Startseite Naturwissenschaften Influences of pre-bending load and corrosion degree of reinforcement on the loading capacity of concrete beams
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Influences of pre-bending load and corrosion degree of reinforcement on the loading capacity of concrete beams

  • The Truyen Tran , Thu Minh Tran , Xuan Tung Nguyen EMAIL logo , Duc Hieu Nguyen , Ba Thanh Vu und Van Nam Vo
Veröffentlicht/Copyright: 22. Juli 2022
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Journal of the Mechanical Behavior of Materials
Aus der Zeitschrift Journal of the Mechanical Behavior of Materials Band 31 Heft 1

Abstract

In this article, experimental studies on the flexural behavior of concrete beams with corroded reinforcement were conducted. The beams were subjected to simultaneous different load levels and immersed in NaCl solution for 30 days with accelerated corrosion. A four-point bending test was subsequently carried out to determine the loading capacity of these beams. Experimental data show that the loading capacity of the beam decreases as the level of preload increases. The mass loss of steel bars in the beams increases as the level of preload increases. The loading capacity and steel mass loss of the beams subjected to 0.8 of failure load of the non-corroded beam decrease by 32.7 and 30.3%, respectively. The numerical investigation was also done to evaluate the loading capacity with various corrosion degrees of steel bars.

Keywords: concrete beam; chloride penetration; corrosion; corroded steel bar; numerical model

1 Introduction

Corrosion of reinforcement is a common phenomenon for reinforced concrete (RC) structures subjected to chloride ion penetration or carbonization, especially in strong aggressive environments such as marine and polluted areas. This phenomenon can cause cracking of the protective concrete layer, reducing the diameter of the reinforcement and the bonding ability between the concrete and the reinforcement. This leads to reduced loading capacity and the service life of the structures. The alkaline environment in concrete creates a thin film that protects the reinforcement inside it. The reinforcement is corroded when this protective film is destroyed. One of the main causes leading to the destruction of the protective film is the penetration of chloride ions from the outside through micro-cracks into the concrete cover [1]. Studies on chloride diffusivity and reinforcement corrosion of concrete and RC structures have been conducted for many decades. Pradhan [2] carried out an experimental study to investigate and compare the corrosion parameters of concrete specimens fabricated from two types of cements including ordinary Portland cement and Portland pozzolana cement. Tran et al. [3] experimentally studied the chloride ingress into concrete under simultaneous compression and chloride exposure. The results showed that the chloride diffusion coefficient of concrete increases as the compressive stress level increases due to the occurrence of micro-cracks. To suppress the growth of cracks and reduce the ability to diffuse chlorine into the concrete, steel fibers were utilized [4]. The results found that the concrete with steel fibers provides a lower chloride diffusion coefficient than conventional concrete in the case of cracked concrete.

Studies using the pull-out test to evaluate the bond characteristics of corroded reinforcements in concrete showed that the bond strength between corroded reinforcements and concrete is reduced with the degree of the reinforcement corrosion [5–9]. Experimental studies on the effect of long-term corrosion on the characteristics of RC beams were carried out [10–13]. The test beams were subjected to three-point bending and placed in the corrosive environment from 26 to 28 years. Nguyen et al. [14] and Tang et al. [15] conducted experimental and numerical investigations on the behavior of RC beams exposed to chloride environment. Al-Kutti et al. [16] and Shen et al. [17] presented experimental and numerical studies on RC beams subjected to simultaneously constant load and chloride exposure. Besides, studies on the influence of corrosion on the residual capacity of pre-stressed concrete beams were also carried out [18–20]. In general, the capacity of corroded beams was significantly decreased. Furthermore, numerical and analytical studies were undertaken to predict the corrosion process and the service life of the structure [21–27]. The combination of simulation and experiment is commonly used to evaluate the behavior of RC structures [28,29].

In this article, experimental investigations on the influence of reinforcement corrosion on the behavior of RC beams were performed. The test beams were subjected to simultaneous different load levels and immersed in 3% NaCl solution for 30 days with accelerated corrosion. The numerical simulation was also developed to evaluate the loading capacity with various corrosion degrees of steel bars.

2 Experimental program

2.1 Specimen preparation

Twelve RC beams with a cross-section of 100 mm × 100 mm and 500 mm length were cast in this study. The measured compressive strength of concrete is 38.6 MPa at 28 days. Table 1 presents the mixture proportion of this concrete for 1 m3. Two plain round bars with a diameter of 10 mm (D10) were arranged in the bottom fiber of the test beam samples with a protective concrete layer thickness of 30 mm, as shown in Figure 1. The steel bar has a yield strength of 240 MPa and an elastic modulus of 210 GPa. Figure 2 shows the test beams after casting.

Table 1

Mixture proportion for 1 m3 of concrete (unit: kg)

Cement PCB40 Fine aggregate Coarse aggregate Water
480 712 1,046 212
Figure 1 Layout of test beams.
Figure 1

Layout of test beams.

Figure 2 Test beams after fabrication.
Figure 2

Test beams after fabrication.

