Reinforced and Prestressed Concrete

Kong, Fancong; Evans, R H

doi:10.1007/978-1-4899-7134-0

Cited by 76 publications

(22 citation statements)

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“…These results were consistent with classical reinforced concrete beam theory (Kong and Evans, 1987) which predicted that the yielding of the tensile reinforcement would be initiated at a load of 52 kN and that the capacity in shear was 110 kN.…”

Section: Experimental Test Resultssupporting

confidence: 91%

Smeared crack models of RC beams with externally bonded CFRP plates

Fanning

Kelly²

2000

Computational Mechanics

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Concrete, a complex mix of variously sized aggregates, sand, water, additives and cement binder, is one of the more common engineering materials used for the design and construction of structures and bridges. Concrete is characterised by good compressive strength properties but it demands the use of internal reinforcement, generally in the form of round steel bars, to carry tensile stresses. The strength of the resulting element is dependent on the amount and distribution of steel reinforcement included during construction. It is not however possible to include additional internal reinforcement after construction in the event of the applied loading being increased and therefore consideration must be given to strengthening the structure externally, demolishing it, or con®ning it to speci®c usage, for example a maximum weight restriction on a bridge. In circumstances where restricted usage is not practicable structural strengthening is generally more favourable than demolition and replacement. Research in the area of strengthening of existing bridge beams is currently topical in the European Union given recent EU directives, aimed at encouraging free trade and movement of goods and services, which require all bridges to take 40 tonne vehicles.This paper describes the numerical modelling procedures employed, using smeared crack models available in ANSYS V5.4, to capture the load-deformation response and modes of failure, of reinforced concrete beams which have been strengthened, using carbon ®bre reinforced polymer (CFRP) composite material plates. Experimental veri®cations of these simulations have also been performed and are discussed in the present paper.

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Section: Experimental Test Resultssupporting

confidence: 91%

Smeared crack models of RC beams with externally bonded CFRP plates

Fanning

Kelly²

2000

Computational Mechanics

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“…The sectional analysis procedure is similar to that for conventional RC columns (Kong and Evans, 1987;Park and Paulay, 1975) and FRP-confined columns (Jiang and Teng, 2012b). The only difference is that SSTT confinement effects are introduced by integration of the stress-strain model for SSTT-confined HSC section as described in the previous section.…”

Section: Development Of Moment-curvature Curvementioning

confidence: 99%

New theoretical model for SSTT-confined HSC columns

Khun

Awang

Omar

2014

Magazine of Concrete Research

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The concrete-confining method using low-cost steel straps, also known as the steel-strapping tensioning technique (SSTT), has proven to be effective in increasing the load-carrying capacity and ductility of high-strength concrete (HSC). However, the technique is restricted to short columns subjected to concentric loads as most of the studies on the SSTT have focused on concentrically loaded short HSC specimens. The performance of the SSTT in confining eccentrically loaded slender HSC columns is not fully understood due to a scarcity of experimental and theoretical data. Against this background, a theoretical model for analysing slender SSTT-confined cylindrical HSC columns is developed based on a numerical integration method. A previously proposed stress-strain empirical model is employed to develop the theoretical model. The model is used to generate the load-deflection curves and axial load-moment interaction diagrams of SSTT-confined HSC columns. Based on comparisons with existing experimental results, the proposed theoretical model accurately captured the behaviour of SSTT-confined HSC columns. It is also concluded that the previously proposed stress-strain empirical model is reasonably accurate for SSTT-confined HSC columns of both circular and rectangular cross-section.

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“…It is well established that bond stresses at the interface between concrete and flexural reinforcement lead to inclined ('shear') cracking in reinforced concrete (RC) beam-column elements (Kong and Evans, 1987). Since shear cracking results in brittle modes of failure, a large amount of research work carried out to date on RC design has been concerned with addressing the 'shear' failure modes.…”

Section: Introductionmentioning

confidence: 99%

Behaviour of reinforced concrete beams with non-bonded flexural reinforcement

Kotsovos¹,

Vougioukas

Kotsovos

2015

Magazine of Concrete Research

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The work presented concerns an investigation of the effect of bond between concrete and longitudinal reinforcement on the behaviour of reinforced concrete beams, without transverse reinforcement, subjected to transverse loading combined with an axial force in selected cases. The results showed that the development of bond anywhere within the shear span inevitably leads to inclined cracking, which is the cause of ‘shear' failure. Similarly, eliminating bond throughout the beam's span was also found not to safeguard against premature failure. On the other hand, allowing the development of bond only within the shear-free region of the beam was found not only to prevent failure within the shear span, but also to allow the calculation of flexural capacity as for the case of beams with steel bonded to concrete throughout their span.

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Reinforced and Prestressed Concrete

Cited by 76 publications

References 0 publications

Smeared crack models of RC beams with externally bonded CFRP plates

Smeared crack models of RC beams with externally bonded CFRP plates

New theoretical model for SSTT-confined HSC columns

Behaviour of reinforced concrete beams with non-bonded flexural reinforcement

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