| Project/Area Number |
08650557
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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 |
構造工学・地震工学
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| Research Institution | Osaka city University |
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Principal Investigator |
KITADA Toshiyuki Osaka City University, Faculty of Engineering, Associate Professor, 工学部, 助教授 (30029334)
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| Project Period (FY) |
1996 – 1997
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| Project Status |
Completed (Fiscal Year 1997)
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| Budget Amount *help |
¥1,900,000 (Direct Cost: ¥1,900,000)
Fiscal Year 1997: ¥900,000 (Direct Cost: ¥900,000)
Fiscal Year 1996: ¥1,000,000 (Direct Cost: ¥1,000,000)
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| Keywords | Interaction buckling / Local buckling / Overall buckling / Steel structures / Thin-walled cross section / Beam-column buckling / Elasto-Plastic and Finite Displacement Analysis / Computer program |
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| Research Abstract |
(1)A program nemed "EPASS plus" for the elasto-plastic and finite displacement analysis of thin-walled framed structures with local buckling has been developed by combining the program "EPASS" for the elasto-plastic and finite displacement analysis of thin-walled framed structures without local buckling with the program "USSP" for analyzing the elasto-plastic and finite displacement behavior of steel structures consisting of stiffened plates by considering local buckling.
(2)The elasto-plastic and finite displacement analysies of a column with thin-walled box cross section and a rigid framed bridge pier with one span and two stories in which the local shear buckling occurred in the web plate near the center of the lower beam member due to the Hyogo-ken Nambu Earthquke have been carried out by EPASS plus.
(3)The numeracal result by EPASS plus is slightly different from the result by USSP in the analysis of the column, because the local initial deflection in the component plate panels is n
… More
eglected in the parts near the column ends which are idealized by the beam-column finite elements. it is, however, possible to idealize the parts near the colmn ends by using the beam-column finite elements, because the error of the numerical result by EPASS plus is negligible in practical use.
(4)A convergent numerical result by the present EPASS plus can not be obtained in the loading level where the web plate idealized by the plate finite elements attains to its ultimate limit state due to the shear buckling, because the beam cross section woth the buckled web plate behaves in the way similar to a shear hinge. It is necessary to improve the present EPASS plus so as to be able to analyze the bridge pier even after the ultimate limit state of the web plate.
(5)Structural members which should be idealized by the plate finite elements can be decided in advance of the analysis by EPASS plus through the diagram in DASt RiO12 to categorize buckling types into plate, column and their interactive ones. Less
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