Residual load capacity of corroded reinforced concrete beam undergoing bond failure

Dong, Wei; Ye, Jiabing; Murakami, Yuki; Oshita, Hideki; Suzuki, Shinichi; Tsutsumi, Tomoaki

doi:10.1016/j.engstruct.2016.08.044

Cited by 19 publications

(7 citation statements)

References 17 publications

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“…This led to the transition from beam action (the force in the bar decreases outside the high moment region and the lever arm is constant) to arch action (the lever arm decreases outside the high moment region and the force in the bars is constant) in the load-carrying mechanism. Examples of how the bond strength affects the load-carrying mechanism of flexural beams are present in the literature [31,32]. Dong et al [31] performed four-point bending tests on 20, artificially corroded, RC beams with deformed bars.…”

Section: General Behaviour Of the Three-point Bending Testsmentioning

confidence: 99%

“…Examples of how the bond strength affects the load-carrying mechanism of flexural beams are present in the literature [31,32]. Dong et al [31] performed four-point bending tests on 20, artificially corroded, RC beams with deformed bars. A transition from beam to arch action was observed in the later loading stages in connection to a degraded bond capacity in the bars owing to corrosion.…”

Section: General Behaviour Of the Three-point Bending Testsmentioning

confidence: 99%

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Anchorage of naturally corroded, plain reinforcement bars in flexural members

et al. 2020

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Reinforced concrete structures are often damaged by corrosion, which affects the interaction between reinforcement bars and concrete. Earlier studies mostly applied artificial corrosion to test the bond between deformed bars and concrete. However, there is a lack of knowledge on the effects of natural corrosion on plain bars. In this paper, 20 beams with naturally corroded plain bars and varying amount of damage were taken from an 80-year-old bridge and tested in three-point bending. All but three of the specimens anchored the yield force of the bars after the opening of one or two major bending cracks. At large deflections, the load-carrying mechanism changed from beam to arch action. Eventually, end-slip of the reinforcement bars was observed. The bars were extracted, cleaned, three-dimensionally scanned, and tested in tension. The average bond strength in the unyielded zone was found to be equal to 7.39 MPa, with a standard deviation of 3.33 MPa. The casting position was identified as an important factor: when uncorroded, bottom-cast bars had a higher bond strength than that of top-cast bars. However, they were more prone to splitting cracks and, consequently, loss of bond strength for small corrosion levels. Topcast bars had increasing bond strength with increasing corrosion levels, owing to the absence of external cracks. These differences were likely related to a denser concrete surrounding the bottom-cast bars. The remaining bond capacity in the yielded zones was evaluated to be approximately 1.0 MPa.

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Section: General Behaviour Of the Three-point Bending Testsmentioning

confidence: 99%

Section: General Behaviour Of the Three-point Bending Testsmentioning

confidence: 99%

Anchorage of naturally corroded, plain reinforcement bars in flexural members

et al. 2020

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“…Wang et al (2015b) provided a relationship between the cross-sectional area loss and the reduced flexural capacity based on regression analysis (separately for plain and deformed reinforcement). Dong et al (2016) proposed the following relationship…”

Section: Analytical Studies On Flexural Behaviormentioning

confidence: 99%

A State-of-the-Art Review of Bending and Shear Behaviors of Corrosion-Damaged Reinforced Concrete Beams

2019

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“…The corrosion products expand the volume of corroded steel reinforcement, leading to tensile stresses that can cause the cover concrete cracking of these RC structures. Prominent publications demonstrated that these induced cracks could affect the structural performance of RC members [1][2][3][4]. For effective maintenance with low cost, it is necessary to evaluate the effects of deterioration accurately.…”

Section: Introductionmentioning

confidence: 99%

Effect of Stirrup on Bond Strength Degradation in Concrete Cracked by Expansion Agent Filled Pipes

2021

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The corrosion of rebars in reinforced concrete structures cracks the concrete, which leads to the degradation of the bond strength between the rebar and concrete. Since bond deterioration can menace structural safety, bond strength evaluation is essential for proper maintenance. In this study, the authors investigated bond strength degradation by conducting pull-out tests on concrete specimens, with induced crack width and stirrups ratio being the principal parameters. An expansion agent-filled pipe (EAFP) simulates cracks due to the volumetric expansion of the corroded rebar. One advantage of this method is that it allows one to focus on the single effect of an induced crack. The pull-out tests on 36 specimens show that stirrups’ confinement significantly influences the bond degradation due to induced cracks. The authors proposed an empirical model for the degradation of bond strength, considering the impact of induced crack width. The result shows that the induced crack by EAFP can quantify the exclusive consequence of corrosion on bonds. Furthermore, the coefficient of variation is 12% for specimens without stirrup from Law et al. For specimen without and with stirrup from Lin et al., the coefficients of variation are 14% and 17%. The proposed model can predict the corroded specimen from the literature with reasonable accuracy.

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Residual load capacity of corroded reinforced concrete beam undergoing bond failure

Cited by 19 publications

References 17 publications

Anchorage of naturally corroded, plain reinforcement bars in flexural members

Anchorage of naturally corroded, plain reinforcement bars in flexural members

A State-of-the-Art Review of Bending and Shear Behaviors of Corrosion-Damaged Reinforced Concrete Beams

Effect of Stirrup on Bond Strength Degradation in Concrete Cracked by Expansion Agent Filled Pipes

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