Research Article  Open Access
Jinkyo F. Choo, YoungCheol Choi, SeungJun Kwon, KiTae Park, SungWon Yoo, "LowCycle Flexural Fatigue Behavior of Concrete Beam Reinforced with Hybrid FRPSteel Rebar", Advances in Civil Engineering, vol. 2018, Article ID 6986047, 13 pages, 2018. https://doi.org/10.1155/2018/6986047
LowCycle Flexural Fatigue Behavior of Concrete Beam Reinforced with Hybrid FRPSteel Rebar
Abstract
Studies examined experimentally the flexural behavior of concrete beams reinforced with the hybrid FRPsteel rebar but very few among them evaluated their fatigue performance. In this study, the fatigue test has been performed, and an analytical model for simulating the flexural fatigue behavior of the concrete beam reinforced with the hybrid bar considering its postyielding behavior is developed. A formula relating the postyielding fatigue strain of the rebar to the number of the fatigue cycle is suggested and used in the proposed procedure. The method simulating the lowcycle behavior of the reinforced concrete beam is found to be satisfactory and can predict the number of cyclic loading to failure.
1. Introduction
Reinforced concrete (RC) is a composite material in which reinforcement having higher tensile strength or ductility is included in concrete to supplement its low tensile strength and brittleness. The reinforcement is usually a steel bar which makes it prone to corrosion generated by the inevitable attack of harmful substances like chloride ions. This corrosion is a major cause of the loss of durability and structural problems encountered in RC structures [1–4].
Numerous studies were conducted to prevent the rebar corrosion caused by the ingress of chloride ions. Among them, several studies improved the resistance to chloride penetration of the concrete material by the addition of cementitious materials such as fly ash and groundgranulated blastfurnace slag. Other studies used FRP (fiberreinforced polymer) rebar or anticorrosive steel rebar using diverse protection techniques such as galvanization, electrodeposition of seawater, or epoxy coating [5–7]. However, FRP material is brittle with a low modulus of elasticity despite of a very high durability [8]. Later, some researchers proposed to use the hybrid FRPsteel rebar [9]. The hybrid FRPsteel bar is the monolithic combination of a FRP skin braided around the steel rebar to take full advantage of the elastic modulus of steel and the high durability of FRP. A lot of researches reported that the hybrid FRPsteel bar has a higher chloride resistance than the conventional steel bar and that the bond strength with concrete using the hybrid bar reaches at least 80% of that developed by the conventional steel bar [10–14]. Especially, the combination of FRP and steel achieves enhanced postyielding behavior. Meanwhile, Kara et al. [15] predicted numerically the flexural behavior of hybrid FRPsteel RC beams. Sun et al. [16] reported that most of the studies dedicated to the hybridreinforced concrete beam focused on the corrosion control and stiffness improvement and investigated the mechanical properties of the hybrid rebar under tensile, repeated tensile, and compressive loading.
The fatigue problem in RC beams has also been dealt in numerous studies [17–21]. Fatigue generally occurs through the repeated action of the live loads and may lead to failure below the yield strength of steel. This phenomenon is influenced by the number of loading cycles and the size of the fatigue load. Recently, research focused particularly on the fatigue behavior of RC beams strengthened with FRP [18, 19]. Some studies also examined the fatigue flexural behavior of corroded RC beams strengthened with FRP sheets [20, 21]. Sun et al. [16] evaluated the behavior of the hybrid rebar subjected to cyclic tensile loading and stressed the role of the postyielding stiffness of the rebar owing to the combination of the linear elastic FRP and the elasticplastic steel bar. Harris et al. [22] also examined experimentally the cyclic behavior of the hybrid FRPsteel bar, and Won et al. [23] evaluated the durability of the hybrid FRPsteel bar exposed to marine environment. In concern with the beam reinforced with the hybrid FRPsteel bar, Sim et al. [24] conducted an experimental study on the fatigue flexural characteristics of concrete beams reinforced with the FRP rebar and hybrid steelFRP rebar. These authors reported that the fatigue strength after 2 million cycles of the RC structure using the steel rebar dropped down to about 65% of the static ultimate strength and that the RC structure using the hybrid rebar should be examined under fatigue because apart from the number of loading cycles and the size of the fatigue load, the material characteristics of the rebar play a critical role in the fatigue behavior [24]. Hwang et al. [25] investigated experimentally the mechanical performance of RC beams reinforced with the hybrid rebar under cyclic loading. Confirming previous research results, it was concluded that the RC beam reinforced with the hybrid rebar developed smaller crack width, scattered crack pattern, and higher elastic recovery than the conventional RC beam. However, considering that the corrosion of the rebar is resolved to some extent, it is noteworthy that there are still very few studies predicting analytically the longterm performance like the fatigue behavior, since fatigue may represent one major problem that will be faced by the beam reinforced with the hybrid FRPsteel rebar.
