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Home > Publications > International Concrete Abstracts Portal
Showing 1-5 of 22 Abstracts search results
Document:
SP176-01
Date:
October 1, 1998
Author(s):
S.L. McCabe
Publication:
Symposium Papers
Volume:
176
Abstract:
Considerations regarding bond and development of reinforcement in high strength concrete (HSC) are presented from a North American perspective. The information contained in this paper is a compilation of information from various sources and represents a survey of the basis for North American approaches to bond of normal and high strength concrete under monotonic and cyclic loading. The paper was presented in part at the Second US-Japan-New Zealand-Canada Multilateral Meeting on the performance of HSC held in Honolulu November 29-December 1,1994.
DOI:
10.14359/5892
SP176-02
S. Fujii, H. Noguchi and S. Morita
In this paper, research on bond and anchorage of reinforcement in high strength concrete were reviewed. They were classified to three groups: research on bond capacity with splitting of surrounding concrete, bond deterioration of bars passing through beam-column joints and anchorage capacity of hooked bars in beam-column joints. A characteristic property of low tensile strength relative to the high compressive strength results in a small increase of bond and anchorage capacity if the failure mode is governed by concrete splitting. Transverse reinforcement is more important for high strength concrete. The effect of concrete strength is more for the bond which failed in concrete crushing or direct shearing at the interface, such as the bar passing through the joint. High compressive strength and high rigidity of stress-strain curve makes the local bond-slip curve stiffer. Low sedimentation and low bleeding effects make the top bar effect small. bBfyy By analyzing available research, bond and anchorage capacities were evaluated quantitatively for practical design use.
10.14359/5893
SP176-03
D. Bull
This paper presents an overview of the provisions for anchorage and development of reinforcement in concrete for New Zealand concrete design code : NZS 3101: 1995 (1). These provisions take into account the nature of high strength concrete (compressive strength f’c > 55 MPa (8000 psi)) and the expected performance under seismic loading. The criteria for development lengths for straight reinforcement (with specific surface deformations) and those for bars terminated with hooks are largely based on recent studies of Sozen and Moehle and ACI 318: 1989. Simple, conservative equations are presented along with less conservative equations of more complexity.
10.14359/5894
SP176-04
S.K. Ghosh
This article points out the requirements of ACI 318 (1) and the Uniform Building Code (2) concerning the confinement of concrete in beams, columns and shearwalls that are part of the lateral force resisting system of a structure in a region of high seismicity. It reviews available research to assess the adequacy of these requirements when high-strength concrete is used in the structural members. ACI 318 notation is used throughout this article.
10.14359/5895
SP176-05
D. Kato, F. Watanabe, M. Nishiyama and H. Sato
The first purpose of this report is to introduce experiments on 91 square confined concrete specimens and 59 circular ones with high strength materials subjected to monotonic and concentric axial loading conducted in Japan recently. The concrete strength of specimens ranged from-27 MPa to 132 MPa and the strength of transverse reinforcement ranged from 173 Mpa to 1360 MPa. Small size specimens with section dimension of about 200 mm have been conducted mainly but it is notable that four quasi-real size specimens with 470 mm square section were tested through the New RC Projects. The second purpose of this report is to introduce the recent research works on models, examining their feasi-bility. Conclusions included the following: (1)Regarding the maximum strength of the square confined specimens, the predictions with the models proposed by Sakino et al. and Watanabe et al. were accurate enough especially for quasi-real size specimens. However, the accuracy of the prediction for the axial strain became much worse compared with that for maximum strength in each model. (2)Regarding the stress-strain curves, the relations of the model by Sakino were quite similar to the observed curves until the end of the loading of quasi-real size specimens. (3)Regarding the effects of the material strengths, assuming that the model by Sakino was true, it was concluded that the stress increase was indc-pendent of the concrete strength and proportional to the strength of transverse reinforcement as far as it reached 6X7 MPa. On the other hand, the strain increase depended on the concrete strength: it decreased with the increasing value of the concrete strength.
10.14359/5896
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