| Project/Area Number |
60550393
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| Research Category |
Grant-in-Aid for General Scientific Research (C)
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| Allocation Type | Single-year Grants |
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| Research Field |
Building structures/materials
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| Research Institution | Mie University |
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Principal Investigator |
MORINO Shosuke Mie University, Faculty of Engineering, Professor, 工学部, 教授 (00027278)
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| Co-Investigator(Kenkyū-buntansha) |
MORI Hiroshi Mie University, Faculty of Engineering, Research Associate, 工学部, 助手 (80157867)
UCHIDA Yasuhiro Mie University, Faculty of Engineering, Research Associate, 工学部, 助手 (80168707)
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| Project Period (FY) |
1985 – 1986
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| Project Status |
Completed (Fiscal Year 1986)
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| Budget Amount *help |
¥2,300,000 (Direct Cost: ¥2,300,000)
Fiscal Year 1986: ¥500,000 (Direct Cost: ¥500,000)
Fiscal Year 1985: ¥1,800,000 (Direct Cost: ¥1,800,000)
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| Keywords | Composite Steel and Reinforced Concrete beam-column / Experiment / Biaxial Bending / 曲げ耐力 / 弾塑性挙動 |
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| Research Abstract |
The elastic-plastic behavior of the composite steel and reinforced concrete(abbreviated as SRC hereafter)long beam-columns under the arbitrary horizontal force was investigated by the experiment, and compared with the analytical results. The built-up H-shaped steel encased in concrete has a cross section of H-50x50x3.2x3.2mm. The longitudinal and transverse reinforcement arrangement were identical in all specimens and consist of 4 <phi> bars.
Experimental parameters selected for the investigation are as follows; 1) Slenderness ratio( ratio of the beam-column length to the radius-of-gyration of concrete cross section ): 20 and 50, 2) Ratio of the axial load to the maximum axial strength: 0, 0.2 and 0.33, 3) Direction of the horizontal load: 0゜, 22.5゜ and 45゜.
The obtained results are summarized as follows; 1) The maximum carrying capacity of a short SRC beam-column is determined by the crash of concrete, and that of a long beam-column by the instability. 2) The value of the biaxial bending moment capacity of a long SRC beam-column computed at the maximum horizontal load is smaller than the value given by the interaction obtained from the ultimate strength theory, while that of a short beam-column reaches the interaction curve. 3) When the flexural stiffnesses of the beam-colum are fifferent in two principal axes as observed in the present test, the increment of the displacement corresponding to the strong axis bending slows down, and eventually starts decreasing because of P <DELTA> -moment. Finally, the beam-column seems to shift to the condition of the uniaxial bending. 4) An abrupt failure occurrs when the increment of the displacement corresponding to the strong axis bending becomes neally zero.
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