2.2 Experimental procedures

The experimental steps are briefly described in Figure 3. The test beams were cured in water at ambient temperature for 28 days. Afterward, two beams were tested by a four-point bending test until failure to determine the failure load (P max). Figure 4 presents the four-point bending test to determine the failure load. Subsequently, the ten beams were divided into five pairs and were loaded at 0, 0.2, 0.4, 0.6, and 0.8 of P max. The test beams were denoted according to the load level, including SP0.0, SP0.2, SP0.4, SP0.6, and SP0.8. The “A” and “B” characters followed were used to distinguish the beams in a pair as shown in Table 2. Each pair of beams were loaded utilizing a steel loading frame, as shown in Figure 5. The loading frame consists of steel plates, loading bolts, nuts, and steel supports. The nuts were tightened to transfer the force to the test beams according to the load levels. Figure 6 shows a pair of test beams placed in a steel frame.

Figure 3 Flow chart of the experimental steps.
Figure 3

Flow chart of the experimental steps.

Figure 4 Four-point bending test.
Figure 4

Four-point bending test.

Table 2

Design of test beams

Specimen Load level
SP0.0-A, SP0.0-B 0.0 P max
SP0.2-A, SP0.2-B 0.2 P max
SP0.4-A, SP0.4-B 0.4 P max
SP0.6-A, SP0.6-B 0.6 P max
SP0.8-A, SP0.8-B 0.8 P max
Figure 5 Diagram of the loading frame.
Figure 5

Diagram of the loading frame.

Figure 6 Arrangement for the loaded beam using a steel frame.
Figure 6

Arrangement for the loaded beam using a steel frame.

The rebars inside the beam and the copper plate are connected to the anode and cathode of the power supply using electrical wires, as shown in Figure 7(a). El Maaddawy and Soudki [30] used a current density up to 500 μA/cm2, Han et al. [31] utilized a current density of 1,000 μA/cm2, Al-Sulaimani et al. [32] and Lee et al. [33] applied a current density of 2,000 μA/cm2. However, the higher current density can adversely affect the bond behavior between steel and concrete [34]. Previous studies on accelerated corrosion for RC beams recommended that the current density should not exceed 200 μA/cm2 [30,34,35]. Nonetheless, the lower current density needs a longer time to reach the required corrosion rate. In this study, a current density of 300 μA/cm2 was chosen for the accelerated corrosion test. These loaded beams were soaked in 3% NaCl solution for 1 month, as shown in Figure 7(b). After 30 days of exposure to NaCl solution, the beams with different pre-loaded levels were dried and tested by a four-point bending test until failure to definite the loading capacity. After the bending test, the corroded steel bars of the beams were cleaned of rust and concrete and then weighed. The mass of the corroded bar was compared with the mass of the initial bar to determine the mass loss due to corrosion.

Figure 7 Soak beam in NaCl solution: (a) diagram description of accelerated corrosion test and (b) setup for accelerated corrosion test.
Figure 7

Soak beam in NaCl solution: (a) diagram description of accelerated corrosion test and (b) setup for accelerated corrosion test.

3 Experimental results

3.1 Loading capacity of the beams

The four-point bending tests were carried out to determine the loading capacity of the beams. Table 3 presents the failure load (P max) of two beams with non-corroded reinforcement. The average value of failure load was 27.83 kN. The loading capacity results of beams with corroded reinforcement according to the load level are shown in Table 4 and Figure 8. After 30 days of soaking in 3% NaCl solution, the loading capacity of unloaded beams (i.e., SP0.0-A and -B) decreases by an average of 24.2% compared with non-corroded beams (P max).

Table 3

Failure load of beams without corrosion (unit: kN)

Specimen P max
1 28.00
2 27.66
Average 27.83
Table 4

Loading capacity of beams with corroded reinforcement

Specimen Load level Loading capacity (kN) Average (kN)
SP0.0-A 0 P max 19.96 21.03
SP0.0-B 22.10
SP0.2-A 0.2 P max 20.2 19.58
SP0.2-B 18.95
SP0.4-A 0.4 P max 17.4 17.14
SP0.4-B 16.88
SP0.6-A 0.6 P max 12.9 14.55
SP0.6-B 16.2
SP0.8-A 0.8 P max 15.6 14.15
SP0.8-B 12.7
Figure 8 Loading capacity of beams.
Figure 8

Loading capacity of beams.

It can be seen that in the beams with load levels less than 0.4 P max, the loading capacity decreases slightly compared to the unloaded beams (i.e., SP0.0-A and -B). After that, the loading capacity of the beams decreases as the load level increases. The loading capacity of the beams decreases by an average of 18.5, 30.8, and 32.7% for load levels of 0.4, 0.6, and 0.8 P max, respectively, compared to SP0.0. This is caused by the appearance of micro-cracks in the protective concrete layer when the beam is loaded. For load levels less than 0.4 P max, the beams have a small number of micro-cracks and small crack width leads to slow penetration of chloride into the concrete. When the load level increases, the number of micro-cracks increases and the crack width grows leading to a higher chloride diffusion into the concrete. Then the reinforcements and concrete are corroded faster resulting in a decrease in the loading capacity of RC beams. In the literature, Shen et al. [17] reported that the load capacities of the corroded beams subjected to sustained load with 30 and 50% of the designed loading capacity were decreased by 8.88 and 14.56%, respectively, compared to the corroded beam without preload. In their study, the beams with preload were wrapped with a sponge soaked with 5% NaCl solution for 30 h. Afterward, six wet–dry cycles were applied to those beams with a current density of 200 µA/cm2. Each cycle includes 3-day drying and 4-day wetting. The present work reports a decrease of 18.5, 30.8, and 32.7% for load levels of 0.4, 0.6, and 0.8 P max, respectively, compared to SP0.0 when the beams were immersed in NaCl solution and a current density of 300 µA/cm2 was applied for 30 days. It can be seen that the result in this work is reasonable because the beams were loaded with higher load levels and higher current density than in the study of Shen et al. [17].

