2006
DOI: 10.1016/j.cemconcomp.2006.07.006
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Ductility of FRP plated flexural members

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Cited by 19 publications
(13 citation 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%
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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%
“…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%
“…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%