{"created":"2022-01-27T02:50:38.908430+00:00","id":2003172,"links":{},"metadata":{"_buckets":{"deposit":"1396de3b-d2bf-4194-9007-5234b2f8f187"},"_deposit":{"id":"2003172","owners":[1],"pid":{"revision_id":0,"type":"depid","value":"2003172"},"status":"published"},"_oai":{"id":"oai:u-ryukyu.repo.nii.ac.jp:02003172","sets":["1642837622505:1642837905044:1642837911830","1642838403551:1642838407312"]},"author_link":[],"item_1617186331708":{"attribute_name":"Title","attribute_value_mlt":[{"subitem_1551255647225":"\u5f31\u56fa\u7d50\u7c98\u571f\u5ca9\u306e\u7570\u65b9\u5f3e\u6027\u6319\u52d5(\u8fb2\u696d\u5de5\u5b66\u79d1)","subitem_1551255648112":"ja"},{"subitem_1551255647225":"Anisotropic elastic behavior on claystone with weak bonds (Department of Agricultural Engineering)","subitem_1551255648112":"en"}]},"item_1617186419668":{"attribute_name":"Creator","attribute_type":"creator","attribute_value_mlt":[{"creatorNames":[{"creatorName":"\u65b0\u57ce, \u4fca\u4e5f","creatorNameLang":"ja"}]},{"creatorNames":[{"creatorName":"Shinjo, Toshiya","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_1617186626617":{"attribute_name":"Description","attribute_value_mlt":[{"subitem_description":"This paper is discussed with regard to the anisotropic elastic behavior of clay-stones with weak bonds based on pore pressure coefficients derived from the application of cross-anisotropic elastic theory to samples with vertical and horizontal axis in axi-symmetric triaxial compression tests. The results are summarized as follows. 1. The elastic behavior of clay-stones can be identified with a linear effective stress path in undrained condition and a linear strain path in drained condition. The region of those behavior consists of both elastic deformation of clay skeleton and elastic deformation with dilatancy. 2. The elastic limit is determined as the stress corresponding to theddeparture point from a linear effective stress path or strain path and this stress is identified with the yield stress, measured as the stress corresponding to the bending point of stress-strain curve on a logarithmic paper. 3. The effective stress path of vertical samples is remarkably different from that of horizontal samples. Therefore the effective stress path is clearly anisotropic. 4. The anisotropic behavior of pore pressure can be shown by the pore pressure coefficients denoted by A_V and A_H that were expressed by Eqs. (25) and (26) to vertical and horizontal samples. These values can easily be determined from the relationship between pore pressure and mean principal stress. 5. The anisotropic elastic parameters are obtained by making use of the results of drained tests for vertical samples and the parameters denoted by A_V, A_H and N, which are constant in spite of increasing consolidation pressure. 6. The relationship of anisotropic elastic parameters obtained from drained tests for vertical or horizontal samples is analogous to that of isotropic elastic material.","subitem_description_type":"Other"},{"subitem_description":"\u672c\u7814\u7a76\u306b\u304a\u3044\u3066\u306f, \u5148\u306b\u5831\u544a\u3057\u305f\u975e\u6392\u6c34\u304a\u3088\u3073\u6392\u6c34\u578b\u4e09\u8ef8\u5727\u7e2e\u8a66\u9a13\u306e\u7d50\u679c^<10,11)>\u306b\u57fa\u3065\u304d, \u5f31\u56fa\u7d50\u7c98\u571f\u5ca9\u3068\u3057\u3066\u306e\u5cf6\u5c3b\u5c64\u6ce5\u5ca9\u306e\u5f3e\u6027\u6319\u52d5\u3092\u7570\u65b9\u6027\u306e\u89b3\u70b9\u304b\u3089\u691c\u8a0e\u3057, \u7dda\u5f62\u7570\u65b9\u5f3e\u6027\u7406\u8ad6\u3092\u9069\u7528\u3057\u3066\u82e5\u5e72\u306e\u8003\u5bdf\u3092\u52a0\u3048\u308b\u3053\u3068\u306b\u3088\u308a, 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