Based on experimental data, a linear relationship between the reduction ratio in loading capacity and the load level was observed in this article, as shown in Figure 9. This relationship is given in the following equation:

(1) C i C 0 = 1 . 0008 − 0 . 4466 P i P max ≤ 1 ,

where P max and P i are the failure load of the non-corroded beam and the load level acting on the beam, respectively (kN) (0 < P i < P max), C 0 is the loading capacity of the corroded beam without preload, and C i is the loading capacity of corroded beam corresponding to the load level P i (0 < i < 1).

Figure 9 Relationship between reduction ratio in loading capacity of beams and load level.
Figure 9

Relationship between reduction ratio in loading capacity of beams and load level.

3.2 Mass loss of steel bars

Corroded bars were cleaned and weighed to determine the mass loss due to corrosion. Figure 10 shows four representative beams after testing and removing the protective layer of concrete. An electronic balance was utilized to determine the mass of the corroded steel bars as shown in Figure 11. The steel loss mass is calculated as the initial steel mass minus the steel mass after testing. The mass loss of steel bars after 30 days of soaking concrete beams in 3% NaCl solution is displayed in Table 5 and Figure 12. It is observed that the steel mass loss of the unloaded beams (i.e., SP0.0-A and -B) decreases by an average of 25.2% compared with the initial steel mass. When increasing the load level to 0.4 P max, the average mass loss of corroded steel bars increases slightly to 26.1%. However, when the load level is greater than 0.4 P max, the average mass loss of corroded steel bars increases rapidly with the mass loss of 28.0 and 30.3% for the case of 0.6 and 0.8 P max, respectively. The influence of load level on steel mass loss of RC beams is consistent with the reduction in loading capacity of these beams analyzed above.

Figure 10 Corroded steel bar after the bending test.
Figure 10

Corroded steel bar after the bending test.

Figure 11 Determination of the mass of corroded steel bars.
Figure 11

Determination of the mass of corroded steel bars.

Table 5

Mass loss of corroded steel bars

Specimen Initial steel mass (g) Steel mass after testing (g) Mass loss (g) Mass loss (%) Average (%)
SP0.0-A 560.0 418.3 141.7 25.3 25.3
SP0.0-B 565.0 422.6 142.4 25.2
SP0.2-A 560.0 416.2 143.8 25.7 25.6
SP0.2-B 555.0 413.0 142.0 25.6
SP0.4-A 551.0 410.5 140.5 25.5 26.1
SP0.4-B 553.5 406.3 147.2 26.6
SP0.6-A 556.5 404.6 151.9 27.3 28.0
SP0.6-B 550.5 392.5 158.0 28.7
SP0.8-A 552.5 381.5 171.0 31.0 30.3
SP0.8-B 556.5 392.1 164.4 29.6
Figure 12 Percentage of mass loss of corroded reinforcement.
Figure 12

Percentage of mass loss of corroded reinforcement.

In previous studies, El Maaddawy and Soudki [30] reported a steel mass loss of 7.3% for beams applied to 200 µA/cm2 for 32 days and a steel mass loss of 6.5% for beams applied to 350 µA/cm2 for 15 days. In their study, the beams were only wrapped with wetted burlap sheets during the corrosion process and were not subjected to pre-bending loads. Mancini et al. [35] reported a steel mass loss of 4.77% with the beams applied to 200 µA/cm2 with daily wet–dry cycles for 25 days. In these studies, the influence of the pre-bending load on the beams in the corrosion process was not considered and the beams were not immersed in NaCl solution. From the steel mass loss results of the present study compared to the previous studies, it is shown that the influence of the simultaneous effects of preload and corrosive environment on reinforcement corrosion is significant.

4 Finite element (FE) analysis

4.1 Model properties

A FE software ATENA was utilized to evaluate the loading capacity of the RC beam considering the corrosion of reinforcements. The RC beam was 100 mm × 100 mm cross-section and 500 mm in length. Concrete has a compressive strength of 38.6 MPa at 28 days. Two steel bars have a diameter of 10 mm and a yield strength of 240 MPa which were arranged 20 mm from the bottom fiber of the beams. Figure 13 illustrates the numerical model of RC beam. The beam was modeled with one roller support and one hinged support. One end was restricted against displacements in three directions for the hinged support. Another end was blocked in lateral and vertical directions, and free in the axial direction for the roller support. Two concentrated loads were applied on the beam through two steel plates placed on the top of the beam. The RC beam and steel bar were simulated using eight-node isoparametric brick elements and one-dimensional truss elements with two nodes, respectively, which were available in ATENA. Based on the results from the convergence study, the element size of 25 mm × 25 mm × 25 mm was used to discretize the beam.