Accordingly, the present study intends to further the work of Hwang et al. [25] by proposing an analytical model predicting the lowcycle flexural fatigue behavior of the concrete beam reinforced with the hybrid FRPsteel bar. To that goal, two sets of concrete beam specimens reinforced with the hybrid FRPsteel rebar and the conventional steel rebar were fabricated. The first set of beams was subjected to the static test up to failure, and the fatigue test at the low cycle was conducted on the second set of beams for the evaluation of the fatigue performance. The test results are used to establish a general formula relating the postyielding fatigue strain of the rebar to the number of the fatigue cycle. Using this formula, an analytical procedure is then proposed based upon the strain compatibility condition to predict the lowcycle flexural fatigue behavior of the RC beam.
2. Materials
2.1. Concrete
Table 1 gives the mix proportions of the concrete used for all the specimens in this study. The target strength of concrete was 24 MPa, and the evaluation of the compressive strength on specimens gave a slightly higher value of 25.3 MPa.

2.2. Steel Rebar and Hybrid FRPSteel Rebar
As mentioned in the introduction, FRP rebar was considered as a solution to overcome the corrosion problem of the steel rebar. Even though the FRP rebar provides outstanding features like noncorrosiveness, high tensile strength, fatigue resistance, lightweight, nonmagnetism, nonconductivity, and easy treatment, its low modulus of elasticity, brittleness in failure, and high cost refrains its exploitation onsite [12]. Therefore, the concept of the hybrid FRPsteel rebar (FRP hybrid rebar) was introduced to compensate these drawbacks. The hybrid FRPsteel bar is the monolithic combination of a FRP skin braided around the steel rebar to take full advantage of the elastic modulus of steel and the high durability of FRP [11].
In this study, the adopted hybrid FRPsteel bar shown in Figure 1 is the glass FRP (GFRP) rebar that was developed by the Korea Institute of Construction and Building Technology (KICT). The core of the rebar is a deformed steel bar over which the GFRP skin is braided [11, 12, 24, 25].
Concurrently to the hybrid FRPsteel rebar, conventional steel rebar was also considered for comparison. The specifications of both types of the rebar adopted in this study are listed in Table 2. Note that the deformed D13 bar was used as steel rebar, and that the hybrid FRPsteel rebar has a core D9 steel bar wrapped by GFRP to achieve the D13 rebar. The tensile strength test was conducted on the rebars to determine their material properties. The measurement of the tensile strength test is plotted in Figure 2. The corresponding values of the yield strength and tensile modulus are, respectively, 475 MPa and 200 GPa for the steel rebar and 330 MPa and 92 GPa for the hybrid rebar.

3. Static and Fatigue Tests of the RC Beam
For the tests, two sets of RC beams were fabricated using the concrete mix of Table 1 reinforced with the rebars of Table 2 as stirrups and tensile reinforcement. The 4 beam specimens have dimensions of 2,175 × 200 × 200 mm with a span length of 1,800 mm between the supports. Figure 3 shows the cross section of the beams in which the reinforcement is arranged in the tension and shear zones. As shown in Figure 4, thirteen D13 stirrups were disposed at a spacing of 150 mm with two D13 stirrups distant by 100 mm from these central stirrups and along 2,000 mm of the specimens. For the measurement in both static and fatigue tests, 2 rebar strain gages were installed at the center of each of the two longitudinal rebars. LVDTs (linear variable displacement transducer) with a stroke of 100 mm were also mounted at the midspan and at 300 mm from the midspan (at L/3) to measure the deflection [25].
