| Project/Area Number |
15560509
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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 |
Building structures/materials
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| Research Institution | Fukuoka University (2004-2005)
Kyushu Kyoritsu University (2003) |
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Principal Investigator |
ESAKI Fumiya Fukuoka University, Engineering, Professor, 工学部, 教授 (90127986)
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| Co-Investigator(Kenkyū-buntansha) |
ONO Masayuki Kinki University, School of Humanity-oriented Science and Engineering, Professor, 産業理工学部, 教授 (80088640)
CHUNG Jinan Fukuoka University, Engineering, Research Associate, 工学部, 助手 (00330902)
田中 睦 九州共立大学, 工学部, 助手 (10352098)
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| Project Period (FY) |
2003 – 2005
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| Project Status |
Completed (Fiscal Year 2005)
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| Budget Amount *help |
¥3,600,000 (Direct Cost: ¥3,600,000)
Fiscal Year 2005: ¥800,000 (Direct Cost: ¥800,000)
Fiscal Year 2004: ¥1,200,000 (Direct Cost: ¥1,200,000)
Fiscal Year 2003: ¥1,600,000 (Direct Cost: ¥1,600,000)
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| Keywords | R / C Column / Un-bond / PC steel bar / Residual deformation / Shear wall / Flexural failure |
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| Research Abstract |
The aim of this study is to develop the reinforced concrete buildings whose residual lateral drift was decreased after severe earthquake excitation by using the R/C columns with un-bonded high strength longitudinal reinforcing bars. Also, this study intend to improve the lateral drift capacity of framed shear walls failed in flexure by using the un-bonded longitudinal reinforcing bars in their edge columns. The followings were concluded.
(1)Relation between the experienced lateral drift angle, Ro, and the residual one, Rr, on the R/C columns failed in flexure
The relation between Ro and Rr was obtained by the experimental data mentioned in the technical papers of AIJ annual meeting printed in 1993-1993. The residual lateral drift increased gradually at the stage where the experienced lateral drift was over 1%.
(2)Hysteresis response of R/C columns with un-bonded longitudinal reinforcing bars
The increase of the residual lateral drift of the columns with un-bonded high strength bars was less than that of the columns with bonded normal ones under the large drift. The self-centering hysteresis response was observed in the specimens with the un-bonded longitudinal reinforcing bars. The residual lateral drift of columns with un-bonded bars was small at the stage where the experienced lateral drift angle was 3%.
(3)Hysteresis response of R/C framed shear walls with their edge columns reinforced by un-bonded longitudinal reinforcing bars
The lateral drift capacity of shear walls was improved by using the un-bonded longitudinal reinforcing bars. The end of edge column in the compression side required the confinement bars in order to improve more the deformation capacity.
(4)Hysteresis response of cross type sub-assemblage frame with the column reinforced by the un-bonded bars
The residual drift of the frame was larger than that of the columns because the plastic deformation of the beam-column joint and the beams occurred.
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