Figure 13 FE model.
Figure 13

FE model.

CC3DNonLinCementitious2 material was adopted to simulate the fracture–plastic model of concrete. Figure 14 shows the stress–strain relationship for concrete which was used in this study. In this figure, f t ′ and f c ′ are the tensile and compressive strengths of concrete, ε t and ε c are the corresponding strain at f t ′ and f c ′ , respectively. The behavior for tensile concrete includes tension before and tension after cracking. The linear elastic behavior is employed to depict the characteristics of concrete in tension before cracking. To model the tensile stress–strain relation of concrete after cracking, crack-opening law and fracture energy [36] are used. The model for compressive concrete was developed according to the failure surface of Menetrey and Willam [37]. This model consists of two branches: (i) the ascending branch (i.e., hardening) and (ii) the descending branch (i.e., softening). Material models from CEB-FIP [38] and Van Mier [39] were recommended to describe the ascending and descending branches, respectively. The elastic-perfectly plastic model was utilized for steel bars, as shown in Figure 15.

Figure 14 Stress–strain relationship for concrete.
Figure 14

Stress–strain relationship for concrete.

Figure 15 Stress–strain relationship for steel.
Figure 15

Stress–strain relationship for steel.

Corroded steel bars with a uniform corrosion assumption were used which were also employed in previous studies [18,22,23,27]. The diameter of the corroded steel bar is determined based on the degree of mass loss due to corrosion. In this numerical simulation, steel bars with diameters of 10, 9.7, 9.5, 8.9, and 8.7 mm were used for corrosion degrees of 0, 5, 10, 20, and 25%, respectively. The bond characteristic between rebars and concrete was simulated based on the bond stress–slip relationship which was taken from the CEB-FIB model [38], as shown in Figure 16. This relationship can be defined by the following equations:

(2) τ = τ max s s 1 α if 0 ≤ s ≤ s 1 ,

(3) τ = τ max if s 1 < s ≤ s 2 ,

(4) τ = τ max − ( τ max − τ f ) s - s 1 s 3 - s 2 if s 2 < s ≤ s 3 ,

(5) τ = τ f if s 3 < s ,

where τ and τ max are the bond stress and maximum bond stress, respectively; s 1, s 2, and s 3 are the slips. The values of these parameters are taken for plain round steel in the CEB-FIB model [38].

Figure 16 Bond stress–slip relationship between steel bar and concrete [36].
Figure 16

Bond stress–slip relationship between steel bar and concrete [36].

To verify the FE model, comparisons between experimental data and simulation results were conducted. The test beam was selected as SP0.0-A with 25% reinforcement corrosion. Figure 17 displays a comparison of the load–displacement curve between the FE result and the experimental data. The observation shows that the numerical result matches well with the experimental data. The predicting capacity was 19.1 kN compared to 19.96 kN in the experiment. A comparison of crack distribution between the experiment and FE model is presented in Figure 18. Cracks tend to develop obliquely from the application point of load to the support. It can be seen that the crack growth between the FE model and the experiment is similar.

Figure 17 Comparisons between experimental data and FE model.
Figure 17

Comparisons between experimental data and FE model.

Figure 18 Comparison of crack distribution between experimental and FE model.
Figure 18

Comparison of crack distribution between experimental and FE model.

4.2 Numerical results

Figure 19 presents the load–displacement curve for beam models with different corrosion degrees of reinforcement. The loading capacities of beams with different corrosion degrees of reinforcement are summarized in Table 6. The observation shows that the loading capacity of the RC beam decreases as the corrosion degree increases. Due to the corrosion of the reinforcement, the effective cross-section of the reinforcement in the RC beam is reduced. This leads to a decrease in the loading capacity of the RC beam. Compared to the case of 0% reinforcement corrosion degree, the capacities of the beam reduce to 83 and 72% for 10 and 25% reinforcement corrosion degrees, respectively. A linear relationship is observed between capacity reduction and reinforcement corrosion degree, as shown in Figure 20. This relationship is defined by the following equations:

(6) y = − 0 . 022 x + 1 for 0 ≤ x ≤ 5 ,

(7) y = − 0 . 008 x + 0 . 92 for x > 5 ,

where y is the reduction ratio in loading capacity and x is the reinforcement corrosion degree (%).

Figure 19 Numerical results for different reinforcement corrosion degrees.
Figure 19

Numerical results for different reinforcement corrosion degrees.

Table 6

Loading capacity of RC beams based on reinforcement corrosion degree

Corrosion degree (%) Loading capacity (kN)
0 26.5
5 23.5
10 22.0
20 20.2
25 19.1
Figure 20 Reduction ratio of beams.
Figure 20

Reduction ratio of beams.