3.1. Static Test
The static test was first performed on the first set of beam specimens prior to the evaluation of the fatigue behavior. The threepoint bending test was conducted using a hydraulic actuator (MTS) with a capacity of 2,000 kN (Figure 5).
Table 3 arranges the static test results for the RC beam specimens reinforced by conventional D13 steel rebars (RCSR) and RC beam specimens reinforced by D13 hybrid FRPsteel rebars (RCHR). In Table 3, , , , and denote the yield and ultimate loads and displacements, respectively. The measured loaddeflection curve, loadtensile strain of the rebar, and loadcompressive strain of concrete at midspan are plotted in Figure 6.

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As indicated in Table 3, the yield load was attained at 36.0 kN for RCHR and 48.9 kN for RCSR. Owing to the strengthening action of the hybrid FRPsteel rebar, the final failure load of RCHR increased to reach the value of 50.0 kN equal to that of RCSR.
In view of Figure 6, the deflection at midspan of RCSR reached 7.6 mm at yielding and became 22.2 mm at failure. For RCHR, this value was 11.3 mm at yielding and reached 25.0 mm at failure by brittle rupture. The deflection measured by the LVDTs installed at midspan and at 300 mm far from midspan (L/3) gave respective values of 6.8 mm and 16.5 mm at the yield and failure of RCSR. For RCHR, the deflection at this point was 9.0 mm at yielding and, after yielding of the rebar, the beam exhibited linear behavior enabling it to sustain larger load through the clear occurrence of tension hardening. Both types of RC beams showed similar cracking loads with 6.0 kN for RCSR and 5.5 kN for RCHR. In concern with the strain in the longitudinal reinforcement, the yield strength ranged around 2,500 με for RCSR and 3,600 με for RCHR after which linear behavior with tension hardening could be observed as reported by Hwang et al. [25].
Figure 7 shows the crack patterns observed in the specimens after the static test. The cracks in RCSR are seen to develop narrower than in RCHR for the considered beams, but one cannot draw general conclusions due to the limited number of specimens involved in the test.
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3.2. Fatigue Test
Based upon the static test results, the fatigue load to be applied on the RC beams was set to maximum 0.85 and minimum 0 kN with a frequency of 1 Hz. Specifically, the maximum fatigue load was 41.6 kN for RCSR and 30.6 kN for RCHR. The RC beam specimens were subjected to 100 cycles of fatigue loading after the yield of the reinforcement followed by static loading up to failure. The setup of the fatigue test was identical to that of the static test shown in Figure 5.
It is known that the loss of bond performance results generally in the reduction of the number of cracks. This observation was partially verified in the static test results. Figure 8 shows the crack patterns observed in all the specimens after the fatigue test. Similarly to the static test, RCSR showed numerous cracks with narrow spacing, whereas RCHR presented relatively larger spacing between the cracks. Figure 9 compares the results of the fatigue test for RCSR and RCHR. RCHR exhibited better restoring force than RCSR in terms of the recovery of the deflection after the removal of the fatigue load.
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4. Proposed Formula for Postyielding Fatigue Strain of the Rebar
The loadrebar strain curves of Figure 9 measured during the fatigue test of the RC beam specimens were analyzed statistically using the predictive analysis software SPSS (Statistical Package for the Social Sciences) to derive the relation between the number of loading cycles and the rebar strain, as expressed in the following equation:where is the postyielding rebar strain due to fatigue load, is the yield strain of rebar, is the static strain under the maximum cyclic load, and is the number of loading cycles.
The value of 373 in the denominator of Equation (1) corresponds to the arithmetic mean of 371 and 375 obtained for RCSR and RCHR, respectively. Since both values were similar, using the arithmetic mean seemed to be reasonable. The validity of this choice is confirmed by the values of the correlation coefficient (), which is 0.8212 for RCSR and 0.7666 for RCHR, as shown in Figure 10.
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5. Analytical Model for Predicting the LowCycle Fatigue Behavior of the RC Beams
This section presents the process proposed to establish the analytical model predicting the lowcycle fatigue behavior of the RC beams using the formula for the postyielding fatigue strain of the rebar in Equation (1). Since the process is based on the strain compatibility and adopts the wellknown stressstrain nonlinear model of Hognestad for concrete, this model expressed in Equation (2) is presented first [26]:where is the concrete stress, is the concrete strain corresponding to , is the peak concrete stress (MPa), is the ultimate strain or strain corresponding to , and is the initial elastic modulus of concrete (MPa).
