# Mechanical Behavior and Chloride Penetration of Precracked Reinforced Concrete Beams with Externally Bonded CFRP Exposed to Marine Environment

Authors: Yan Xie; Kunhua Guan; Lei Zhan; Qichen Wang
Journal: International Journal of Polymer Science
 (2016)

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## Abstract

Cracked reinforced concrete (RC) beams can be repaired effectively by using externally bonded CFRP sheets. However, when the strengthened beams are subjected to marine environment, long-term performance will be affected by the material and the interface deterioration of concrete and CFRP. Therefore, to evaluate the service life of the strengthened beams, this study investigates the behavior of precracked RC beams strengthened with CFRP sheets exposed to marine environment. Accelerated ageing experiments were carried out by exposing specimens to cyclic wetting in sea water and drying in 40°C air for 3 months and 6 months, respectively. After the environment exposure, four-point bending test was conducted and then the diffusion of chlorides in the strengthened beams was analysed. The results show that the bonding behavior of the adhesive was weakened and the ductility of the strengthened beams was slightly reduced due to the marine environment. But there is no obvious strength difference between the strengthened beams suffered from marine environment for 3 months and 6 months. Besides, the precracks in the RC beams accelerated the chloride diffusion, while CFRP bonding reduced the chloride penetration. In addition, NEL method was employed to validate the effect of the cracks on chloride permeability. The results showed that the chloride diffusion coefficients increased with the depth of the cracks.


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## Body

## 1. Introduction

Fatigue damage is one of the main problems that occur in highway bridges [1]. Concrete cracks induced by fatigue loadings may decrease the strength and stiffness of the reinforced concrete (RC) beams and accelerate chloride migration in concrete. To repair the cracked RC beams in the damaged bridges, external bonding of carbon fiber reinforced polymer (CFRP) sheets to the tension face was applied [2]. However, because of the adhesive bonding deterioration, the composite structures may have mechanical degradation and durability problem when they are subjected to marine environment. Thus, there is a great need to understand the durability and corrosion mechanism of the repaired RC beams under the environmental conditions.Choo et al. [3] present a study on a RC bridge subjected to extreme vehicular loads and retrofitted with CFRP laminates. The increase in flexural capacity provides an adequate margin of safety against further overloading. The RC beams damaged by static loading repaired with externally bonded CFRP laminates were demonstrated to be effective for increasing the capacity and rigidity [4]. On the other hand, the durability of RC beams reinforced with GFRP laminates were investigated by Almusallam [5]. The test results show that none of the environmental conditions have a noticeable influence on the flexural strength of the retrofitted beams. Nevertheless, the experimental tests on the durability of the concrete strengthened with near-surface mounted CFRP laminates showed a decrease of around 12% in the maximum pull-out force due to the wetting-drying cycles [6]. Benzarti et al. [7] conducted an accelerated ageing experiment to investigate the durability of the adhesive bond between concrete and CFRP strengthening systems under 40°C and 95% relative humidity. The results showed that moisture diffusion from the superficial layer of concrete towards the adhesive joint is a key factor to reduce the adhesive bonding strength and degrade the behavior of adhesive itself. The deterioration in the adhesive bonding under temperature and water-immersion ageing conditions were detected by a nondestructive ultrasonic evaluation technique as well [8].Besides, the effect of moisture diffusion on the adhesive bonding and chloride induced corrosion of the steel bar are also major causes of the deterioration of CFRP flexurally strengthened RC beams under marine environment [9–11]. The chloride diffusion in concrete was accelerated due to the defects of the RC beams caused by the actions of loads, environments, and climate conditions [12]. For all actions, flexural cracks in RC beams are an unavoidable phenomenon and have a significant effect on chloride diffusion [13]. Some studies [14–16] reported that crack width and depth significantly influence the chloride permeability in concrete. In addition, the cracks caused by tensile fatigue loading can accelerate the chloride penetration in concrete by 1.5–3.0 times [17]. When the cracks were notched artificially, however, the influence of crack width on chloride penetration is less pronounced and crack depth is the key factor of the chloride penetration [18].From the above, the previous research has shown the influence of the marine environmental exposure on the RC beams with externally bonded CFRP. However, the effects of precracks and CFRP bonding on the chloride penetration to the concrete, as well as the durability performance of the retrofitted precracked beams, still remains unclear. In this paper, experimental study on precracked RC beams strengthened with CFRP subjected to marine environmental exposure was conducted. The deterioration of the specimens was produced by placing the beams into salt water under wetting/drying cycles. The flexural capacity and chloride penetration were investigated after 3 and 6 months under environmental exposure. In addition, NEL method [19–21] was employed to measure the chloride permeability with the depth of the cracks in concrete.


