# Experimental Study on the Effect of Boric Acid Corrosion on the Performance of Reinforced Concrete

Authors: Qianying Wang; Jigang Zhang; Mingchao Shan; Bingying Yu; Yang Zhao; Ran Yang
Journal: Advances in Materials Science and Engineering
 (2021)

---

## Abstract

In this study, the effect of boric acid in the cooling water system of nuclear power plants on the durability of reinforced concrete was experimentally studied. The mechanical properties of reinforced concrete under boric acid solution environments were studied by accelerated test methods. In addition, the effect of boric acid on the electrochemical behavior of steel bar and microstructure of concrete was studied. The results showed that boric acid corrosion does not affect reinforced concrete to a large extent, as corrosion only occurs on the surface of reinforced concrete, and thus, the internal reinforced concrete still maintains a high alkaline environment. At a boric acid concentration of 3%, corrosion products are crystallized on the surface of the specimen, which inhibits further corrosion.


---

## Body

## 1. Introduction

Boric acid, as a nuclear reactor moderator, is widely used in the cooling water system of nuclear power plants. With the increasing service time of nuclear power plants, the leakage of boric acid solution from the cooling water systems has gradually become an apparent problem. Besides, the impact of boric acid corrosion on the safety of nuclear power plant structures has become an issue of great concern.Nuclear power plant structures have high importance and should have a long service life. In general, they are constructed of reinforced concrete. In recent years, some nuclear power plant structures have also been constructed using steel plate concrete structures [1]. Boric acid plays an important role in the cooling water system for nuclear fuel reactivity control and is present in the primary loop cooling water, which is in direct contact with the core and nuclear fuel. In addition, it is also present in the in-containment refueling water storage tank (IRWST) and spent fuel pool, which are constructed with reinforced concrete with stainless steel coating. The operating characteristics of the nuclear power plant do not allow IRWST and spent fuel pool to be emptied frequently for inspection, and thus, liquid leakage from them will have the long-term effect of boric acid corrosion on concrete. Therefore, the effect of boric acid corrosion on reinforced concrete needs to be studied in a systematic way.In recent years, many studies have been carried out on the durability of concrete materials and structures [2–6]. There have been no cases of overall structure destruction of the IRWST due to boric acid corrosion [7]; therefore, the effects of reinforced concrete properties in boric acid corrosion environments have been less investigated [8, 9]. Based on the main functional characteristics of the wet surface area of IRWST, Wu et al. indicated that the facing steel plate should have good mechanical properties, corrosion resistance, and processing and welding properties [10]. Huang et al. conducted an experimental study on the basic mechanical properties of concrete under different concentrations of boric acid immersion environment, and the results showed a relatively weak effect of boric acid on mechanical properties such as compressive strength and elastic modulus of concrete [11]. Rong et al. drilled core samples on the site for nuclear power plants where boric acid solution leakage occurred and found that the corrosion of concrete by boric acid only occurred on the surface of the specimen. The corrosion products inside the concrete were not monitored, and the compressive strength of concrete in the corroded area was slightly reduced [12].In this study, the effect of boric acid leakage on the performance of reinforced concrete was investigated in the actual environment of nuclear power station primary loop water, and the properties of reinforced concrete under the corrosion of boric acid were studied by laboratory simulation methods to investigate the corrosion effects of boric acid solutions on reinforced concrete.


## 2. Test Materials and Concrete Mixture Ratio

### 2.1. Test Materials

Portland cement (P.O42.5) was used as the cementitious material in this test. Natural fine aggregate was river sand with a fineness modulus of 2.98. The coarse aggregate was crushed stone with continuous gradation with particle sizes ranging from 4.75 to 19 mm and 19 to 37.5 mm. Class I fly ash, high-efficiency water reducing agent, and air-entraining agent were used in the test. Normal tap water was used for concrete mixing.The test was conducted using ordinary hot-rolled ribbed seismic steel bars with diameters of 10, 16, and 20 mm for flexural test, mechanical properties of steel bars, and reinforced concrete bond strength test, respectively. A35 standard tensile specimens with a thickness of 5 mm were used for determining the basic mechanical properties of steel plates. The testing steel bar and steel plates used are shown in Figure1.Figure 1
Testing rebar and steel plates.


### 2.2. Concrete Mix

The durability of concrete materials and structures is influenced by many factors, including the environment, aggregates, and additives [13, 14]. The concrete proportions used for the tests were in accordance with the Code Requirements for Nuclear Safety-Related Concrete Structure (ACI 349-01), with a water-cement ratio (W/C) of 0.59, a sand ratio of 41%, and a design slump of 150 ± 25 mm. The proportions used for the tests are the same as those used for nuclear island concrete in a nuclear power plant, with the aim of facilitating the use of the test results to guide operation and maintenance. The composition of the concrete mix is listed in Table 1.Table 1
Concrete mixture ratio (kg/m3).
Medium sand (0–4.75 mm)Small-medium stone (4.75–19 mm)Big stone (19–37.5 mm)CementFly ashWater reducer (0.8%)Air-entraining agent (0.003%)Mixing water734581475273912.9120.0109160


## 2.1. Test Materials

Portland cement (P.O42.5) was used as the cementitious material in this test. Natural fine aggregate was river sand with a fineness modulus of 2.98. The coarse aggregate was crushed stone with continuous gradation with particle sizes ranging from 4.75 to 19 mm and 19 to 37.5 mm. Class I fly ash, high-efficiency water reducing agent, and air-entraining agent were used in the test. Normal tap water was used for concrete mixing.The test was conducted using ordinary hot-rolled ribbed seismic steel bars with diameters of 10, 16, and 20 mm for flexural test, mechanical properties of steel bars, and reinforced concrete bond strength test, respectively. A35 standard tensile specimens with a thickness of 5 mm were used for determining the basic mechanical properties of steel plates. The testing steel bar and steel plates used are shown in Figure1.Figure 1
Testing rebar and steel plates.


