| Project/Area Number |
63850112
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| Research Category |
Grant-in-Aid for Developmental Scientific Research
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| Allocation Type | Single-year Grants |
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| Research Field |
基礎・土質工学
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| Research Institution | Tokyo Institute of Technology |
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Principal Investigator |
NAKASE Akio Tokyo Institute of Technology, Faculty of Engineering, Professor, 工学部, 教授 (10016686)
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| Co-Investigator(Kenkyū-buntansha) |
SUEMASA Naoaki Tokyo Institute of Technology, Faculty of Engineering, Research Associate, 工学部, 助手 (80206383)
TAKEMURA Jiro Tokyo Institute of Technology, Faculty of Engineering, Research Associate, 工学部, 助手 (40179669)
KIMURA Tsutomu Tokyo Institute of Technology, Faculty of Engineering, Professor, 工学部, 教授 (40016506)
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| Project Period (FY) |
1988 – 1989
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| Project Status |
Completed (Fiscal Year 1989)
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| Budget Amount *help |
¥5,700,000 (Direct Cost: ¥5,700,000)
Fiscal Year 1989: ¥1,900,000 (Direct Cost: ¥1,900,000)
Fiscal Year 1988: ¥3,800,000 (Direct Cost: ¥3,800,000)
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| Keywords | S.C.P. / Clay / Gravity Quay Wall / Backfilling / Lateral Resistance / Lateral Displacement / Stability / Model Tests / サンドコンパクションパイル / 盛土 |
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| Research Abstract |
A series of centrifuge tests was conducted in an attempt to study the effect of the weight of a caisson and the width and the area ratio of improvement by sand Compaction piles(S.C.P.) on the stability of improved ground under a backfilled caisson. Following conclusions are derived from this study. l.Horizontal deformations are much more dominant than vertical deformations when a backfilled caisson is built on soft clay improved with S.C.P. 2. For improved ground, a well-defined circular slip surface is observed. However for improved ground, horizontal deformations increase gradually with the increase of horizontal load and at a certain load the horizontal deformations suddenly start to increase, showing no slip surface in the ground. This leads to a conclusion that consideration of horizontal deformations is more important than that of stability against failure for this type of structure. 3. When the safety factor calculated by the modified Fellenius' stability analysis exceeds 1.4, considerable horizontal deformation appear. This leads to a conclusion that the minimum safety factor for this type of problem should be taken as 1.5.
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