## 2. Experimental Study

In total, 19 specimens distributed in eight series were tested, as summarized in Table1. For each series, the specimens have equal characteristics. The series “C” represents control specimens. The references “D”; “F”; and “H” mean cracked status, strengthened status, and environmental exposure status, respectively. The suffixed digitals 3 and 6 indicate months of environmental exposure.Table 1
Specimen details.
Series Damagedstatus Strengtheningstatus Environmentalstatus and age Number ofspecimens C / / / 3 D Damaged / / 2 F / Strengthened / 3 DF Damaged Strengthened / 4 FH-3 / Strengthened Exposed for 3 months 1 FH-6 / Strengthened Exposed for 6 months 1 DFH-3 Damaged Strengthened Exposed for 3 months 2 DFH-6 Damaged Strengthened Exposed for 6 months 3


### 2.1. Specimens

All specimens were T cross section beams as shown in Figure1, reinforced with 2 Ф 14 mm steel bars in tension side and 4 Ф 8 mm steel bars in compression side. They were provided with Ф 6 mm diameter steel stirrups at 100 mm center to center spacing and distributed over the span. The mix proportions used to cast all beams were 1 : 1.81 : 2.77 : 4.51 (water : cement : sand : aggregate). The average 28-day compressive strength of the concrete was 36.62 MPa. The yield and ultimate strengths of steel bars were 397 MPa and 535 MPa, respectively. The elastic modulus is 202 GPa. The CFRP sheet (UT70-30) used was a unidirectional CFRP supplied by Toray Industries, whose nominal thickness is 0.167 mm. The ultimate strength and the elastic modulus of the CFRP were 3878 MPa and 244 GPa, respectively. The adhesive used was Lica-100 A/B, a two-part thixotropic epoxy resin. It had a modulus of elasticity of 3.2 GPa and a tensile strength of 55.5 MPa.Figure 1
Details of the specimen (mm).


### 2.2. Preparation of Strengthened Specimens

All beams were cast from the same batch in the laboratory and thereafter cured for 28 days. The RC beams in the specimen series DF, DFH-3, and DFH-6 were precracked by fatigue overloading before CFRP strengthening. The tensile concrete surface of the strengthened RC beams was ground by a concrete scabbler until exposure of aggregate was achieved, then blown with clean air to remove dust, and cleaned by acetone to ensure a good bond between the concrete surface and adhesive. After mixing, the adhesive was applied to the beam and CFRP sheet. The excess adhesive was squeezed out along the edges of the sheet, assuming complete adhesive coverage. Two layers of CFRP sheet was bonded to the tension face of the strengthened specimens. In order to avoid CFRP sheet debonding at the ends during the testing, they were attached in three U-shapes with 50 mm extension on each side of the beams, as shown in Figure1.


### 2.3. Marine Environmental Exposure

The marine environment was produced by placing specimens into salt water under wetting/drying cycles. The wetting/drying environmental chamber with a length of 3 m, a width of 2 m, and a depth of 1.5 m can automatically adjust the water content. The temperature control accuracy is ±1°C. Each wetting/drying cycle was 24 h. The specimens were immersed in a 3.5% NaCl solution for 10 h, followed by drying at 40°C for 14 h. The specimen series FH-3 and DFH-3 and FH-6 and DFH-6 were exposed for 3 months and 6 months, respectively.


### 2.4. Bending Test Set-Up and Procedures

The tests were carried out in a servohydraulic SDS500 test machine with a maximum capacity of 500 kN, subjected to a four-point bending set-up as shown in Figure2. Deflections were measured at middle of the specimens using a potentiometer. All data were automatically recorded by a data logging system (TDS-530). The crack width was observed by a microscope. During loading, the displacements and load were recorded every 1 second.Figure 2
Bending test of the beam.The RC beams were precracked under fatigue loading which is corresponding to vehicle overloading on a highway bridge during one year [22]. The fatigue loading parameters, including loading patterns and number of loading cycles and loading amplitude, were calculated according to the vehicle overloading spectra [22]. Loading was applied sinusoidally, with a frequency of 0.2 Hz. The minimum and maximum cycle loads are 16.8 kN and 73 kN, which convert into longitudinal stresses in steel bars of 60.3 MPa to 358.0 MPa. The number of cycles is 380.All specimens were finally tested under static load, by displacement control at a rate of 0.05 mm/sec. Loading was stopped when compressive concrete was crushed in the unretrofitted specimens or when the CFRP sheet was tensile ruptured in retrofitted specimens.


