attribute_value_mlt":[{"bibliographicIssueDates":{"bibliographicIssueDate":"1991-03","bibliographicIssueDateType":"Issued"}}]},"item_1617258105262":{"attribute_name":"Resource Type","attribute_value_mlt":[{"resourcetype":"research report","resourceuri":"http://purl.org/coar/resource_type/c_18ws"}]},"item_1617265215918":{"attribute_name":"Version Type","attribute_value_mlt":[{"subitem_1522305645492":"VoR","subitem_1600292170262":"http://purl.org/coar/version/c_970fb48d4fbd8a85"}]},"item_1617605131499":{"attribute_name":"File","attribute_type":"file","attribute_value_mlt":[{"accessrole":"open_access","filename":"01460237.pdf","mimetype":"application/pdf","url":{"objectType":"fulltext","url":"https://u-ryukyu.repo.nii.ac.jp/record/2005189/files/01460237.pdf"},"version_id":"f66f618e-ccba-48c4-b27a-e761e25f8e8a"}]},"item_title":"地すべり対策と二次災害の危険防止に必要な残留強度に関する研究","item_type_id":"15","owner":"1","path":["1642838403123","1642838407312"],"pubdate":{"attribute_name":"PubDate","attribute_value":"2009-12-25"},"publish_date":"2009-12-25","publish_status":"0","recid":"2005189","relation_version_is_last":true,"title":["地すべり対策と二次災害の危険防止に必要な残留強度に関する研究"],"weko_creator_id":"1","weko_shared_id":-1},"updated":"2022-10-31T02:32:22.492320+00:00"}