| Project/Area Number |
62460169
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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 | 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) |
1987 – 1988
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| Project Status |
Completed (Fiscal Year 1988)
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| Budget Amount *help |
¥6,900,000 (Direct Cost: ¥6,900,000)
Fiscal Year 1988: ¥1,400,000 (Direct Cost: ¥1,400,000)
Fiscal Year 1987: ¥5,500,000 (Direct Cost: ¥5,500,000)
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| Keywords | Steel reinforced concrete / Space frame / Elasto-plastic behavior / Beam-and-column subassemblage / Beam-to-column connection / Ultimate strength / Deformation capacity / 2軸曲げ / 弱パネル / 柱はり集合材 |
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| Research Abstract |
Elasto-plastic behavior of steel reinforced concrete (SRC) space frames subjected to constant axial thrust and repeated biaxial bending with shear is investigated exprimentally, in order to establish an evaluation method for the earthquake resistance ability of SRC structures. Frame specimen consists of a column and four beams arranged in two directions, which modilizes beam-and-column subassemblage in a real building frame. Cross sections of members are made of H-steel(column:2H-148x30x6x9, beam:H-180x50x6x9) and 4 main reinforecements encased in concrete. In the test, constant vertical load at the column top and constant beam loads at tips of beams in y-direction are first applied, the latter simulating the long-term load. Then, antisymmetric, alternately repeated shear loads are applied at tips of beams in x-direction simulating the earthquake load. Experimental parameters are selected as follows: vertical load ratio (0.2 and 0.4); intensity and pattern of beam loads corresponding t
… More
o the long-term load; and failure modes (column-failure type and panel-failure type). New findings obtained from the tests are as follows: As to column-failing specimens; (1) The column deforms with a sharp kink at the connection panel, and the vertical load cannot be sustained, because of the drastic strength deterioration due to P- effect in the final stage of loading; (2) Damage is observed at ends of both upper and lower columns in speciments with beam loads in y-direction, while it concentrates at the top end of the lower column in the specimen subjected to planer loading; (3) Biaxial bending decreases the deformation capacity, but increases the ultimate strength. As to panel-failing specimens; (4) Steel panel at the beam-to-column connection is subjected to large plastic strains, but damage on concrete is not much observed due to beam restraints; (5) Hysteresis loop is a stable spindle-type, and either degradation due to repeated loading or strength deterioration due to P- effect are not so severe as in the case of the column-failing specimens. Less
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