### 2.5. Chloride Penetration Tests

After bending tests, chloride penetration in specimens FH-3, FH-6, DFH-3, and DFH-6 was tested. The concrete samples were collected from 12 cross sections at 100 mm spacing in half beam due to symmetry as shown in Figure3. In each cross section, three samples were collected from two sides and the middle of the web at the depth near the longitudinal steel bars. The locations of the samples were shown in Figure 3. The samples were oven-dried at 50°C for 24 h and thereafter were ground to powder which can pass through 0.15 mm sieve. Afterwards, concrete powder was dissolved [23] in the following procedures: 2.0 g powder was put into 40 mL solution which contains distilled water and concentrated nitric acid in proportion of 85 : 15 for 24 h and then filtered. After the solution was analysed by AgNO3 titration instrument (Automatic Potentiometric Titrator ZD-2), chloride contents in the concrete powder were calculated.Figure 3
Sampling position (mm).


### 2.6. NEL Tests

NEL method [19–21] was employed to study the chloride diffusion coefficients of the concrete using a concrete electric flux measuring instrument (NEL-PEU), as shown in Figure 4. The mix proportions of the concrete in NEL test were 1 : 2.22 : 2.89 : 4.92 (water : cement : sand : aggregate). As shown in Figure 5, 15 concrete cylinders with a diameter of 100 mm and a thickness of 50 mm were casted as the samples. Thereafter, they were cured for 28 days. The concrete cylinders were equally distributed in five series with different crack depth. The series G-0 represents sound concrete. The series G-10, G-15, G-20, and G-25 represent the concrete with a 10 mm, 15 mm, 20 mm, and 25 mm depth crack, respectively. The width of the cracks is 0.2 mm which is the maximum allowed crack width in RC structures in Chinese bridge standard (JTG D60-2004) [24]. To artificially preset the crack, a stainless steel thin plate with 0.2 mm thickness was embedded in the concrete cylinders along a diameter when casting and was moved after 3-day curing. After immersed in a vacuumed instrument filled with water for 24 h, each specimen was fixed in a testing device. One side of the device was fulfilled with 0.3 mol/L NaOH solution and the other side was fulfilled with 3% NaCl solution. The electric flux values were recorded after being electrified for 6 h.Figure 4
NEL-PEU instrument.Figure 5
Specimen of NEL test.


## 2.1. Specimens

All specimens were T cross section beams as shown in Figure1, reinforced with 2 Ф 14 mm steel bars in tension side and 4 Ф 8 mm steel bars in compression side. They were provided with Ф 6 mm diameter steel stirrups at 100 mm center to center spacing and distributed over the span. The mix proportions used to cast all beams were 1 : 1.81 : 2.77 : 4.51 (water : cement : sand : aggregate). The average 28-day compressive strength of the concrete was 36.62 MPa. The yield and ultimate strengths of steel bars were 397 MPa and 535 MPa, respectively. The elastic modulus is 202 GPa. The CFRP sheet (UT70-30) used was a unidirectional CFRP supplied by Toray Industries, whose nominal thickness is 0.167 mm. The ultimate strength and the elastic modulus of the CFRP were 3878 MPa and 244 GPa, respectively. The adhesive used was Lica-100 A/B, a two-part thixotropic epoxy resin. It had a modulus of elasticity of 3.2 GPa and a tensile strength of 55.5 MPa.Figure 1
Details of the specimen (mm).