5 Conclusions

In this article, experimental investigations on the influence of reinforcement corrosion on the behavior of RC beams were performed. The beams were subjected to simultaneous different load levels and immersed in NaCl solution for 30 days with accelerated corrosion. When the load level increases, the number of micro-cracks increases, and the crack width grows leading to a higher chloride diffusion into the concrete. Then the reinforcements are corroded faster resulting in a decrease in the loading capacity of RC beams. Experimental data show that the mass loss of steel bars increases as the level of preload increases. The steel mass loss of SP0.0 and SP0.8 decreases by 25.2 and 30.3% compared with the initial steel mass, respectively. And the loading capacity of the beam decreases as the level of preload increases. Compared to SP0.0, the loading capacity of SP0.4 and SP0.8 decreases by 18.5 and 32.7%, respectively.

A numerical investigation was subsequently carried out to evaluate the loading capacity with various corrosion degrees of steel bars. The observation shows that the loading capacity of the RC beam decreases as the corrosion degree increases. Due to the corrosion of the reinforcement, the effective cross-section of the reinforcement in the RC beam is reduced. Compared to the beam with 0% reinforcement corrosion degree, the capacities of the beam reduce to 83 and 72% for 10 and 25% corrosion degrees, respectively.

Based on experimental results, a linear relationship between the capacity reduction and preload level was observed. From numerical analysis, a linear relationship between the decrease in the capacity of RC beams and the degree of reinforcement corrosion was also detected. However, this study was performed for short concrete beams with only tensile reinforcement. Further studies for larger beams are needed to verify the results of this study.

Acknowledgments

This research is funded by the Vietnam Ministry of Education and Training under-grant number B2022-GHA-05.

  1. Funding information: This research is funded by the Vietnam Ministry of Education and Training under-grant number B2022-GHA-05 to Project No: B2022-GHA-05.

  2. Author contributions: All authors have accepted responsibility for the entire content of this manuscript and approved its submission.

  3. Conflict of interest: Authors state no conflict of interest.

References

[1] Broomfield JP. Corrosion of steel in concrete: understanding, investigation and repair. 2nd ed. Milton Park, UK: Taylor & Francis; 2007.Suche in Google Scholar

[2] Pradhan B. Corrosion behavior of steel reinforcement in concrete exposed to composite chloride–sulfate environment. Constr Build Mater. 2014;72:398–410.10.1016/j.conbuildmat.2014.09.026Suche in Google Scholar

[3] Tran TT, Pham DT, Vu MN, Truong VQ, Ho XB, Tran NL, et al. Relation between water permeability and chloride diffusivity of concrete under compressive stress: experimental investigation and mesoscale lattice modelling. Constr Build Mater. 2021;267:121164.10.1016/j.conbuildmat.2020.121164Suche in Google Scholar

[4] Berrocal CG, Lundgren K, Löfgren I. Corrosion of steel bars embedded in fibre reinforced concrete under chloride attack: state of the art. Cem Concr Res. 2016;80:69–85.10.1016/j.cemconres.2015.10.006Suche in Google Scholar

[5] Wei-liang J, Yu-xi Z. Effect of corrosion on bond behavior and bending strength of reinforced concrete beams. J Zhejiang Univ-SCI. 2001;2:298–308.10.1631/jzus.2001.0298Suche in Google Scholar

[6] Lundgren K. Effect of corrosion on the bond between steel and concrete: an overview. Mag Con Res. 2007;59(6):447–61.10.1680/macr.2007.59.6.447Suche in Google Scholar

[7] Abosrra L, Ashour AF, Youseffi M. Corrosion of steel reinforcement in concrete of different compressive strengths. Constr Build Mater. 2011;25(10):3915–25.10.1016/j.conbuildmat.2011.04.023Suche in Google Scholar

[8] Choi YS, Yi ST, Kim MY, Jung WY, Yang EI. Effect of corrosion method of the reinforcing bar on bond characteristics in reinforced concrete specimens. Constr Build Mater. 2014;54:180–9.10.1016/j.conbuildmat.2013.12.065Suche in Google Scholar

[9] Wang M, Zhang Y, Yu L, Dong Y, Tian Y, Zhou G. Experimental study on bond-slip behavior between corroded I-shaped steel and concrete in subsea tunnel. Materials. 2019;12(18):2863.10.3390/ma12182863Suche in Google Scholar PubMed PubMed Central

[10] Dang VH, François R. Influence of long-term corrosion in chloride environment on mechanical behaviour of RC beam. Eng Struct. 2013;48:558–68.10.1016/j.engstruct.2012.09.021Suche in Google Scholar

[11] Yu L, François R, Dang VH, L’Hostis V, Gagné R. Development of chloride-induced corrosion in pre-cracked RC beams under sustained loading: effect of load-induced cracks, concrete cover, and exposure conditions. Cem Concr Res. 2015;67:246–58.10.1016/j.cemconres.2014.10.007Suche in Google Scholar

[12] Zhu W, François R. Corrosion of the reinforcement and its influence on the residual structural performance of a 26-year-old corroded RC beam. Constr Build Mater. 2014;51:461–72.10.1016/j.conbuildmat.2013.11.015Suche in Google Scholar

