| Project/Area Number |
16360280
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| Research Category |
Grant-in-Aid for Scientific Research (B)
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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 Metropolitan University |
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Principal Investigator |
NISHIKAWA Takao Tokyo Metropolitan Univ., Dept. of Architecture, Professor, 都市環境学部, 教授 (30087275)
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| Co-Investigator(Kenkyū-buntansha) |
KITAYAMA Kazuhiro Tokyo Metropolitan Univ., Dept. of Architecture, Associate Professor, 都市環境学部, 助教授 (70204922)
YAMAMURA Kazushige Tokyo Metropolitan Univ., Dept. of Architecture, Research Associate, 都市環境学部, 助手 (30220437)
KISHIDA Shinji Shibaura Institute of Technology, Dept. of Architecture, Associate Professor, 工学部, 助教授 (10322348)
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| Project Period (FY) |
2004 – 2005
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| Project Status |
Completed (Fiscal Year 2005)
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| Budget Amount *help |
¥12,300,000 (Direct Cost: ¥12,300,000)
Fiscal Year 2005: ¥4,400,000 (Direct Cost: ¥4,400,000)
Fiscal Year 2004: ¥7,900,000 (Direct Cost: ¥7,900,000)
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| Keywords | Reinforced concrete / Pre-stressed concrete / Beam-column joint / Shear failure / Bond deterioration / Failure mechanism / PC tendon / Beam reinforcing bar / プレストレスト・コクリート / 耐震性能 / せん断 / 付着 |
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| Research Abstract |
Shear resisting mechanism and failure mechanism of plane and three-dimensional beam-column joint panels were studied through a series of static tests under reversed cyclic loading; twelve specimens with plane cruciform shape and two three-dimensional specimens made of pre-stressed reinforced concrete (called as PRC) and precast pre-stressed concrete (called as PCaPC).
Conclusions drawn by the study are mentioned as follows.
1) Joint panel covered by four transverse beams in PCaPC frames failed in shear similarly to R/C beam-column joints.
2) The beam-column joint with unbonded tendons within a joint panel also failed in shear.
3) Shear strength of cruciform PCaPC beam-column joint panel can be computed by the same manner as R/C beam-column joints, i.e., as a function of concrete compressive strength regardless of the bond condition along beam post-tensioning tendons and the arrangement of the tendons.
4) Joint shear strength was enhanced to 25 percent or 13 percent by four or three transver
… More
se beams framing into the joint panel respectively comparing with that of a plane beam-column joint specimen.
5) The capacity point of a set of maximum story shear forces in each direction under bi-lateral loading was located at the outside of rectangular bi-directional interaction surface of joint shear capacity. This means that safety to earthquake excitations can be sustained for a PCaPC beam-column joint by designing joints to shear forces in respective directions independently.
6) For PRC plane beam-column joint specimens, three failure types were observed. A story drift angle at the peak shear capacity varied from 1.5 % to 2.9 %. For four specimens which were reinforced by deformed PC tendons and failed by beam flexural yielding, PC tendons ruptured after a story drift angle of 2 % and lateral story shear capacity descended remarkably.
7) Residual flexural crack width at beam critical sections increased suddenly due to no tensile yielding but bond deterioration of beam longitudinal reinforcement or PC tendons. Less
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