## 2.2. Preparation of Strengthened Specimens

All beams were cast from the same batch in the laboratory and thereafter cured for 28 days. The RC beams in the specimen series DF, DFH-3, and DFH-6 were precracked by fatigue overloading before CFRP strengthening. The tensile concrete surface of the strengthened RC beams was ground by a concrete scabbler until exposure of aggregate was achieved, then blown with clean air to remove dust, and cleaned by acetone to ensure a good bond between the concrete surface and adhesive. After mixing, the adhesive was applied to the beam and CFRP sheet. The excess adhesive was squeezed out along the edges of the sheet, assuming complete adhesive coverage. Two layers of CFRP sheet was bonded to the tension face of the strengthened specimens. In order to avoid CFRP sheet debonding at the ends during the testing, they were attached in three U-shapes with 50 mm extension on each side of the beams, as shown in Figure1.


## 2.3. Marine Environmental Exposure

The marine environment was produced by placing specimens into salt water under wetting/drying cycles. The wetting/drying environmental chamber with a length of 3 m, a width of 2 m, and a depth of 1.5 m can automatically adjust the water content. The temperature control accuracy is ±1°C. Each wetting/drying cycle was 24 h. The specimens were immersed in a 3.5% NaCl solution for 10 h, followed by drying at 40°C for 14 h. The specimen series FH-3 and DFH-3 and FH-6 and DFH-6 were exposed for 3 months and 6 months, respectively.


## 2.4. Bending Test Set-Up and Procedures

The tests were carried out in a servohydraulic SDS500 test machine with a maximum capacity of 500 kN, subjected to a four-point bending set-up as shown in Figure2. Deflections were measured at middle of the specimens using a potentiometer. All data were automatically recorded by a data logging system (TDS-530). The crack width was observed by a microscope. During loading, the displacements and load were recorded every 1 second.Figure 2
Bending test of the beam.The RC beams were precracked under fatigue loading which is corresponding to vehicle overloading on a highway bridge during one year [22]. The fatigue loading parameters, including loading patterns and number of loading cycles and loading amplitude, were calculated according to the vehicle overloading spectra [22]. Loading was applied sinusoidally, with a frequency of 0.2 Hz. The minimum and maximum cycle loads are 16.8 kN and 73 kN, which convert into longitudinal stresses in steel bars of 60.3 MPa to 358.0 MPa. The number of cycles is 380.All specimens were finally tested under static load, by displacement control at a rate of 0.05 mm/sec. Loading was stopped when compressive concrete was crushed in the unretrofitted specimens or when the CFRP sheet was tensile ruptured in retrofitted specimens.


## 2.5. Chloride Penetration Tests

After bending tests, chloride penetration in specimens FH-3, FH-6, DFH-3, and DFH-6 was tested. The concrete samples were collected from 12 cross sections at 100 mm spacing in half beam due to symmetry as shown in Figure3. In each cross section, three samples were collected from two sides and the middle of the web at the depth near the longitudinal steel bars. The locations of the samples were shown in Figure 3. The samples were oven-dried at 50°C for 24 h and thereafter were ground to powder which can pass through 0.15 mm sieve. Afterwards, concrete powder was dissolved [23] in the following procedures: 2.0 g powder was put into 40 mL solution which contains distilled water and concentrated nitric acid in proportion of 85 : 15 for 24 h and then filtered. After the solution was analysed by AgNO3 titration instrument (Automatic Potentiometric Titrator ZD-2), chloride contents in the concrete powder were calculated.Figure 3
Sampling position (mm).


## 2.6. NEL Tests

NEL method [19–21] was employed to study the chloride diffusion coefficients of the concrete using a concrete electric flux measuring instrument (NEL-PEU), as shown in Figure 4. The mix proportions of the concrete in NEL test were 1 : 2.22 : 2.89 : 4.92 (water : cement : sand : aggregate). As shown in Figure 5, 15 concrete cylinders with a diameter of 100 mm and a thickness of 50 mm were casted as the samples. Thereafter, they were cured for 28 days. The concrete cylinders were equally distributed in five series with different crack depth. The series G-0 represents sound concrete. The series G-10, G-15, G-20, and G-25 represent the concrete with a 10 mm, 15 mm, 20 mm, and 25 mm depth crack, respectively. The width of the cracks is 0.2 mm which is the maximum allowed crack width in RC structures in Chinese bridge standard (JTG D60-2004) [24]. To artificially preset the crack, a stainless steel thin plate with 0.2 mm thickness was embedded in the concrete cylinders along a diameter when casting and was moved after 3-day curing. After immersed in a vacuumed instrument filled with water for 24 h, each specimen was fixed in a testing device. One side of the device was fulfilled with 0.3 mol/L NaOH solution and the other side was fulfilled with 3% NaCl solution. The electric flux values were recorded after being electrified for 6 h.Figure 4
NEL-PEU instrument.Figure 5
Specimen of NEL test.