[13] Zhu W, François R, Fang Q, Zhang D. Influence of long-term chloride diffusion in concrete and the resulting corrosion of reinforcement on the serviceability of RC beams. Cem Concr Compos. 2016;71:144–52.10.1016/j.cemconcomp.2016.05.003Suche in Google Scholar

[14] Nguyen TH, Nghiem MH, Nguyen DD. Evaluation of loading capacity of corroded reinforced concrete beams using experiment and finite element method. J Mater Civ Eng. 2020;7:501–17.Suche in Google Scholar

[15] Tang H, Peng J, Xiao L, Liu X, Zhang J. Numerical simulation of corroded reinforced concrete beam strengthened by a steel plate with different strengthening schemes. Adv Civ Eng. 2020;2020:1–19.10.1155/2020/4236943Suche in Google Scholar

[16] Al-Kutti WA, Rahman MK, Shazali MA, Baluch MH. Enhancement in chloride diffusivity due to flexural damage in reinforced concrete beams. J Mater Civ Eng. 2014;26(4):658–67.10.1061/(ASCE)MT.1943-5533.0000836Suche in Google Scholar

[17] Shen J, Gao X, Li B, Du K, Jin R, Chen W, et al. Damage evolution of RC beams under simultaneous reinforcement corrosion and sustained load. Materials. 2019;12(4):627.10.3390/ma12040627Suche in Google Scholar PubMed PubMed Central

[18] Belletti B, Vecchi F, Bandini C, Andrade C, Montero JS. Numerical evaluation of the corrosion effects in prestressed concrete beams without shear reinforcement. Struct Concr. 2020;21(5):1794–809.10.1002/suco.201900283Suche in Google Scholar

[19] Moawad M, El-Karmoty H, El, Zanaty A. Behavior of corroded bonded fully prestressed and conventional concrete beams. HBRC J. 2018;14(2):137–49.10.1016/j.hbrcj.2016.02.002Suche in Google Scholar

[20] Vecchi F, Franceschini L, Tondolo F, Belletti B, Montero JS, Minetola P. Corrosion morphology of prestressing steel strands in naturally corroded PC beams. Constr Build Mater. 2021;296:123720.10.1016/j.conbuildmat.2021.123720Suche in Google Scholar

[21] Adelaide L, Richard B, Ragueneau F, Cremona C. A simplified numerical approach of global behaviour of RC beams degraded by corrosion. Eur J Environ Civ Eng. 2012;16(3–4):414–39.10.1080/19648189.2012.667990Suche in Google Scholar

[22] Michel A. Reinforcement corrosion-numerical simulation and service life prediction [dissertation]. Kongens Lyngby: Technical University of Denmark; 2012.Suche in Google Scholar

[23] German M, Pamin J. Numerical model of RC beam response to corrosion. AIP Conf Proc. 2018;1922:090002.10.1063/1.5019084Suche in Google Scholar

[24] Mohd Noh H, Idris N, Md Noor N, Sarpin N, Zainal R, Kasim N. Structural effects of reinforced concrete beam due to corrosion. E3S Web Conf. 2018;34(14):01024.10.1051/e3sconf/20183401024Suche in Google Scholar

[25] Nguyen CL. Modeling the effect of rebar corrosion on RC structures using 3D-RBSM. J Water Res Environ Eng. 2018;26:17–24.Suche in Google Scholar

[26] Nguyen TH, Le AT, Nguyen DD. Bending strength diagnosis for corroded reinforced concrete beams with attendance of deterministic, random and fuzzy parameters. J Struct Integr Maint. 2020;5(3):183–9.10.1080/24705314.2020.1765268Suche in Google Scholar

[27] Tahershamsi M. Structural effects of reinforcement corrosion in concrete structures [dissertation]. Göteborg: Chalmers University of Technology; 2016.Suche in Google Scholar

[28] Shishegaran A, Ghasemi MR, Varaee H. Performance of a novel bent-up bars system not interacting with concrete. Front Struct Civ Eng. 2019;13:1301–15.10.1007/s11709-019-0552-4Suche in Google Scholar

[29] Shishegaran A, Karami B, Rabczuk T, Shishegaran A, Naghsh MA, Khani MM. Performance of fixed beam without interacting bars. Front Struct Civ Eng. 2020;14:1180–95.10.1007/s11709-020-0661-0Suche in Google Scholar

[30] El Maaddawy TA, Soudki KA. Effectiveness of impressed current technique to simulate corrosion of steel reinforcement in concrete. J Mater Civ Eng. 2003;15(1):41–7.10.1061/(ASCE)0899-1561(2003)15:1(41)Suche in Google Scholar

[31] Han SJ, Lee DH, Yi ST, Kim KS. Experimental shear tests of reinforced concrete beams with corroded longitudinal reinforcement. Struct Concr. 2020;21(5):1763–76.10.1002/suco.201900248Suche in Google Scholar

[32] Al-Sulaimani GJ, Kaleemullah M, Basunbul IA. Influence of corrosion and cracking on bond behavior and strength of reinforced concrete members. ACI Struct J. 1990;87(2):220–31.10.14359/2732Suche in Google Scholar

