Assessment of the mechanical behaviour of reinforcement bars with localised pitting corrosion by Digital Image Correlation

Chen, E.; Berrocal, Carlos Gil; Fernandez, Ignasi; Löfgren, Ingemar

doi:10.1016/j.engstruct.2020.110936

Cited by 53 publications

(60 citation statements)

References 22 publications

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“…Pitting corrosion affects the load-carrying capacity of a structure and strongly reduces its deformation capacity, as was experimentally verified by several studies. 2,[6][7][8] This effect is mainly caused by strain localisation due to cross-section loss. It is particularly relevant for statically indeterminate structures requiring moment redistributions (e.g., multi-span continuous girders) or in the case of deformation-dependent loading (e.g., earth pressure action on cantilever retaining walls).…”

Section: Introductionmentioning

confidence: 99%

Corroded Tension Chord Model: Load‐deformation behavior of structures with locally corroded reinforcement

Haefliger

Kaufmann

2021

Structural Concrete

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Localised corrosion may considerably impair the load‐bearing and deformation capacity of reinforced concrete structures. The Corroded Tension Chord Model allows investigating the related effects. The model combines the effects of tension stiffening and strain localisation due to a local cross‐section loss to calculate the load‐deformation behaviour of tension members and entire structural elements containing locally corroded reinforcing bars on a sound mechanical basis. Based on simple equilibrium considerations, the critical loss of cross‐sectional area is introduced, beyond which most of a reinforcing bar's ductility or a structure's deformation capacity, respectively, is lost. For conventional European reinforcing steel, even small cross‐section losses may be sufficient to impair ductility drastically. Illustrative calculations on structural elements with various spatial corrosion distributions but identical mean cross‐section loss reveal that the load‐deformation behaviour strongly depends on the specific corrosion parameters: Structures with few heavily corroded reinforcing bars seem to be less critical regarding strength and deformation capacity than structures with many slightly corroded reinforcing bars.

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Section: Introductionmentioning

confidence: 99%

Corroded Tension Chord Model: Load‐deformation behavior of structures with locally corroded reinforcement

Haefliger

Kaufmann

2021

Structural Concrete

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“…In the present work, the corrosion deterioration was considered by reducing the area of the reinforcement. The ultimate strain, ε u,cor , was estimated through the expression proposed by Chen et al [22], as reported in Equation (11).…”

Section: Mechanical Properties 241 Steelmentioning

confidence: 99%

“…where, f u0 and ε u0 are the ultimate strength and the ultimate strain of the uncorroded reinforcing steel, respectively, while f y0 and ε y0 are the yield strength and the yield strain of the uncorroded reinforcing steel. The coefficient P is the strain-hardening power, estimated according to the formula reported in Equation ( 12), [22]:…”

Section: Mechanical Properties 241 Steelmentioning

confidence: 99%

“…where, E sh0 is the strain-hardening modulus, which was set equal to 2 GPa. According to Chen et al [22], a critical corrosion level (%), µ cr , above which the rebar would not yield upon failure was calculated by using Equation ( 13), Figure 4. Referring to the uncorroded yield and ultimate strength of reinforcing steel reported in Table 1, critical values equal to 21.39% and 20.30% are obtained for rebar diameter, D 0 , equal to 19 mm and 25 mm, respectively.…”

Section: Mechanical Properties 241 Steelmentioning

confidence: 99%

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The PARC_CL 2.1 Crack Model for NLFEA of Reinforced Concrete Elements Subjected to Corrosion Deterioration

Franceschini

Vecchi

Belletti

2021

CMD

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During their service life, existing structures may suffer a combination of ageing and reinforcement corrosion. The corrosion deterioration can significantly affect the durability of reinforced concrete (RC) elements causing premature concrete crushing, size reduction of reinforcement cross-section, degradation of mechanical properties of steel and concrete, and stirrups rupture. One of the main purposes related to durability reduction is the evaluation of the maintenance of adequate safety and residual capacity throughout the life of the structure. For this reason, a non-linear finite element approach (NLFEA), based on multi-layer shell elements and PARC_CL 2.1 crack model has been presented in this paper. The PARC_CL 2.1 model is a fixed crack model developed at the University of Parma and implemented in a subroutine UMAT for ABAQUS that incorporates cyclic constitutive laws of materials and the evolution of corrosion over time. In the present work, the crack model was improved by implementing the effects of exposure to environmental attack. Firstly, the effectiveness of the proposed model has been validated through comparison with experimental data available in literature. The residual capacity of corroded RC panels subjected to cyclic loads was then investigated over time considering different exposure classes. Based on the obtained results, the capacity reduction in terms of maximum shear stress and ductility have been estimated over time.

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“…The tangent modulus in the plastic stage is set equal to one-hundredth of the modulus of elasticity. The appearance of pitting corrosion of reinforcements across their lengths has been shown to affect the strength and ductility of corroded reinforcement in CFRP sheet previous studies [17], [18]. Since it is difficult to incorporate the actual variability of steel corrosion into a numerical model, an alternative method is to model the corroded steel bar over a length employing average cross-section loss.…”

Section: Steel Reinforcements and Steel Platesmentioning

confidence: 99%

Finite Element Analysis of the Flexural Behavior of Corroded Rc Beams Strengthened by CFRP Sheets

Tran¹

2021

GEOMATE

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In the present study, a series of numerical modeling is performed in order to investigate the structural behavior of corroded reinforced concrete beams externally strengthened to tension area with CFRP (Carbon Fiber Reinforced Polymer) with the aid of the finite element method adopted. A three-dimensional model employing the nonlinear characteristics of materials (e.g. elasto-plastic material model of steel reinforcement and damaged concrete model due to corrosion, bond stress-slip behavior between steel and concrete in good and deteriorated conditions) is created and validated. The numerical results obtained from the finite element analysis (FEA) are compared with the experimental results for six RC beams with different degrees of corrosion. The accuracy of the finite element models is based on comparison with the experimental curves of load-deflection. Results obtained from FEA showed a good correlation between the predicted residual flexural capacity and experimental results. The parametric study is then conducted to examine the capability of the FE model on assessing the structural behavior of the FRP-strengthened corroded RC beams in various strengthening conditions.

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Assessment of the mechanical behaviour of reinforcement bars with localised pitting corrosion by Digital Image Correlation

Cited by 53 publications

References 22 publications

Corroded Tension Chord Model: Load‐deformation behavior of structures with locally corroded reinforcement

Corroded Tension Chord Model: Load‐deformation behavior of structures with locally corroded reinforcement

The PARC_CL 2.1 Crack Model for NLFEA of Reinforced Concrete Elements Subjected to Corrosion Deterioration

Finite Element Analysis of the Flexural Behavior of Corroded Rc Beams Strengthened by CFRP Sheets

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