## 3. Experimental Results and Discussion

### 3.1. Precracking

The precracks in the RC beams were induced by fatigue loading. The damage of the specimens was identified by residual deflection and cracks, as shown in Table2. The average residual deflections of the beams in series D, DF, and DFH were 0.91, 1.47, and 1.11 mm, respectively, which indicates that the fatigue loading weakened the stiffness of the beams. The average width of the residual cracks in series DF and DFH was wider than 0.2 mm, which is the maximum allowed width of cracks in RC beams in Chinese bridge standard (JTG D60-2004) [24]. This indicates that these beams need to be repaired after the fatigue damage.Table 2
The results of precracking tests.
Series Residual crackwidth (mm) Residualdeflection (mm) D 0.11 0.91 DF 0.28 1.47 DFH 0.26 1.11


### 3.2. Flexural Capacity

All specimens were statically tested to determine the ultimate strength and deflections. The test results in the form of load-deflection behavior were presented in Figure6. Average curves of each series were used to avoid cumbersome presentation. Two aspects were noted from Figure 6. Firstly, all the strengthened beams showed a strength enhancement over the unstrengthened beams, but the strengthened beams have very little enhancement in stiffness prior to the unstrengthened beams yielding. Secondly, the precracking and environmental exposure have only marginal effects on the load-deflection curves.Figure 6
Load-deflection curves.The average ultimate loads and deflections of each series are shown in Figures7 and 8. The load-deflection curves of series C and D are equal, while the ultimate load of D is slightly higher than that of C. The CFRP strengthening increased the ultimate strength of the sound beams in series F by 85.7% and the precracked beams in series DF by 73.3% in comparison with series C and D, respectively. This indicates that the CFRP strengthening was less effective for the precracked RC beams compared to the unprecracked RC beams due to the residual deflection and cracks. In addition, the ultimate deflections of the specimens in series F and DF were decreased by 20.1% and 30.8% in comparison with C and D, respectively, which presents that the CFRP strengthening reduced the ductility of the RC beams. Comparing the specimens in series F and DF, the wetting/drying cycles for 3 and 6 months reduced the ultimate strength of the strengthened RC beams in series FH-3 and DFH-3 by 6.0% and in FH-6 and DFH-6 by 3.7%, respectively. These clarify that the strength of the specimens exposed to wetting/drying cycles decreased in the first 3 months and then slightly increased in the next 3 months. The environmental exposure has clear effect on the mechanical behavior of the CFRP reinforced concrete members for the first 3 months but this effect is marginal for the next 3 months and even longer period [25]. The strength of the concrete, meanwhile, increased during immersing in the water. The deflections of the specimens in series FH-6 and DFH-6 decreased slightly after 6 months of exposure to environmental condition in comparison with series FH and DFH. It showed that the hygrothermal environment has marginal effect on the ductility of the strengthened beams. The main cause of the deceases in the strength and ductility of the specimens under environmental exposure is the deterioration of the adhesive bonding caused by moisture diffusion into the adhesive joint [7, 8].Figure 7
Ultimate loads.Figure 8
Ultimate deflections.The width of the cracks in the middle of the specimens was measured at the load level of 79 kN. The average values of series C, F, DF, and DFH-3 are 0.22 mm, 0.12 mm, 0.19 mm, and 0.40 mm, respectively. The width of the cracks in the strengthened specimens in series F was about half of that in the plain control specimens in series C, which indicates that the CFRP strengthening effectively restricts the cracks opening. Due to the residual cracks caused by the fatigue overloading cycles, the strengthened damaged specimens in series DF have wider cracks than the specimens in series F. The width of the cracks in the specimens in series DFH-3 was about two times that of specimens in DF. The reason can be explained by the wetting/drying cycles, which weaken the bonding behavior of the adhesive, resulting in the significant increase of cracks width.


