Effect of shear-span/depth ratio on debonding failures of FRP-strengthened RC beams

Al-Saawani, Mohammed A.; El-Sayed, Ahmed K.; Al‐Negheimish, Abdulaziz I.

doi:10.1016/j.jobe.2020.101771

Cited by 20 publications

(33 citation statements)

References 18 publications

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“…Garden and Hollaway [28] and Garden et al [29] indicated that the formation and widening of the shear and tributary cracks at the plate end region were responsible for the initiation of PE debonding failure. A similar observation was also reported by Smith and Teng [30], Pham and Al-Mahaidi [31], and Al-Saawani et al [6], where PE debonding took place after the formation of shear cracks at the end of FRP plates. Some studies also revealed the relationship between PE debonding failure load and nominal shear capacity of FRP-strengthened RC beams.…”

Section: Introductionsupporting

confidence: 87%

“…The utilization of strain capacity of FRP is generally low in strengthened beams failing by PE debonding compared with those failing by IC debonding. A recent study [ 6 ] on carbon FRP (CFRP) strengthened RC beams tested under different shear span to depth ratios has indicated a CFRP strain range of 12.9% to 27.2% of the CFRP rupture strain at PE debonding. Meanwhile, the corresponding range at IC debonding was 33.3% to 40.1% of the CFRP rupture strain.…”

Section: Introductionmentioning

confidence: 99%

“…Different studies on PE debonding in FRP-strengthened RC beams indicated the relationship between the occurrence of such a mode of failure and the presence of shear cracks at the plate end region [ 6 , 28 , 29 , 30 , 31 ]. Garden and Hollaway [ 28 ] and Garden et al [ 29 ] indicated that the formation and widening of the shear and tributary cracks at the plate end region were responsible for the initiation of PE debonding failure.…”

Section: Introductionmentioning

confidence: 99%

“…There are two main debonding failure modes: intermediate crack (IC)-induced debonding and plate end (PE) debonding. IC debonding occurs in FRP-strengthened RC beams in the region of high moment due to the opening of flexural cracks [6][7][8][9][10][11][12][13]. On the other hand, PE debonding initiates at the plate end region due to high interfacial and normal stresses [14][15][16][17][18][19][20][21].…”

Section: Introductionmentioning

confidence: 99%

See 3 more Smart Citations

Effect of Stirrups on Plate End Debonding in Reinforced Concrete Beams Strengthened with Fiber Reinforced Polymers

Al‐Negheimish¹,

El-Sayed²,

Al-Saawani³

et al. 2021

Polymers

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Plate end (PE) debonding is one of the critical debonding failure modes that may occur in reinforced concrete (RC) beams strengthened with externally bonded fiber reinforced polymers (FRPs). This study investigated the effect of internal steel stirrups on the PE debonding failure load of FRP-strengthened RC beams. The dimensions of the beams were 3400 × 400 × 200 mm. The beams were strengthened with carbon FRP (CFRP) sheets bonded to the soffit of the beams. The beams were divided into two series based on the distance of the cutoff point of the CFRP sheets from the nearest support. This distance was 50 mm or 300 mm, and the amount of steel stirrups was varied in terms of varying the stirrup diameter and spacing. The beams were simply supported and tested under four-point bending. The test results indicate that the effect of stirrups on the load carrying capacity of the beams was more pronounced for the beams with CFRP sheets extended close to the supports. It was also indicated that beams with larger amounts of stirrups failed in PE debonding by concrete cover separation while beams with lower amounts of stirrups failed in PE by either PE interfacial debonding or critical diagonal crack-induced debonding. The beams were analyzed using several analytical models from design guidelines and the literature. The result of analysis indicates that most of the available models failed to reflect the effect of stirrups in predicting PE debonding failure load of the beams. On the other hand, the models of El-Sayed et al. and Teng and Yao were able to capture such an effect with the best predictions provided by El-Sayed et al. model.

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Section: Introductionsupporting

confidence: 87%

Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

See 2 more Smart Citations

Effect of Stirrups on Plate End Debonding in Reinforced Concrete Beams Strengthened with Fiber Reinforced Polymers

Al‐Negheimish¹,

El-Sayed²,

Al-Saawani³

et al. 2021

Polymers

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“…Many analytical models and numerical techniques have been also presented to evaluate the failure strength of concrete cover separation [ 2 , 3 , 4 , 5 , 6 , 7 , 8 , 9 , 10 , 11 , 12 , 13 , 14 , 15 , 16 , 17 , 18 , 19 , 20 , 21 , 22 , 23 , 24 , 25 , 26 , 27 , 28 , 29 , 30 , 31 , 32 , 33 , 34 , 35 , 36 , 37 , 38 , 39 , 40 , 41 , 42 , 43 , 44 , 45 ]. The concrete tooth model [ 29 , 30 ] is one of the well-known analytical models, and furthermore, has been extended by numerous researchers [ 27 , 31 , 32 , 37 , 38 ].…”

Section: Introductionmentioning

confidence: 99%

Stress Field Approach for Prediction of End Concrete Cover Separation in RC Beams Strengthened with FRP Reinforcement

Zhou

Wu²,

Yin

2022

Polymers

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End concrete cover separation is one of the most common failure modes for RC beams strengthened with external FRP reinforcement. The premature failure mode significantly restricts the application of FRP materials and could incur serious safety problems. In this paper, an innovative stress field-based analytical approach is proposed to assess the failure strength of end concrete cover separation and the conventional plane-section analysis is extended to evaluate the corresponding carrying capacity of FRP-strengthened RC beams. First, the dowel action of reinforcement and the induced concrete splitting, reflecting the interaction between concrete, steel and FRP, are considered in establishing the geometrical relationships of stress field for cracked concrete block. Then, the cracking angle and innovative failure criterion, considering the arrangement of steel and FRP reinforcement and cracking status of concrete and its softening effect, are derived to predict the occurrence of concrete cover separation and related mixed modes of debonding failure. Subsequently, an extended sectional analytical approach, in which the components of effective tensile strain of FRP resulted from flexural and shear actions are both considered, is presented to evaluate the carrying capacity of strengthened beams. Finally, the proposed calculational model is effectively validated by experimental results available in the literature.

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Experimental Study and Theoretical Analysis on the Flexural Behaviour of RC Beams Strengthened With Externally Bonded Reinforcement on Groove (EBROG) CFRP

Codina,

Barris,

Jahani

et al. 2024

Lecture Notes in Civil Engineering

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Effect of shear-span/depth ratio on debonding failures of FRP-strengthened RC beams

Cited by 20 publications

References 18 publications

Effect of Stirrups on Plate End Debonding in Reinforced Concrete Beams Strengthened with Fiber Reinforced Polymers

Effect of Stirrups on Plate End Debonding in Reinforced Concrete Beams Strengthened with Fiber Reinforced Polymers

Stress Field Approach for Prediction of End Concrete Cover Separation in RC Beams Strengthened with FRP Reinforcement

Experimental Study and Theoretical Analysis on the Flexural Behaviour of RC Beams Strengthened With Externally Bonded Reinforcement on Groove (EBROG) CFRP

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