Flexural strength and ductility of reinforced normal- and high-strength concrete beams

Pam, HJ; Kwan, A.K.H.; Islam, Mohammad K.

doi:10.1680/stbu.146.4.381.45454

Cited by 24 publications

(27 citation statements)

References 4 publications

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“…(21) against 456 numerical results for all reinforcement yield strengths, the COV obtained for the ratio of proposed Eq. (21) to numerical result is 33% of that obtained using Pam's et al (2001a) prediction by Eq. (2) and 85% of that obtained using Kwan's et al (2002) The curvature ductility can be conveniently predicted using the proposed Eq.…”

Section: Discussionmentioning

confidence: 65%

“…The ability of curvature ductility for singly reinforced sections is influenced by some factors such as the tensile reinforcement ratio, the compressive strength of concrete and yield strength of reinforcement, but the most important one is the tensile reinforcement ratio. Many researches have been conducted for studying the curvature ductility of RC sections (Ho et al 2003(Ho et al , 2004Lee and Pan 2003;Pam et al 2001aPam et al , 2001bKwan et al 2002). …”

Section: Curvature Ductility Factormentioning

confidence: 99%

“…Based on experimental results, Pam et al (2001a) proposed to set a maximum limit to the tension steel to balanced steel ratio, whose values at different concrete strengths are given and developed a simple formula for predicting the ductility of beams. Unconfined models developed for NSC may not be applicable to HSC.…”

Section: Introductionmentioning

confidence: 99%

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Curvature Ductility Prediction of Reinforced High‐strength Concrete Beam Sections

Arslan

Cihanli

2010

Journal of Civil Engineering and Management

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Abstract. The ductility of reinforced concrete beams is very important, since it is essential to avoid a brittle failure of the structure by ensuring adequate curvature at the ultimate limit state. One of the procedures used to quantify ductility is based on curvatures, namely, curvature ductility. It is necessary to know the curvature ductility of singly reinforced highstrength concrete (HSC) sections for determining a maximum permissible tensile reinforcement ratio or a maximum depth of the concrete compression area in design codes. The requirements of several codes and methods of prediction of the curvature ductility are based on the experimental results of normal strength concrete (NSC). The rules derived for NSC sections may not be appropriate for HSC sections, and verifications and modifications may be required for the evaluation of curvature ductility of HSC sections. In this study, the major factors affecting the curvature ductility of a singly reinforced HSC beam section are investigated. Based on numerical analyses, a parametric study has been carried out to evaluate the effects of various structural parameters on the curvature ductility of reinforced HSC beam sections.

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Section: Discussionmentioning

confidence: 65%

Section: Curvature Ductility Factormentioning

confidence: 99%

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Curvature Ductility Prediction of Reinforced High‐strength Concrete Beam Sections

Arslan

Cihanli

2010

Journal of Civil Engineering and Management

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“…The potentially brittle behaviour of HSC members has been a major concern for structural engineers using HSC. For instance, a series of experimental tests demonstrated that HSC beams would fail in a very brittle manner if they had a large tension steel ratio (Pam et al, 2001). Column tests (Ho and Pam, 2003) showed that HSC columns should be installed with much more transverse steel than NSC columns to maintain the same level of flexural ductility, otherwise the ductility may decrease to a very low level, which may endanger the safety of occupants under extreme events.…”

Section: Introductionmentioning

confidence: 99%

Uniaxial behaviour of confined high-strength concrete-filled-steel-tube columns

Lai

Luo³

2014

Proceedings of the Institution of Civil Engineers - Structures

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High-strength concrete (HSC) columns are usually provided with heavy confining steel within the potential plastic hinge region to restore flexural ductility. However, as the effectiveness of confining steel decreases with the concrete strength, the required confining steel content for high-strength concrete columns becomes very large, which causes steel congestion in the proximity of beam-column joints. A better method is to adopt a concrete-filled-steel-tube (CFST) column, which uses a hollow steel tube to confine high-strength concrete. Compared with ordinary reinforcement, concrete-filled-steel-tube columns provide a more uniform confining pressure to the concrete core and reduce steel congestion. Nonetheless, a major shortcoming of concrete-filled-steel-tube columns is that the imperfect interface bonding occurs at the elastic stage as steel dilates more than concrete in compression. This adversely affects the confinement of the steel tube and decreases the elastic strength and modulus. To resolve the problem, it is proposed in this study to use external steel confinement in the forms of rings and ties to restrict the dilation of the steel tube. For verification, a series of uniaxial compression tests on externally confined concrete-filled-steel-tube columns was performed. Theoretical models for predicting the uniaxial load-carrying capacity of ring-confined concrete-filled-steeltube columns were also developed.

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“…Such a reinforcement layout is often met in the RC members made out of high strength concrete that are part of the structures located in seismic areas. The reinforcement in the compression area is used to increase the ductility of the structural concrete members 6) and to prevent the brittle failure of the high strength concrete elements 7) .…”

Section: Introductionmentioning

confidence: 99%

Shear Behavior of Doubly Reinforced Concrete Beams With and Without Steel Fibers Affected by Distributed Cracks

Toma

Miki

Niwa

2007

JSCE JOURNAL OF MATERIALS, CONCRETE STRUCTURES AND PAVEMENTS

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The present study is aimed at investigating the shear behavior of reinforced concrete beams with doubly reinforced rectangular cross-section, with and without steel fibers, affected by distributed cracks. The influence of the distributed cracks was mathematically quantified with the help of a crack density parameter. Monotonic loading tests were conducted on the RC beams and their failure indicated a mixed mode between both diagonal tension and diagonal compression failures. Due to the reinforcement layout, the effect of the longitudinal compression reinforcement on the shear carrying capacity should be taken into account. The distributed cracks were shown to have less influence on the peak load of doubly reinforced concrete beams.

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Flexural strength and ductility of reinforced normal- and high-strength concrete beams

Cited by 24 publications

References 4 publications

Curvature Ductility Prediction of Reinforced High‐strength Concrete Beam Sections

Curvature Ductility Prediction of Reinforced High‐strength Concrete Beam Sections

Uniaxial behaviour of confined high-strength concrete-filled-steel-tube columns

Shear Behavior of Doubly Reinforced Concrete Beams With and Without Steel Fibers Affected by Distributed Cracks

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