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付着良好な梁降伏型RC内部接合部の必要せん断補強筋量
https://nitech.repo.nii.ac.jp/records/3927
https://nitech.repo.nii.ac.jp/records/3927867e100d-a4b2-45a7-abc4-0b8225c3114e
名前 / ファイル | ライセンス | アクション |
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本文_fulltext (774.1 kB)
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社団法人日本建築学会
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Item type | 学術雑誌論文 / Journal Article(1) | |||||
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公開日 | 2012-11-07 | |||||
タイトル | ||||||
タイトル | 付着良好な梁降伏型RC内部接合部の必要せん断補強筋量 | |||||
言語 | ||||||
言語 | jpn | |||||
資源タイプ | ||||||
資源タイプ識別子 | http://purl.org/coar/resource_type/c_6501 | |||||
資源タイプ | journal article | |||||
その他(別言語等)のタイトル | ||||||
その他のタイトル | フチャク リョウコウナ ハリ コウフクガタ RC ナイブ セツゴウブ ノ ヒツヨウ センダン ホキョウ キンリョウ | |||||
その他(別言語等)のタイトル | ||||||
その他のタイトル | Shear Reinforcement Required in R/C Interior Joints | |||||
著者 |
市之瀬, 敏勝
× 市之瀬, 敏勝 |
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著者別名 | ||||||
姓名 | Ichinose, Toshikatsu | |||||
書誌情報 |
日本建築学会構造系論文報告集 号 383, p. 88-97, 発行日 1988-01-30 |
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出版者 | ||||||
出版者 | 日本建築学会 | |||||
ISSN | ||||||
収録物識別子タイプ | ISSN | |||||
収録物識別子 | 09108025 | |||||
書誌レコードID(NCID) | ||||||
収録物識別子タイプ | NCID | |||||
収録物識別子 | AN10040177 | |||||
著者版フラグ | ||||||
出版タイプ | VoR | |||||
出版タイプResource | http://purl.org/coar/version/c_970fb48d4fbd8a85 | |||||
論文ID(NAID) | ||||||
関連タイプ | isIdenticalTo | |||||
識別子タイプ | NAID | |||||
関連識別子 | http://ci.nii.ac.jp/naid/110004085864 | |||||
関連名称 | 110004085864 | |||||
内容記述 | ||||||
内容記述タイプ | Other | |||||
内容記述 | The current New Zealand code for concrete structures requires that the horizontal shear reinforcement within a beam column joint must carry the total joint shear force unless the axial force of the column is large enough or the plastic hinge regions of the beams are relocated away from the column faces. This requirement has raised international arguments. Experiments in New Zealand yielded a conclusion that the requirement was not conservative. Experiments in Japan yielded another conclusion that one half the shear reinforcement required by the New Zealand code was enough to keep the joint elastic after reversed cyclic loadings of large deflection angle. Assuming a simple stress distribution along the periphery of the joint as shown in Fig.2 and considering shear resistant mechanisms shown in Figs.4, 6 and 8, this paper derived a design equation, Eq. (16). Normally, the derived equation requires smaller amount of horizontal shear reinforcement than the current New Zealand code, especially for the following cases : a) the joint shear stress is small, b) the axial force is small, c) the amount of the top beam reinforcement is larger than the bottom, and d) the amount of the vertical shear reinforcement is large. The derived equation agreed with both the experimental results in New Zealand and those in Japan, which seemed contradictory each other. | |||||
フォーマット | ||||||
内容記述タイプ | Other | |||||
内容記述 | application/pdf |