### 3.3. Chloride Penetration

The chloride profiles of specimens after wetting/drying cycles for 3 and 6 months were shown in Figure9, from which the effect of the CFRP bonding, precracking, and exposing period on the chloride penetration can be observed.Figure 9
Chloride profiles of the specimens.
(a)
FH-3 (b)
FH-6 (c)
DFH-3 (d)
DFH-6


#### 3.3.1. CFRP Bonding Effect

The chloride contents in the sides of the web (samples L and R) are significantly higher than those in the middle of the web (samples M), which indicates that the CFRP bonding resisted the chloride penetration into the concrete. The chloride contents in the samples close to the ends of the strengthened beams (FH-3 and FH-6), especially in samples M, are obviously higher than those in other locations. This is because the CFRP bonding did not cover the ends of the specimens as shown in Figure1. Thereby, it has higher chloride permeability.


#### 3.3.2. Precracking Effect

The chloride contents fluctuated along the longitudinal direction in the strengthened precracked beams (DFH-3 and DFH-6). In addition, the average chloride contents in precracked beams (DFH-3 and DFH-6) are higher than those in the sound beams (FH-3 and FH-6). Furthermore, the chloride contents exactly in the crack location as shown in Figure9(c) are significantly higher than others. Remarkable corrosion was observed on the steel bars located near this crack as well. As described above, it can be concluded that the cracks in the concrete accelerated the chloride penetration.


#### 3.3.3. Exposing Period Effect

The average chloride contents in control specimen C, the specimens exposed to marine environment for 3 months (FH-3 and DFH-3) and 6 months (FH-6 and DFH-6), were 0.017%, 0.078%, and 0.142%, respectively. The chloride contents in the specimens subjected to environmental condition for 6 months are almost two times higher than those in the specimens for 3 months, which indicates that the chloride penetration increased with the period of the environmental exposure. Moreover, the chloride content in the specimens exposed for 6 months was higher than 0.1% which is the allowed value in Code for Construction of Concrete Structures (GB 50666-2011) [26].


### 3.4. Effect of Crack Depth on Chloride Diffusion Coefficients

The electric flux valuesQ of series G-0, G-10, G-15, G-20, and G-25 obtained by NEL tests were 2755.21C, 3276.17C, 3324.52C, 3543.57C, and 3751.45C, respectively. The chloride diffusion coefficients calculated by equation of Nernst-Einstein [20, 21] were shown in Figure 10.Figure 10
Chloride diffusion coefficients.The chloride diffusion coefficients of the specimens with 0.2 mm width crack (G-10, G-15, G-20, and G-25) were 16%–30% higher than that of the sound specimens (G-0). The chloride diffusion coefficients increased with the depth of the crack; however, the rate of increase was not pronounced. The chloride diffusion coefficient of the specimens with 25 mm depth crack (G-25) was only 12% higher than those with 10 mm depth crack (G-10).The average width of the residual cracks in the specimens DFH was 0.26 mm. Meanwhile, the average chloride content in specimens DFH is about 18% higher than that in specimens FH without precracks. From the above NEL test results, the increasing rate is in the range of 16%–30%, which validates the effect of the precracking on chloride permeability in RC beams.


## 3.1. Precracking

The precracks in the RC beams were induced by fatigue loading. The damage of the specimens was identified by residual deflection and cracks, as shown in Table2. The average residual deflections of the beams in series D, DF, and DFH were 0.91, 1.47, and 1.11 mm, respectively, which indicates that the fatigue loading weakened the stiffness of the beams. The average width of the residual cracks in series DF and DFH was wider than 0.2 mm, which is the maximum allowed width of cracks in RC beams in Chinese bridge standard (JTG D60-2004) [24]. This indicates that these beams need to be repaired after the fatigue damage.Table 2
The results of precracking tests.
Series Residual crackwidth (mm) Residualdeflection (mm) D 0.11 0.91 DF 0.28 1.47 DFH 0.26 1.11


