| Project/Area Number |
04650414
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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 |
コンクリート工学・土木材料・施工
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| Research Institution | Hokkaido University |
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Principal Investigator |
KAKUTA Yoshio Hokkaido University, Department of Civil Engineering, Professor (Fac.of Eng.), 工学部, 教授 (60001210)
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| Co-Investigator(Kenkyū-buntansha) |
TAKAHASHI Yoshihiro Hokkai-gakuen University, Department of Civil Engineering, Professor (Fac.of Eng, 工学部, 教授 (80137398)
FURUUCHI Hitoshi Hokkaido University, Department of Civil Engineering, Research Associate (Fac.of, 工学部, 助手 (60165462)
UEDA Tamon Hokkaido University, Department of Civil Engineering, Associate Professor (Fac.o, 工学部, 助教授 (00151796)
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| Project Period (FY) |
1992 – 1993
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| Project Status |
Completed (Fiscal Year 1993)
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| Budget Amount *help |
¥2,100,000 (Direct Cost: ¥2,100,000)
Fiscal Year 1993: ¥500,000 (Direct Cost: ¥500,000)
Fiscal Year 1992: ¥1,600,000 (Direct Cost: ¥1,600,000)
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| Keywords | Reinforced concrete / Slab / Punching shear / Axial force / Shear reinforcement / Continuous fiber reinforcement / Finite element analysis / Axis-symmetric problem |
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| Research Abstract |
In this year the objectives were
- evaluation of influence of shear reinforcement amount on punching shear strength
- establishment of a macro model for out-plane shear resisting mechanism using nonlinear finite element analyzes
The results are summarized as follows :
1 In order to clarify the influence of shear reinforcement amount, two-way slabs were tested in which shear reinforcement amount was varied from 0 to 0.34% by varying number of deformed stirrups with the same diameter. Although apunching shear strength in the case without the stirrup was understimated by the equations in CEB/FIP Model Code 90 (The equation in JSCE's Standard Specification estimated it reasonably.), increments in the punching shear strength with increase in shear reinforcement amount was estimated approximately. For the cases of small amounts of shear reinforcement (0.11 and 0.23%) the ovserved strength increments were less than the predicted ones probably because the stirrups were placed at too big spacings.
2 Since variation of punching shear strength due to variation of tensile reinforcement stiffness (ratio times elastic modulus) is the same as that of shear compression strength of linear members, a new macro model was proposed applying the shear resisting model for linear members which was derived from numerical experiments with nonlinear finite element analyzes to planer members (slabs). This model consists of shear resisting of concrete in compression zone and shear resisting in shear cracking zone. It is necessary to quantify sizes and critical stresses of the two zones.
Presently a constitutive model for concrete subject to tri-axial stresses is being implemented into the program of the nonlinear finite element analysis. It is mecessary to establish a macro model for shear resisting in which unclarified parameters, such as loading area configuration and shear span to depth ratio, are considered, conducting numerical and experimental analyzes.
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