| Project/Area Number |
09650618
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| Research Category |
Grant-in-Aid for Scientific Research (C)
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| Allocation Type | Single-year Grants |
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| Section | 一般 |
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| Research Field |
Building structures/materials
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| Research Institution | TOKYO INSTITUTE OF TECHNOLOGY |
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Principal Investigator |
OGAWA Toshiyuki Tokyo Institute of technology Facility of Engineering Professor, 工学部, 教授 (20126270)
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| Co-Investigator(Kenkyū-buntansha) |
KIMURA Yoshihiro Tokyo Institute of technology Facility of Engineering Research Associate, 工学部, 助手 (60280997)
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| Project Period (FY) |
1997 – 1998
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| Project Status |
Completed (Fiscal Year 1998)
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| Budget Amount *help |
¥2,700,000 (Direct Cost: ¥2,700,000)
Fiscal Year 1998: ¥1,000,000 (Direct Cost: ¥1,000,000)
Fiscal Year 1997: ¥1,700,000 (Direct Cost: ¥1,700,000)
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| Keywords | Single-Layer latticed domes / Type of loading / Elasto-plastic buckling Analysis / Buckling behavior / Buckling experiment |
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| Research Abstract |
The purpose of this study is to investigate the ultimate strength of single-layer latticed domes under the influence of the geometrical imperfections and loading conditions. To examine the fundamental elasto-plastic buckling behavior of the dome without geometrical initial imperfections, the elasto-plastic analysis is carried out. Next, the buckling behavior of the domes with geometrical initial imperfections is examined. Then we carried out the model experiment of span 4.6m. Loading types are concentrated load, one-side uniform load and uniform load with additional concentrated load. As a result, the buckling load of the domes reduced considerably by the existence of the additional load and the initial imperfections. Summaries of the results obtained may be as follows.
The elasto-plastic buckling behavior of the rigidly jointed single-layer latticed dome is estimated by the slenderness ratio of the dome lambdas. For the domes without geometrical initial imperfections, for the domes with is <0.80, the elasto-plastic buckling load is smaller than the elastic buckling load, And these domes are collapsed by general buckling. For the domes with 0.80 < ls < 1.0, the domes are collapsed by node buckling. For the domes with geometrical initial imperfections, as the value of ls increases, the elasto-plastic buckling load decreases. Especially, the elasto-plastic buckling load of the dome which is collapsed by node buckling is greatly influenced by geometrical initial imperfections. The elasto-plastic buckling load is estimated by using Modified Dunkerley Formulation as the function of lambdas as well as the function of LAMBDA.
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