## 3.2. Flexural Capacity

All specimens were statically tested to determine the ultimate strength and deflections. The test results in the form of load-deflection behavior were presented in Figure6. Average curves of each series were used to avoid cumbersome presentation. Two aspects were noted from Figure 6. Firstly, all the strengthened beams showed a strength enhancement over the unstrengthened beams, but the strengthened beams have very little enhancement in stiffness prior to the unstrengthened beams yielding. Secondly, the precracking and environmental exposure have only marginal effects on the load-deflection curves.Figure 6
Load-deflection curves.The average ultimate loads and deflections of each series are shown in Figures7 and 8. The load-deflection curves of series C and D are equal, while the ultimate load of D is slightly higher than that of C. The CFRP strengthening increased the ultimate strength of the sound beams in series F by 85.7% and the precracked beams in series DF by 73.3% in comparison with series C and D, respectively. This indicates that the CFRP strengthening was less effective for the precracked RC beams compared to the unprecracked RC beams due to the residual deflection and cracks. In addition, the ultimate deflections of the specimens in series F and DF were decreased by 20.1% and 30.8% in comparison with C and D, respectively, which presents that the CFRP strengthening reduced the ductility of the RC beams. Comparing the specimens in series F and DF, the wetting/drying cycles for 3 and 6 months reduced the ultimate strength of the strengthened RC beams in series FH-3 and DFH-3 by 6.0% and in FH-6 and DFH-6 by 3.7%, respectively. These clarify that the strength of the specimens exposed to wetting/drying cycles decreased in the first 3 months and then slightly increased in the next 3 months. The environmental exposure has clear effect on the mechanical behavior of the CFRP reinforced concrete members for the first 3 months but this effect is marginal for the next 3 months and even longer period [25]. The strength of the concrete, meanwhile, increased during immersing in the water. The deflections of the specimens in series FH-6 and DFH-6 decreased slightly after 6 months of exposure to environmental condition in comparison with series FH and DFH. It showed that the hygrothermal environment has marginal effect on the ductility of the strengthened beams. The main cause of the deceases in the strength and ductility of the specimens under environmental exposure is the deterioration of the adhesive bonding caused by moisture diffusion into the adhesive joint [7, 8].Figure 7
Ultimate loads.Figure 8
Ultimate deflections.The width of the cracks in the middle of the specimens was measured at the load level of 79 kN. The average values of series C, F, DF, and DFH-3 are 0.22 mm, 0.12 mm, 0.19 mm, and 0.40 mm, respectively. The width of the cracks in the strengthened specimens in series F was about half of that in the plain control specimens in series C, which indicates that the CFRP strengthening effectively restricts the cracks opening. Due to the residual cracks caused by the fatigue overloading cycles, the strengthened damaged specimens in series DF have wider cracks than the specimens in series F. The width of the cracks in the specimens in series DFH-3 was about two times that of specimens in DF. The reason can be explained by the wetting/drying cycles, which weaken the bonding behavior of the adhesive, resulting in the significant increase of cracks width.


## 3.3. Chloride Penetration

The chloride profiles of specimens after wetting/drying cycles for 3 and 6 months were shown in Figure9, from which the effect of the CFRP bonding, precracking, and exposing period on the chloride penetration can be observed.Figure 9
Chloride profiles of the specimens.
(a)
FH-3 (b)
FH-6 (c)
DFH-3 (d)
DFH-6


### 3.3.1. CFRP Bonding Effect

The chloride contents in the sides of the web (samples L and R) are significantly higher than those in the middle of the web (samples M), which indicates that the CFRP bonding resisted the chloride penetration into the concrete. The chloride contents in the samples close to the ends of the strengthened beams (FH-3 and FH-6), especially in samples M, are obviously higher than those in other locations. This is because the CFRP bonding did not cover the ends of the specimens as shown in Figure1. Thereby, it has higher chloride permeability.


### 3.3.2. Precracking Effect

The chloride contents fluctuated along the longitudinal direction in the strengthened precracked beams (DFH-3 and DFH-6). In addition, the average chloride contents in precracked beams (DFH-3 and DFH-6) are higher than those in the sound beams (FH-3 and FH-6). Furthermore, the chloride contents exactly in the crack location as shown in Figure9(c) are significantly higher than others. Remarkable corrosion was observed on the steel bars located near this crack as well. As described above, it can be concluded that the cracks in the concrete accelerated the chloride penetration.


### 3.3.3. Exposing Period Effect

The average chloride contents in control specimen C, the specimens exposed to marine environment for 3 months (FH-3 and DFH-3) and 6 months (FH-6 and DFH-6), were 0.017%, 0.078%, and 0.142%, respectively. The chloride contents in the specimens subjected to environmental condition for 6 months are almost two times higher than those in the specimens for 3 months, which indicates that the chloride penetration increased with the period of the environmental exposure. Moreover, the chloride content in the specimens exposed for 6 months was higher than 0.1% which is the allowed value in Code for Construction of Concrete Structures (GB 50666-2011) [26].


