Flexural performance of FRP reinforced concrete beams

Kara, İlker Fatih; Ashour, Ashraf

doi:10.1016/j.compstruct.2011.12.012

Cited by 111 publications

(36 citation statements)

References 18 publications

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“…This result seems to corroborate with that of Kassem et al [26] findings wherein they found out that increasing ρf by 50% and 100% will marginally increase the flexural capacity by just 4% and 16 %, respectively. The study conducted by Kara et al [44] showed that, for over-reinforced FRP-reinforced concrete beams, a large increase in FRP reinforcement produced a modest increase in normalised capacity. El-Nemr et al [6], however, suggested that the influence of ρf on the strength of FRP-reinforced concrete beams could be fully realised when ρf is increased three to four times.…”

Section: Influence Of the Reinforcement Ratiomentioning

confidence: 99%

Evaluation of the flexural strength and serviceability of geopolymer concrete beams reinforced with glass-fibre-reinforced polymer (GFRP) bars

Maranan

Manalo

Benmokrane

et al. 2015

Engineering Structures

141

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Geopolymer concrete reinforced with glass-fibre-reinforced polymer (GFRP) bars can provide a construction system with high durability, high sustainability, and adequate strength. Few studies deal with the combined use of these materials, and this has been the key motivation of this undertaking. In this study, the flexural strength and serviceability performance of the geopolymer concrete beams reinforced with GFRP bars were evaluated under a four-point static bending test. The parameters investigated were nominal bar diameter, reinforcement ratio, and anchorage system. Based on the experimental results, the bar diameter had no significant effect on the flexural performance of the beams. Generally, the serviceability performance of a beam is enhanced when the reinforcement ratio increases. The mechanical interlock and friction forces provided by the sand coating was adequate to secure an effective bond between the GFRP bars and the geopolymer concrete. Generally, the ACI 4401.R-06 and CSA S806-12 prediction equations underestimate the beam strength. The bending-moment capacity of the tested beams was higher than that of FRP-reinforced concrete beams from the previous studies.2

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Section: Influence Of the Reinforcement Ratiomentioning

confidence: 99%

Evaluation of the flexural strength and serviceability of geopolymer concrete beams reinforced with glass-fibre-reinforced polymer (GFRP) bars

Maranan

Manalo

Benmokrane

et al. 2015

Engineering Structures

141

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“…In the present study, moment-curvature relationships of FRP and steel reinforced concrete beams have been obtained by the numerical technique developed by Kara and Ashour [20] as summarized below. The moment-curvature relationships predicted are compared with these from experimental results for FRP and steel reinforced concrete beams.…”

Section: Moment-curvature Relationship Of Reinforced Concrete Sectionsmentioning

confidence: 99%

Moment redistribution in continuous FRP reinforced concrete beams

Kara

Ashour

2013

Construction and Building Materials

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The main purpose of this paper is to assess moment redistribution in continuous concrete beams reinforced with fibre reinforced polymer (FRP) bars. A numerical technique based on equilibrium of forces and full compatibility of strains has been developed to evaluate the moment-curvature relationships and moment capacities of FRP and steel reinforced concrete sections. Moment redistribution has then been assessed by comparing elastic and experimental moments at failure, and moment capacity at critical sections of continuous FRP reinforced concrete beams reported on the literature.The curvature of under reinforced FRP sections was large at FRP rupture but failure was sudden, that would not allow any moment redistribution. On the other hand, FRP over reinforced sections experienced higher curvature at failure than steel over reinforced sections owing to the lower FRP modulus of elasticity. Although the experimental and elastic bending moment distributions at failure are significantly different for many beams tested elsewhere, in particular CFRP reinforced concrete beams, the experimental bending moment over the middle support at failure was far lower than the corresponding moment capacity owing to the de-bonding of FRP bars from concrete in the middle support region. Furthermore, the hogging moment redistribution over the middle support is always larger than that at mid-span by around 66%. It was also shown that the load 2 capacity prediction of continuous FRP reinforced concrete beams using the de-bonding moment at the middle support section was the closest to the experimental failure load.

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“…Recently, there has been extensive research to investigate the flexural behavior of FRP reinforced concrete members [1][2][3][4][5][6][7][8][9][10][11][12][13][14][15][16][17]. Many design approaches to calculate the deflection of FRP reinforced concrete members have been proposed in these studies.…”

Section: Introductionmentioning

confidence: 99%