Ductility of FRP plated flexural members

Oehlers, Deric J.

doi:10.1016/j.cemconcomp.2006.07.006

Cited by 19 publications

(13 citation statements)

References 13 publications

(25 reference statements)

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“…not including the hinge points) that was wholly on the rising branch O-A remains in the rising branch O-A, so that the curvature adjacent to the hinge points reduces to ÷ OA1 : Hence there is a step change in the curvature, shown as˜÷ B in Figure 10, which occurs over a hinge of zero length as shown in Figure 11(c). This is, of course, an impossibility, as first recognised by Barnard and Johnson (1965) and Wood (1968), and this will be referred to here as the zero hinge length problem (Daniell et al, 2008;Oehlers, 2006).…”

Section: Moment-rotationmentioning

confidence: 97%

“…For ease of discussion, let us idealise the moment-curvature relationship as bilinear (Oehlers, 2006), as in Figure 10. Let us assume that the cross-section of the continuous beam in Figure 11(a) has the bilinear relationship O-A-B in Figure 10, which has a rising branch O-A with a peak moment, M A , that occurs at a curvature, ÷ A , followed by a falling branch A-B.…”

Section: Moment-rotationmentioning

confidence: 99%

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A generic unified reinforced concrete model

Oehlers

Ali

Griffith

et al. 2012

Proceedings of the Institution of Civil Engineers - Structures

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The behaviour of reinforced concrete members with ductile steel reinforcing bars at the ultimate limit state is extremely complex. Consequently, there has been a tendency for the seemingly disparate research areas of flexure, shear and confinement to follow separate paths in order to develop safe approaches to design. In this paper, it is shown how the already much researched and established, but somewhat peripheral, areas of reinforced concrete research of shear friction, partial interaction and rigid body displacements can be combined to produce a single unified reinforced concrete model that simulates the moment-rotation of hinges and their capacities, the shear deformation across critical diagonal cracks leading to failure and the effect of confinement on these behaviours. It is shown that this unified reinforced concrete model is completely generic, as it can be used to simulate reinforced concrete members with any type of reinforcement material (including brittle steel or fibre-reinforced polymer), various cross-sectional shapes of reinforcement (not only round bars but also flat externally bonded or rectangular near surface mounted adhesively bonded plates) and any type of concrete (e.g. high-strength or fibre-reinforced concrete). This new model, therefore, should allow the development of more accurate and safe design procedures as well as enabling more rapid development of new technologies.

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Section: Moment-rotationmentioning

confidence: 97%

Section: Moment-rotationmentioning

confidence: 99%

A generic unified reinforced concrete model

Oehlers

Ali

Griffith

et al. 2012

Proceedings of the Institution of Civil Engineers - Structures

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“…The measured rotations at ε start and ε end , that is the rotations at the start and end of softening (θ start and θ end ), are given in Table 2 in Columns (7) and (8). The moments at ε start and ε end are the moments M start and M end in the softening region approach where M start can be derived from Columns (2) and (11) in Table 2 and M end is the moment at 95% P max where P max is given in Column 11 of Table 2.…”

Section: Prism Testsmentioning

confidence: 99%

“…However, there are key problems associated with both these methods [11,9,8,10,7]. Numerical models, such as finite element models, have difficulty in directly quantifying the length of the concrete softening zone; this is referred to here as the zero hinge length problem [10] and is described in the following section.…”

Section: Introductionmentioning

confidence: 99%

The softening rotation of reinforced concrete members

Daniell

Oehlers

Griffith

et al. 2008

Engineering Structures

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“…Several authors classify the failure modes of strengthened beams with CFRP in classics, namely: crushing of the concrete [16][17], yielding of the steel could be followed by the crushing of the concrete [16][17], yielding of the steel could be followed by the rupture of the strengthening [16] and shear failure [8]; and premature, such as: debonding of the strengthening by crack of bending [18] or flexure-shear, failure by debonding of the strengthening caused by critical diagonal crack [18][19], failure by rupture of the concrete cover [18], debonding of the strengthening [20], failure by debonding of the strengthening and by delamination of the concrete cover [18], interlaminar rupture of the strengthening [16] and debonding at the interface between the adhesive and the concrete or between the adhesive and the CFRP [16].…”

Section: Experimental Ultimate Loads and Failure Modesmentioning

confidence: 99%

Experimental analysis of reinforced concrete beams strengthened in bending with carbon fiber reinforced polymer

Vieira

Santos

Mont'alverne

et al. 2016

Rev. IBRACON Estrut. Mater.

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The use of carbon fiber reinforced polymer (CFRP) has been widely used for the reinforcement of concrete structures due to its practicality and versatility in application, low weight, high tensile strength and corrosion resistance. Some construction companies use CFRP in flexural strengthening of reinforced concrete beams, but without anchor systems. Therefore, the aim of this study is analyze, through an experimental program, the structural behavior of reinforced concrete beams flexural strengthened by CFRP without anchor fibers, varying steel reinforcement and the amount of carbon fibers reinforcement layers. Thus, two groups of reinforced concrete beams were produced with the same geometric feature but with different steel reinforcement. Each group had five beams: one that is not reinforced with CFRP (reference) and other reinforced with two, three, four and five layers of carbon fibers. Beams were designed using a computational routine developed in MAPLE software and subsequently tested in 4-point points flexural test up to collapse. Experimental tests have confirmed the effectiveness of the reinforcement, ratifying that beams collapse at higher loads and lower deformation as the amount of fibers in the reinforcing layers increased. However, the increase in the number of layers did not provide a significant increase in the performance of strengthened beams, indicating that it was not possible to take full advantage of strengthening applied due to the occurrence of premature failure mode in the strengthened beams for pullout of the cover that could have been avoided through the use of a suitable anchoring system for CFRP.

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Ductility of FRP plated flexural members

Cited by 19 publications

References 13 publications

A generic unified reinforced concrete model

A generic unified reinforced concrete model

The softening rotation of reinforced concrete members

Experimental analysis of reinforced concrete beams strengthened in bending with carbon fiber reinforced polymer

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