| Project/Area Number |
12650585
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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 | Shibaura Institute of Technology |
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Principal Investigator |
KAMIMURA Tomohiko Shibaura Institute of Technology,Faculty of Engineering, Professor, 工学部, 教授 (00052879)
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| Co-Investigator(Kenkyū-buntansha) |
HAYASHI Shizuo Tokyo Institute of Technology, Materials and Structures Laboratory, Professor, 応用セラミックス研究所, 教授 (90092569)
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| Project Period (FY) |
2000 – 2001
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| Project Status |
Completed (Fiscal Year 2001)
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| Budget Amount *help |
¥2,900,000 (Direct Cost: ¥2,900,000)
Fiscal Year 2001: ¥300,000 (Direct Cost: ¥300,000)
Fiscal Year 2000: ¥2,600,000 (Direct Cost: ¥2,600,000)
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| Keywords | Reinforced Concrete Structures / Wall Girder / Joint / Eccentricity / Torsional Force / Ultimate Strength / Finite Element Method |
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| Research Abstract |
The mechanical behavior of wall girder-column subassemblages and beam-column subassemblages with one-sided eccentricity is discussed from the experimental results and the results of three-dimensional nonlinear analysis based on Finite Element Method. The following conclusions are obtained from the test results and the results of analysis : 1 The failure mode of girder-column subassemblages with eccentricity, which are designed so that joint should failed in shear in no consideration of eccentricity, was torsional failure is column subjected to torsion and shear. The amount of joint reinforcement and that of column longitudinal reinforcement did not have an influence on ultimate strength of a column in combined torsion and shear. The equation for predicting the ultimate strength of columns in combined torsion and shear approximately gives an agreement with the test data, but a failure criteria equation for the joint used in the same way as for the column does not give a prediction of-the ultimate strength of joints with eccentricity, because pure torsional strength of joints can not be calculated. 2 The proposed equation for the shear strength of column gives a prediction of the shear strength of wall girder-column joint without eccentricity. 3 In the case of beam-column joints with a small eccentricity, the equation for predicting the ultimate strength of joints under combined torsion and shear gives an agreement with the test data, And also the ultimate strength of joints can be estimated by considering the assumption of effective section' 4 In the case of wall girder-column joint with eccentricity, the results of three-dimensional nonlinear analysis indicate that torsional angle in joint is larger than that in column, The maximum compressive stress in joint is generated in side near the wall girder, and most of the joint shear stress is carried, in joint area near the wall girder.
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