[33] Lee HS, Tomosawa F, Noguchi T. Effects of rebar corrosion on the structural performance of singly reinforced beams. In: Sjostrom C, editor. The 7th International Conference on Durability of Building Materials and Components; 1996 May 19–23; Stockholm, Sweden. Taylor & Francis; 1996. p. 571–80.10.4324/9781315025025-62Suche in Google Scholar

[34] Andrade C, Cesetti A, Mancini G, Tondolo F. Estimating corrosion attack in reinforced concrete by means of crack opening. Struct Concr. 2016;17(4):533–40.10.1002/suco.201500114Suche in Google Scholar

[35] Mancini G, Tondolo F, Iuliano L, Minetola P. Local reinforcing bar damage in r.c. members due to accelerated corrosion and loading. Constr Build Mater. 2014;69:116–23.10.1016/j.conbuildmat.2014.07.011Suche in Google Scholar

[36] Hordijk DA. Local approach to fatigue of concrete [dissertation]. Delft: Delft University of Technology; 1991.Suche in Google Scholar

[37] Menetrey P, Willam KJ. Triaxial failure criterion for concrete and its generalization. ACI Struct J. 1995;92(3):311–8.10.14359/1132Suche in Google Scholar

[38] CEB-FIP. CEB-FIP Model Code 1990: Design Code. Comite Euro-International Du Beton, Lausanne, Switzeralnd; 1993.Suche in Google Scholar

[39] Mier JGMV. Multiaxial strain-softening of concrete, part 1: fracture. Mater Struct. 1986;19(111):179–90.10.1007/BF02472034Suche in Google Scholar
Received: 2022-01-27
Revised: 2022-05-19
Accepted: 2022-07-01
Published Online: 2022-07-22

© 2022 The Truyen Tran et al., published by De Gruyter

This work is licensed under the Creative Commons Attribution 4.0 International License.

Artikel in diesem Heft

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  2. Calcium carbonate nanoparticles of quail’s egg shells: Synthesis and characterizations
  3. Effect of welding consumables on shielded metal arc welded ultra high hard armour steel joints
  4. Stress-strain characteristics and service life of conventional and asphaltic underlayment track under heavy load Babaranjang trains traffic
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  83. Analysis of concrete beams reinforced by GFRP bars with varying parameters
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https://doi.org/10.1515/jmbm-2022-0061
Schlagwörter für diesen Artikel
concrete beam; chloride penetration; corrosion; corroded steel bar; numerical model
Creative Commons
BY 4.0

