Behavior and Ductility of Simple and Continuous FRP Reinforced Beams

Grace, Nabil F.; Soliman, A.K.; Abdel‐Sayed, George; Saleh, Kaveh

doi:10.1061/(asce)1090-0268(1998)2:4(186)

Cited by 165 publications

(109 citation statements)

References 1 publication

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“…In this section, the moment redistribution in FRP reinforced concrete continuous beams available in the literature [4,[15][16][17][18][19] is investigated. Geometrical dimensions, reinforcement details and material properties of FRP reinforced concrete continuous beams considered are given in Table 1.…”

Section: Moment Redistribution In Continuous Reinforced Concrete Beamsmentioning

confidence: 99%

“…The reinforcement arrangement has affected the mode, load and location of beam failure as reported in different experimental investigations [4,[15][16][17][18][19].…”

Section: Moment Redistribution In Continuous Reinforced Concrete Beamsmentioning

confidence: 99%

“…However very few, though important studies, investigated the behaviour of continuous concrete beams reinforced with FRP bars [4,15,[16][17][18][19]. Based on testing of continuously supported T-section concrete beams reinforced with FRP and steel reinforcement, Grace et al [16] concluded that beams with different FRP reinforcement arrangements demonstrated the same load capacity as steel reinforced concrete beams but the ductility and failure modes were different. Ashour and Habeeb [17,18] presented test results of continuous FRP reinforced concrete beams with different combinations of reinforcement ratios at mid-span and over middle support.…”

Section: Introductionmentioning

confidence: 99%

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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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Section: Moment Redistribution In Continuous Reinforced Concrete Beamsmentioning

confidence: 99%

“…The reinforcement arrangement has affected the mode, load and location of beam failure as reported in different experimental investigations [4,[15][16][17][18][19].…”

Section: Moment Redistribution In Continuous Reinforced Concrete Beamsmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

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Moment redistribution in continuous FRP reinforced concrete beams

Kara

Ashour

2013

Construction and Building Materials

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“…According to the study results by Grace et al [13], ductile failure is dominant when the energy ratio is greater than 75%, and semi-ductile is considered when the energy ratio is in range of 70-74 %. If the energy ratio is less than 69%, brittle failure is dominant.…”

Section: Ductility Evaluation Using the Concept Of Energymentioning

confidence: 99%

Improvement of the seismic retrofit performance of damaged reinforcement concrete piers using a fiber steel composite plate

Han¹,

Song²,

Han³

et al. 2013

Safety and Security Engineering V

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An experimental study was conducted to verify the application and efficiency of the jacket retrofit method to ensure seismic performance of damaged reinforcement concrete (RC) bridge piers. A total of 4 RC bridge piers were made and then 3 piers were pre-loaded under the range of service load to be damaged. These piers were retrofitted and repaired using a carbon fiber reinforced polymer (CFRP), steel plate, and fiber steel composite (FSC) plates. These retrofitted and repaired piers were subjected to repeated monotonic loading. Hysteresis and ultimate behaviours of the 3 RC piers were evaluated and compared with those of 1 non-damaged pier (standard specimen). As a test result, the retrofitted and repaired RC bridge piers applied by the jacket retrofit method were ensured under the targeted displacement ductility and ultimate load. The ultimate load and displacement ductility of the pier retrofitted and repaired by FSC plate were higher than those of other piers by CFRP and steel plates and also the pier by FSC plate showed better energy dissipation capacity than others. Generally, RC bridge pier retrofitted and repaired with the jacket retrofit method has low ductility but it was found that the pier retrofitted and repaired by FSC plate combined with CFRP and steel wire had overcome effectively this disadvantage through ductility evaluation based on the concept of energy numerically. This experiment showed that one could improve the safety margin and targeted ductility by repairing the cracks, spalls, etc. of the damaged RC Safety and Security Engineering V 853 bridge piers appropriately and then retrofitting them with the high ductile materials.

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“…The concept of structural ductility can be defined as an ability to sustain the applied loads beyond the elastic limit without significant loss of load-carrying capacity until failure (Grace et al 1998;Pam et al 2001). However, quantifying ductility is still a controversial issue because no absolute definition exists.…”

Section: Introductionmentioning

confidence: 99%

Research on Calculation Methods for Ductility of RC Beams with Near-Surface Mounted CFRP Plate Reinforcement

Lang-ni¹,

Ma²,

Ma³

et al. 2017

dtcse

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Fiber-reinforced polymer (FRP) strengthening systems are widely accepted in engineering practice as means to enhance the flexural strength of RC members, but resulting in decreased ductility. To improve the flexural capacity of RC beams strengthened with CFRP plate, but also to ensure the enough ductility, a study was carried out. Putting forward the design method of CFRP embedded reinforcement beams based on ductility ability. The result of the study revealed that the method was reliable by the analysis of an example, and the method can be used in the design of reinforcement project.

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Behavior and Ductility of Simple and Continuous FRP Reinforced Beams

Cited by 165 publications

References 1 publication

Moment redistribution in continuous FRP reinforced concrete beams

Moment redistribution in continuous FRP reinforced concrete beams

Improvement of the seismic retrofit performance of damaged reinforcement concrete piers using a fiber steel composite plate

Research on Calculation Methods for Ductility of RC Beams with Near-Surface Mounted CFRP Plate Reinforcement

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