## 3.3.1. CFRP Bonding Effect

The chloride contents in the sides of the web (samples L and R) are significantly higher than those in the middle of the web (samples M), which indicates that the CFRP bonding resisted the chloride penetration into the concrete. The chloride contents in the samples close to the ends of the strengthened beams (FH-3 and FH-6), especially in samples M, are obviously higher than those in other locations. This is because the CFRP bonding did not cover the ends of the specimens as shown in Figure1. Thereby, it has higher chloride permeability.


## 3.3.2. Precracking Effect

The chloride contents fluctuated along the longitudinal direction in the strengthened precracked beams (DFH-3 and DFH-6). In addition, the average chloride contents in precracked beams (DFH-3 and DFH-6) are higher than those in the sound beams (FH-3 and FH-6). Furthermore, the chloride contents exactly in the crack location as shown in Figure9(c) are significantly higher than others. Remarkable corrosion was observed on the steel bars located near this crack as well. As described above, it can be concluded that the cracks in the concrete accelerated the chloride penetration.


## 3.3.3. Exposing Period Effect

The average chloride contents in control specimen C, the specimens exposed to marine environment for 3 months (FH-3 and DFH-3) and 6 months (FH-6 and DFH-6), were 0.017%, 0.078%, and 0.142%, respectively. The chloride contents in the specimens subjected to environmental condition for 6 months are almost two times higher than those in the specimens for 3 months, which indicates that the chloride penetration increased with the period of the environmental exposure. Moreover, the chloride content in the specimens exposed for 6 months was higher than 0.1% which is the allowed value in Code for Construction of Concrete Structures (GB 50666-2011) [26].


## 3.4. Effect of Crack Depth on Chloride Diffusion Coefficients

The electric flux valuesQ of series G-0, G-10, G-15, G-20, and G-25 obtained by NEL tests were 2755.21C, 3276.17C, 3324.52C, 3543.57C, and 3751.45C, respectively. The chloride diffusion coefficients calculated by equation of Nernst-Einstein [20, 21] were shown in Figure 10.Figure 10
Chloride diffusion coefficients.The chloride diffusion coefficients of the specimens with 0.2 mm width crack (G-10, G-15, G-20, and G-25) were 16%–30% higher than that of the sound specimens (G-0). The chloride diffusion coefficients increased with the depth of the crack; however, the rate of increase was not pronounced. The chloride diffusion coefficient of the specimens with 25 mm depth crack (G-25) was only 12% higher than those with 10 mm depth crack (G-10).The average width of the residual cracks in the specimens DFH was 0.26 mm. Meanwhile, the average chloride content in specimens DFH is about 18% higher than that in specimens FH without precracks. From the above NEL test results, the increasing rate is in the range of 16%–30%, which validates the effect of the precracking on chloride permeability in RC beams.


## 4. Conclusions

This paper presented an experimental study on precracked RC T-beams strengthened with CFRP subjected to marine environmental exposure. The RC beams were damaged under fatigue loading, resulting in cracks width in the range of 0.11~0.28 mm. The deterioration of the specimens was produced by placing the beams into salt water under wetting/drying cycles for 3 and 6 months. Flexural capacity and chloride penetration of the specimens were investigated. The following conclusions can be drawn from the experimental results:(1)
The residual deflections and cracks in the RC T-beams damaged by fatigue loading cannot be ignored especially under chloride environment, and those repaired by CFRP can improve the strength significantly and decrease the permeability of chloride.(2)
The strength of the CFRP retrofitted specimens reduced 6.0% by 3 months of wetting/drying cycles exposure while there was only 3.7% for specimens which were suffered for 6 months. It indicates that the wetting/drying environmental exposure has more obvious effect on the strength of CFRP strengthened beams in the first 3 months than in the 6 months.(3)
The marine environment weakened the bonding strength of the adhesive and slightly reduced the ductility of the strengthened beams.(4)
CFRP bonding can reduce the chloride penetration into the concrete, especially in the bonding interface, while the cracks in the concrete accelerated the chloride penetration.(5)
NEL test results showed that the chloride diffusion coefficients of the concrete with 0.2 mm width crack were 16%–30% higher than that of the sound concrete, which also validates the effect of the precracking on chloride permeability in RC beams. In addition, the chloride diffusion coefficients slightly increased with the depth of the crack.



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*Source: 1790585-2016-12-07.xml*