Considering the strain compatibility conditions, the strain in the compressive zone of the section is increased stepwise, and the corresponding stresses in steel and concrete, the flexural strength, the curvature, and the deflection are computed at each step. For the reinforced concrete cross section of height and width shown in Figure 11, the strain of the tensile steel () can be determined iteratively through equilibrium by assuming the strain at the top of the compressive zone and the strain at the bottom of concrete as follows [27]. Note that, in Figure 11, is a ratio expressing the position of the compressive force in the compressive zone with respect to the position of the neutral axis (), and is the crack strain of concrete:where is the curvature, is the height of the section, and is the distance of the neutral axis from the top of section.
The deformation at the top and bottom of the section can then be determined using the curvature and the depth of the neutral axis. Since the curvature expresses the change in the slope per unit length of the member, it is assumed to be equal to the slope of the strain in the cross section. The curvature in the cross section is increased by a constant increment at each analysis step. Moreover, the position of the neutral axis is assumed for each curvature to compute the strain distribution in the cross section. The strains at the top and bottom of the beam section are expressed as follows by means of the force equilibrium:where and are, respectively, the compressive force and tensile force sustained by concrete; is the tensile force sustained by the steel reinforcement; and are the stresses in concrete and steel, respectively; is the area of concrete; and is the amount of reinforcement.
The section force, that is, the moment, can be computed based upon the stress distribution within the section satisfying the force equilibrium:
Using the following equations relating the curvature and the moment obtained by Equation (6) gives the deflection developed in the member with span length subjected to the load at its center:
Figure 12 presents the flowchart of the iterative process proposed for the fatigue analysis of the reinforced beam including the static analysis performed to obtain the initial values to be used in the fatigue analysis. This process allows the nonlinear analysis to consider the accumulation of fatigue strain in the rebar of the RC member throughout the cyclic loading. The symbols used in Figure 12 are those defined in Figure 11 and in Equations (1)–(6).
6. Comparison of Analytical and Experimental Results
6.1. Static Behavior
Figure 13 compares the predicted and experimental flexural behaviors of the considered RC beam specimens (RCSR; RCHR). The predicted value of the static flexural behavior is obtained by the process depicted in Figure 12, and the experimental values are those presented in Figure 6 of Section 3.1. Note that the bilinear model was adopted for the tensile reinforcement in the analytical model.
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The predicted values produced by the static analysis process proposed by Yoo et al. [27] are seen to be in good agreement with the experimental results. For the loadconcrete strain curves plotted in Figure 13(c), the analysis fits accurately the experimental results until cracking, but the postcracking strain of the analysis is seen to deviate from the test data. This difference can be explained by the difference between Hognestad’s model adopted in the analysis and the measured stressstrain curves of concrete. Specifically, the elastic modulus of the concrete used in the test is lower than that of Hognestad’s model, but the ultimate strains of the analysis and experiment are similar. These factors also resulted in the relatively smaller rebar strain and deflection produced by the analysis of RCHR in Figures 13(a) and 13(b).
6.2. Fatigue Behavior
Figures 14 and 15 compare the predicted and experimental fatigue behaviors of the considered RC beam specimens RCSR and RCHR, respectively. The predicted fatigue behavior is obtained by the process depicted in Figure 12. In the graphs, the curves of the analytical results are drawn by linking the peak values for clarity purpose. The experimental values are those presented in Figure 9 of Section 3.2. Recall that the fatigue test was conducted 100 times after the yield of the longitudinal reinforcement and was followed by static loading until failure.
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The fatigue test involved 100 loading cycles after yielding of the rebar followed by static loading to failure. Besides, the fatigue analysis applied only cyclic loading until failure. Considering that the test results plotted in Figures 14 and 15 represent those obtained under 100 loading cycles after yielding of the rebar followed by static loading to failure, these results differ naturally from the fatigue analysis conducted in this study. Moreover, even if the beam specimens were fabricated at once using the same materials and processes, the static test members differ from those for the fatigue test and include some fabrication error inherent to the characteristics of concrete.