Artikel in diesem Heft

  1. Research Articles
  2. Calcium carbonate nanoparticles of quail’s egg shells: Synthesis and characterizations
  3. Effect of welding consumables on shielded metal arc welded ultra high hard armour steel joints
  4. Stress-strain characteristics and service life of conventional and asphaltic underlayment track under heavy load Babaranjang trains traffic
  5. Corrigendum to: Statistical mechanics of cell decision-making: the cell migration force distribution
  6. Prediction of bearing capacity of driven piles for Basrah governatore using SPT and MATLAB
  7. Investigation on microstructural features and tensile shear fracture properties of resistance spot welded advanced high strength dual phase steel sheets in lap joint configuration for automotive frame applications
  8. Experimental and numerical investigation of drop weight impact of aramid and UHMWPE reinforced epoxy
  9. An experimental study and finite element analysis of the parametric of circular honeycomb core
  10. The study of the particle size effect on the physical properties of TiO2/cellulose acetate composite films
  11. Hybrid material performance assessment for rocket propulsion
  12. Design of ER damper for recoil length minimization: A case study on gun recoil system
  13. Forecasting technical performance and cost estimation of designed rim wheels based on variations of geometrical parameters
  14. Enhancing the machinability of SKD61 die steel in power-mixed EDM process with TGRA-based multi criteria decision making
  15. Effect of boron carbide reinforcement on properties of stainless-steel metal matrix composite for nuclear applications
  16. Energy absorption behaviors of designed metallic square tubes under axial loading: Experiment-based benchmarking and finite element calculation
  17. Synthesis and study of magnesium complexes derived from polyacrylate and polyvinyl alcohol and their applications as superabsorbent polymers
  18. Artificial neural network for predicting the mechanical performance of additive manufacturing thermoset carbon fiber composite materials
  19. Shock and impact reliability of electronic assemblies with perimeter vs full array layouts: A numerical comparative study
  20. Influences of pre-bending load and corrosion degree of reinforcement on the loading capacity of concrete beams
  21. Assessment of ballistic impact damage on aluminum and magnesium alloys against high velocity bullets by dynamic FE simulations
  22. On the applicability of Cu–17Zn–7Al–0.3Ni shape memory alloy particles as reinforcement in aluminium-based composites: Structural and mechanical behaviour considerations
  23. Mechanical properties of laminated bamboo composite as a sustainable green material for fishing vessel: Correlation of layer configuration in various mechanical tests
  24. Singularities at interface corners of piezoelectric-brass unimorphs
  25. Evaluation of the wettability of prepared anti-wetting nanocoating on different construction surfaces
  26. Review Article
  27. An overview of cold spray coating in additive manufacturing, component repairing and other engineering applications
  28. Special Issue: Sustainability and Development in Civil Engineering - Part I
  29. Risk assessment process for the Iraqi petroleum sector
  30. Evaluation of a fire safety risk prediction model for an existing building
  31. The slenderness ratio effect on the response of closed-end pipe piles in liquefied and non-liquefied soil layers under coupled static-seismic loading
  32. Experimental and numerical study of the bulb's location effect on the behavior of under-reamed pile in expansive soil
  33. Procurement challenges analysis of Iraqi construction projects
  34. Deformability of non-prismatic prestressed concrete beams with multiple openings of different configurations
  35. Response of composite steel-concrete cellular beams of different concrete deck types under harmonic loads
  36. The effect of using different fibres on the impact-resistance of slurry infiltrated fibrous concrete (SIFCON)
  37. Effect of microbial-induced calcite precipitation (MICP) on the strength of soil contaminated with lead nitrate
  38. The effect of using polyolefin fiber on some properties of slurry-infiltrated fibrous concrete
  39. Typical strength of asphalt mixtures compacted by gyratory compactor
  40. Modeling and simulation sedimentation process using finite difference method
  41. Residual strength and strengthening capacity of reinforced concrete columns subjected to fire exposure by numerical analysis
  42. Effect of magnetization of saline irrigation water of Almasab Alam on some physical properties of soil
  43. Behavior of reactive powder concrete containing recycled glass powder reinforced by steel fiber
  44. Reducing settlement of soft clay using different grouting materials
  45. Sustainability in the design of liquefied petroleum gas systems used in buildings
  46. Utilization of serial tendering to reduce the value project
  47. Time and finance optimization model for multiple construction projects using genetic algorithm
  48. Identification of the main causes of risks in engineering procurement construction projects
  49. Identifying the selection criteria of design consultant for Iraqi construction projects
  50. Calibration and analysis of the potable water network in the Al-Yarmouk region employing WaterGEMS and GIS
  51. Enhancing gypseous soil behavior using casein from milk wastes
  52. Structural behavior of tree-like steel columns subjected to combined axial and lateral loads
  53. Prospect of using geotextile reinforcement within flexible pavement layers to reduce the effects of rutting in the middle and southern parts of Iraq
  54. Ultimate bearing capacity of eccentrically loaded square footing over geogrid-reinforced cohesive soil
  55. Influence of water-absorbent polymer balls on the structural performance of reinforced concrete beam: An experimental investigation
  56. A spherical fuzzy AHP model for contractor assessment during project life cycle
  57. Performance of reinforced concrete non-prismatic beams having multiple openings configurations
  58. Finite element analysis of the soil and foundations of the Al-Kufa Mosque
  59. Flexural behavior of concrete beams with horizontal and vertical openings reinforced by glass-fiber-reinforced polymer (GFRP) bars
  60. Studying the effect of shear stud distribution on the behavior of steel–reactive powder concrete composite beams using ABAQUS software
  61. The behavior of piled rafts in soft clay: Numerical investigation
  62. The impact of evaluation and qualification criteria on Iraqi electromechanical power plants in construction contracts
  63. Performance of concrete thrust block at several burial conditions under the influence of thrust forces generated in the water distribution networks
  64. Geotechnical characterization of sustainable geopolymer improved soil
  65. Effect of the covariance matrix type on the CPT based soil stratification utilizing the Gaussian mixture model
  66. Impact of eccentricity and depth-to-breadth ratio on the behavior of skirt foundation rested on dry gypseous soil
  67. Concrete strength development by using magnetized water in normal and self-compacted concrete
  68. The effect of dosage nanosilica and the particle size of porcelanite aggregate concrete on mechanical and microstructure properties
  69. Comparison of time extension provisions between the Joint Contracts Tribunal and Iraqi Standard Bidding Document
  70. Numerical modeling of single closed and open-ended pipe pile embedded in dry soil layers under coupled static and dynamic loadings
  71. Mechanical properties of sustainable reactive powder concrete made with low cement content and high amount of fly ash and silica fume
  72. Deformation of unsaturated collapsible soils under suction control
  73. Mitigation of collapse characteristics of gypseous soils by activated carbon, sodium metasilicate, and cement dust: An experimental study
  74. Behavior of group piles under combined loadings after improvement of liquefiable soil with nanomaterials
  75. Using papyrus fiber ash as a sustainable filler modifier in preparing low moisture sensitivity HMA mixtures
  76. Study of some properties of colored geopolymer concrete consisting of slag
  77. GIS implementation and statistical analysis for significant characteristics of Kirkuk soil
  78. Improving the flexural behavior of RC beams strengthening by near-surface mounting
  79. The effect of materials and curing system on the behavior of self-compacting geopolymer concrete
  80. The temporal rhythm of scenes and the safety in educational space
  81. Numerical simulation to the effect of applying rationing system on the stability of the Earth canal: Birmana canal in Iraq as a case study
  82. Assessing the vibration response of foundation embedment in gypseous soil
  83. Analysis of concrete beams reinforced by GFRP bars with varying parameters
  84. One dimensional normal consolidation line equation
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