| Project/Area Number |
63460170
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| Research Category |
Grant-in-Aid for General Scientific Research (B)
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| Allocation Type | Single-year Grants |
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| Research Field |
Building structures/materials
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| Research Institution | Institute of Industrial Science, University of Tokyo |
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Principal Investigator |
TAKANASHI Koichi I.I.S., Univ. of Tokyo, Professor, 生産技術研究所, 教授 (60013124)
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| Co-Investigator(Kenkyū-buntansha) |
KOH Ki I.I.S., Univ. of Tokyo, Assistant, 生産技術研究所, 助手 (80186600)
OHI Kenichi I.I.S., Univ. of Tokyo, Associate Professor, 生産技術研究所, 助教授 (90126003)
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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 |
¥6,600,000 (Direct Cost: ¥6,600,000)
Fiscal Year 1989: ¥2,100,000 (Direct Cost: ¥2,100,000)
Fiscal Year 1988: ¥4,500,000 (Direct Cost: ¥4,500,000)
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| Keywords | failure mode / external excitation / inertial force / static loading test / dynamic loading test / ultimate state aseismatic design / 限界状態設計 / 結局限界状態 / 地震応答 / 風応答 / オンライン応答実験 |
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| Research Abstract |
The purpose of this study is to find the failure mechanism of frame in ultimate state which dissipates a input energy to the frame by earthquake excitations or wind loading.
There were three types of tests conducted static tests, earthquake response tests and dynamic response tests by wind loading.
All these tests were conducted on 3-story frames and were controlled by the On-line test technique.
The test results are summarized below:
(1) The strength observed at the static tests is much higher than the strength which is calculated by a simple plastic analysis for perfectly elastoplastic materials. In order to evaluate correctly the strength of frame, it is very important to take into account the strain-hardening effect at the strength analysis of frame.
(2) The trajectories of the inertial forces are crowed along the line representing the ratio between the inertial forces during the 1st mode vibration. It suggests the possibility of representing the dynamic load effects by an equivalent static load.
It is possible to develop the simple ultimate state aseismatic design method characterized by equivalent static parameters, in the case of comparatively small effects of higher mode of vibration in frames.
Considering the interactive effects between velosity of frame and wind verosity at the wall exposing to the wind, the dynamic loading distribution exerting at the each floor of frame is nearly equal to the static wind loading distribution. The 1st mode vibration in dynamic response, however, are dominant. Then, there are no interactive relation between the ratios of the work done by the static shear force at the each floor and by the dynamic loads.
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