Intermediate crack-induced debonding in RC beams and slabs

Teng, Jinguang; Smith, Scott T; Yao, Ji; Chen, Jian Fei

doi:10.1016/s0950-0618(03)00043-6

Cited by 533 publications

(259 citation statements)

References 30 publications

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“…2(b)], the prying stresses on the R-UHPFRC element at the flexure-shear crack mouth initiate intermediate-crack-induced debonding (ICD) between the elements prior to the maximum resistance (Noshiravani 2012). The ICD in the RC element is related to a mixed-mode fracture at the interface due to the tension and shear forces acting in the layer (Teng et al 2003). As shown in Fig.…”

Section: Introductionmentioning

confidence: 99%

Analytical Model for Predicting Response and Flexure-Shear Resistance of Composite Beams Combining Reinforced Ultrahigh Performance Fiber-Reinforced Concrete and Reinforced Concrete

Noshiravani¹,

Brühwiler

2014

J. Struct. Eng.

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The addition of an external layer of reinforced ultrahigh performance fiber-reinforced concrete (R-UHPFRC) on top of reinforced concrete (RC) floor slabs and bridge decks is an emerging technique for strengthening RC structures. As an additional reinforcement, a layer of R-UHPFRC significantly increases the maximum resistance and deformation capacity of RC elements, thus creating a composite element that herein is referred to as RU-RC elements. This paper presents an elastic-plastic fictitious RU-RC composite hinge model for the damage caused by flexural and flexure-shear cracks in the RC element of the composite members. The model accounts for the nonlinear interaction of the two elements due to intermediate-crack-induced debonding (ICD) zone in the near-interface concrete. The model determines the force-deflection response and force in the RU-RC composite tension chord. Furthermore, the contribution of the R-UHPFRC element and the shear resistance envelope of the member are calculated. Comparison with available experimental results shows that the model can accurately predict the member response, resistance and failure mode. A simplified formulation for the shear resistance of the composite members is proposed. The models in this paper are needed for the design of the structural behavior of RC beams strengthened with R-UHPFRC.

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Section: Introductionmentioning

confidence: 99%

Analytical Model for Predicting Response and Flexure-Shear Resistance of Composite Beams Combining Reinforced Ultrahigh Performance Fiber-Reinforced Concrete and Reinforced Concrete

Noshiravani¹,

Brühwiler

2014

J. Struct. Eng.

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“…(6)(7)(8)(9)(10) show the relationships of load-tensile strain in the CFRP laminates of series A2, B2, B1e, B2e and B2i respectively. The tensile strains in CFRP laminates of the strengthened beams at initial debonding  fd,tested are listed in Table 3 and Table 4, and illustrated in Fig.…”

Section: Test Resultsmentioning

confidence: 99%

“…This failure mode of debonding is properly termed as intermediate crack-induced debonding. The prevalent Code provisions [1][2][3][4][5][6] and proposed models [7][8][9][10] for the design of externally bonded FRP systems often take the method by limiting the tensile strain or stress in the FRP laminates to mitigate debonding. Based on the tests results of flexurally FRP-strengthened RC beams failed cause of intermediate crack-induced debonding failure, this paper carried out a comprehensive comparison of the Code provisions and models and evaluated their validity and accuracy.…”

Section: Introductionmentioning

confidence: 99%

Debonding-Related Strain Limits for Externally Bonded FRP Sheets in Flexurally Strengthened Reinforced Concrete Beams

Li¹,

Zhang²,

Guo³

2013

TOCIEJ

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Debonding problems of externally bonded fiber reinforced polymer (FRP) sheets in flexurally FRP-strengthened reinforced concrete (RC) beams have been a concern and a research challenge since their application of this strengthening technique. Intermediate crack induced debonding is the most common failure mode which is that the debonding initiates at the critical flexural-shear or flexural cracks and propagates towards the direction of moment decrease. To mitigate debonding failure, most Codes and proposed models take the method by limiting the allowable tensile strain in FRP laminates. This paper presents experimental tests of concrete beams flexurally strengthened with externally bonded CFRP sheets to investigate debonding initiation and tensile strain of FRP laminates. The allowable tensile strain of FRP sheets in flexurally FRP-strengthened RC beams proposed by prevalent Code provisions and models was assessed based on the data obtained from experimental programs. It has beenshown that the allowable tensile strains provided by these provisions and models have a great difference with that of experimental results and exhibit a high level of dispersion. Furthermore, the FRP laminates of most tested RC beams were debonded before reaching the proposed allowable tensile strain. The Code provisions and models are inadequate to effectively prevent intermediate crack induced debonding failure in flexurally FRP-strengthened RC members. This is known to be a critical issue in engineering design and application of RC beams flexurally strengthened by FRP sheets.

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“…This bond strength model has also been used to predict debonding in FRP shear- 21 and flexurally strengthened RC beams. 22 The fundamental similarity between the lap-shear tests with which …”

Section: Analytical Model For Frp Contribution To Joint Strengthmentioning

confidence: 99%

Strengthening RC beam–column connections with FRP strips

Shrestha

Smith²,

Samali

2009

Proceedings of the Institution of Civil Engineers - Structures

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Reinforced concrete connections, designed prior to the implementation of earthquake design standards, may be vulnerable to shear failure during a seismic attack. Addition of externally bonded fibre-reinforced polymer (FRP) composites can enhance not just the shear capacity but the deformation and energy absorption capacity of the connection. The majority of research studies to date have opted for complete or near-complete coverage of the joint region with FRP and have subjected the test specimens to cyclic (push–pull) loading. Such strengthening schemes and method of loading make it quite difficult to accurately monitor and hence understand the behaviour of the FRP and the concrete beneath. This paper presents results of a series of tests on the strengthening of shear deficient connections with FRP strips subjected to either cyclic or monotonic loading with the primary motivation being accurate description of the behaviour of the FRP. The tests also enable the failure modes to be more accurately reported and classified especially due to the use of monotonic loading. An analytical model is finally presented which accurately describes the mechanics of the FRP strengthening with the model predictions correlating reasonably well with the test data.

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Intermediate crack-induced debonding in RC beams and slabs

Cited by 533 publications

References 30 publications

Analytical Model for Predicting Response and Flexure-Shear Resistance of Composite Beams Combining Reinforced Ultrahigh Performance Fiber-Reinforced Concrete and Reinforced Concrete

Analytical Model for Predicting Response and Flexure-Shear Resistance of Composite Beams Combining Reinforced Ultrahigh Performance Fiber-Reinforced Concrete and Reinforced Concrete

Debonding-Related Strain Limits for Externally Bonded FRP Sheets in Flexurally Strengthened Reinforced Concrete Beams

Strengthening RC beam–column connections with FRP strips

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