Please use this identifier to cite or link to this item: http://hdl.handle.net/10397/5402
DC FieldValueLanguage
dc.contributorDepartment of Civil and Environmental Engineering-
dc.creatorTeng, JG-
dc.creatorChen, GM-
dc.creatorChen, JF-
dc.creatorRosenboom, OA-
dc.creatorLam, L-
dc.date.accessioned2014-12-11T08:28:54Z-
dc.date.available2014-12-11T08:28:54Z-
dc.identifier.issn1090-0268-
dc.identifier.urihttp://hdl.handle.net/10397/5402-
dc.language.isoenen_US
dc.publisherAmerican Society of Civil Engineersen_US
dc.rightsJOURNAL OF COMPOSITES FOR CONSTRUCTION © ASCEen_US
dc.rightsThis is the author’s version of a work that was accepted for publication in Journal of Composites for Construction. The open URL of the article: http://dx.doi.org/10.1061/ ASCE CC.1943-5614.0000040en_US
dc.subjectShear resistanceen_US
dc.subjectFiber reinforced polymersen_US
dc.subjectReinforced concreteen_US
dc.subjectRehabilitationen_US
dc.subjectBondingen_US
dc.subjectShear strengthen_US
dc.titleBehavior of RC beams shear strengthened with bonded or unbonded FRP wrapsen_US
dc.typeJournal/Magazine Articleen_US
dc.description.otherinformationAuthor name used in this manuscript: J. G. Tengen_US
dc.identifier.spage394-
dc.identifier.epage404-
dc.identifier.volume13-
dc.identifier.issue5-
dc.identifier.doi10.1061/(ASCE)CC.1943-5614.0000040-
dcterms.abstractReinforced concrete (RC) beams shear-strengthened with fiber-reinforced polymer (FRP) fully wrapped around the member usually fail due to rupture of FRP, commonly preceded by gradual debonding of the FRP from the beam sides. To gain a better understanding of the shear resistance mechanism of such beams, particularly the interaction between the FRP, concrete, and internal steel stirrups, nine beams were tested in the present study: three as control specimens, three with bonded FRP full wraps, and three with FRP full wraps left unbonded to the beam sides. The use of unbonded wraps was aimed at a reliable estimation of the FRP contribution to shear resistance of the beam and how bonding affects this contribution. The test results show that the unbonded FRP wraps have a slightly higher shear strength contribution than the bonded FRP wraps, and that for both types of FRP wraps, the strain distributions along the critical shear crack are close to parabolic at the ultimate state. FRP rupture of the strengthened beams occurred at a value of maximum FRP strain considerably lower than the rupture strain found from tensile tests of flat coupons, which may be attributed to the effects of the dynamic debonding process and deformation of the FRP wraps due to the relative movements between the two sides of the critical shear crack. Test results also suggest that while the internal steel stirrups are fully used at beam shear failure by FRP rupture, the contribution of the concrete to the shear capacity may be adversely affected at high values of tensile strain in FRP wraps.-
dcterms.bibliographicCitationJournal of composites for construction, Oct. 2009, v. 13, no. 5, p. 394–404-
dcterms.isPartOfJournal of composites for construction-
dcterms.issued2009-10-
dc.identifier.isiWOS:000269849300006-
dc.identifier.scopus2-s2.0-70349330250-
dc.identifier.eissn1943-5614-
dc.identifier.rosgroupidr46471-
dc.description.ros2009-2010 > Academic research: refereed > Publication in refereed journal-
dc.description.oapreprint_postprint-
Appears in Collections:Journal/Magazine Article
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