Consequently, the analytical and experimental results cannot be compared beyond the point at which cyclic loading was interrupted. If we limit the comparison of the analytical and experimental results to the cyclic loading portion, the difference between the predicted and actual behaviors of RCSR observed at the early loading can be simply attributed to the fact that these members are different to some extent and the existence of the fabrication error in the concrete members. In addition, there is also the error brought by the adopted analysis model as explained in the discussion on the static test results.
Nevertheless, the method simulating the lowcycle behavior of the reinforced concrete beam is found to provide results in good agreement with the experimental results. The larger difference exhibited for RCHR can be attributed to the fact that the formula predicting the postyielding fatigue strain of the rebar in Equation (1) was formulated based upon the results of both steel and hybrid rebars with a higher correlation coefficient for the steel rebar and also to the fact that the steel rebar is of homogeneous nature, whereas the hybrid FRPsteel rebar gathers two materials different in nature and behavior. As arranged in Table 4, the analysis predicted the number of cycles to failure to be 7,670 cycles for RCSR and 8,497 cycles for RCHR. Moreover, all the RC beams were predicted to fail through compressive failure of concrete.

7. Conclusions
The hybrid FRPsteel bar was proposed as one solution to solve this problem, and numerous studies reported that the hybrid FRPsteel bar developed superior resistance to chloride attack than the conventional steel. The flexural behavior of the concrete beam reinforced with the hybrid FRPsteel rebar was mainly studied experimentally. However, there is still limited analytical research for predicting the performance of such RC beams under fatigue loading to enable them to be used safely on field. Accordingly, the present study proposed an analytical model predicting the lowcycle flexural fatigue behavior of the concrete beam reinforced with the hybrid FRPsteel bar. RC beam specimens reinforced with the hybrid FRPsteel rebar and conventional steel rebar were fabricated and subjected to the static test up to failure and the fatigue test at the low cycle up to 100 cycles after yielding of the longitudinal rebar.
The test results showed that the beam reinforced with the hybrid rebar exhibited better restoring force than the beam reinforced with the steel rebar. In addition, the hybrid rebar developed postyielding tension hardening, which allowed the beam to behave linearly under larger load as reported in other studies. These results were used to establish a general formula relating the postyielding fatigue strain of the rebar to the number of the fatigue cycle regardless of the type of the rebar. An analytical procedure was then proposed using the soestablished formula and based upon the strain compatibility condition to predict the lowcycle flexural fatigue behavior of the concrete beam reinforced with the steel rebar or hybrid FRPsteel bar. The analytical results revealed that the proposed approach could simulate satisfactorily the lowcycle fatigue behavior of the RC beams and predict the number of cyclic loading to failure. More accurate analytical results can be obtained by using a formula relating the postyielding fatigue strain of the rebar to the number of the fatigue cycle for one specific type of the rebar. However, the present study focused on the development of a general methodology simulating the lowcycle flexural fatigue behavior of RC beams.
Despite of its relatively long history and its clear merits, the hybrid rebar is still not applied on field due to numerous causes. The absence of the model predicting its fatigue behavior in a long term seems to be one of these causes. Since very long time would be required to observe experimentally the lowcycle fatigue behavior of the concrete beam reinforced with the hybrid FRPsteel rebar, the development of a realistic model enabling to predict such behavior and the potential lifespan of the structure under cyclic loading is meaningful. Therefore, the authors believe that the proposed model and methodology will fill this gap and contribute to the field application of such reinforced concrete beams.
Data Availability
The data used to support the findings of this study are available from the corresponding author upon request.
Conflicts of Interest
The authors declare that they have no conflicts of interest.
Acknowledgments
This research was financially supported by the Korean Ministry of Environment as “Public Technology Program Based on Environmental Policy” (2016000700003). And this research was also financially supported by the Technology Advancement Research Program (TARP) (Grant no. 18CTAPC12977802) funded by the Ministry of Land, Infrastructure and Transport of the Korean government.
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Copyright
Copyright © 2018 Jinkyo F. Choo et al. This is an open access article distributed under the Creative Commons Attribution License, which permits unrestricted use, distribution, and reproduction in any medium, provided the original work is properly cited.