## 2.2. Concrete Mix

The durability of concrete materials and structures is influenced by many factors, including the environment, aggregates, and additives [13, 14]. The concrete proportions used for the tests were in accordance with the Code Requirements for Nuclear Safety-Related Concrete Structure (ACI 349-01), with a water-cement ratio (W/C) of 0.59, a sand ratio of 41%, and a design slump of 150 ± 25 mm. The proportions used for the tests are the same as those used for nuclear island concrete in a nuclear power plant, with the aim of facilitating the use of the test results to guide operation and maintenance. The composition of the concrete mix is listed in Table 1.Table 1
Concrete mixture ratio (kg/m3).
Medium sand (0–4.75 mm)Small-medium stone (4.75–19 mm)Big stone (19–37.5 mm)CementFly ashWater reducer (0.8%)Air-entraining agent (0.003%)Mixing water734581475273912.9120.0109160


## 3. Test Method

### 3.1. Test Environments

The mode of action and concentration of corrosion solution determine the degree of corrosion of reinforced concrete. For the purpose of the comparative study of the boric acid corrosion effect, a blank control group (distilled water environment) was set up. Considering the actual environment in the primary loop of the nuclear power plant, the concentration of the boric acid solution was chosen to be 0.27%. At the same time, in order to accelerate the corrosion rate of reinforced concrete, the test was also carried out with boric acid concentrations of 0.8% and 3%. In order to simulate the real environmental conditions, two test environments including immersion and alternating wet and dry conditions were established. The alternating wet and dry process cycle using corrosion solution involved soaking for four days and natural drying for three days. The IRWST operates at a temperature of approximately 55°C; therefore, the test was carried out at room temperature.


### 3.2. Mechanical Property Test

The mechanical properties of steel plates and reinforced concrete including compressive strength, splitting tensile strength, and static elastic modulus of concrete, flexural strength, and bond strength were investigated. A total of 8 different test environments including 2 test conditions of immersion and alternating wet and dry and 4 different boric acid concentrations were set for each test condition. The reinforced concrete specimens were maintained under the standard conditions for 28 days and then placed in the corrosion solution with the descaled steel and steel plate specimens, and these tests were conducted every 2 months at 60 days, 120 days, 180 days, 240 days, and 300 days.The compressive strength, splitting tensile strength, static elastic modulus, and flexural strength tests were conducted according to the standard test method for mechanical properties of ordinary concrete (GB/T 50081-2002). Cube specimens of 100 mm × 100 mm × 100 mm were used to test the compressive and splitting tensile strengths. The static elastic modulus was determined using 100 mm × 100 mm × 300 mm size specimens. Two ordinary hot-rolled ribbed seismic steel bars of 10 mm diameter were placed inside the reinforced concrete flexural test specimen with the specimen size of 100 mm × 100 mm × 400 mm. Transverse cracks of 0.2 mm were preset in the middle of the specimen by steel pieces.The basic mechanical properties of the steel bars and steel plates were tested according to the tensile test of metal materials (GB/T 228.1-2010). The ordinary hot-rolled ribbed seismic steel bars with a diameter of 16 mm and A35 carbon steel plate with a thickness of 5 mm were used in this study [15].The reinforced concrete bond strength test was carried out according to the test specification for hydraulic concrete (SL 352-2006). A cube specimen of 150 mm × 150 mm × 150 mm was used, and an ordinary hot-rolled ribbed seismic steel bar of 20 mm diameter was placed at the center.


### 3.3. Microstructural Analysis of Concrete and Reinforcement

The corrosion products and microstructure of concrete were analyzed by the concrete powder at 0 and 2 cm below the concrete surface by X-ray scanning using a D8 ADVANCE series X-ray diffractometer (Bruker). The crushed concrete specimens were analyzed by scanning electron microscopy using a HITACHI S-3500N series scanning electron microscope.The corrosion of reinforcing steel was analyzed through electrochemical impedance spectroscopy tests on the reinforcing bars in the flexural specimens using a PARSTAT 4000A series electrochemical workstation. The bars were derusted before pouring to avoid the original oxide film affecting the generation of passivation film of steel bars [16].


## 3.1. Test Environments

The mode of action and concentration of corrosion solution determine the degree of corrosion of reinforced concrete. For the purpose of the comparative study of the boric acid corrosion effect, a blank control group (distilled water environment) was set up. Considering the actual environment in the primary loop of the nuclear power plant, the concentration of the boric acid solution was chosen to be 0.27%. At the same time, in order to accelerate the corrosion rate of reinforced concrete, the test was also carried out with boric acid concentrations of 0.8% and 3%. In order to simulate the real environmental conditions, two test environments including immersion and alternating wet and dry conditions were established. The alternating wet and dry process cycle using corrosion solution involved soaking for four days and natural drying for three days. The IRWST operates at a temperature of approximately 55°C; therefore, the test was carried out at room temperature.


## 3.2. Mechanical Property Test

The mechanical properties of steel plates and reinforced concrete including compressive strength, splitting tensile strength, and static elastic modulus of concrete, flexural strength, and bond strength were investigated. A total of 8 different test environments including 2 test conditions of immersion and alternating wet and dry and 4 different boric acid concentrations were set for each test condition. The reinforced concrete specimens were maintained under the standard conditions for 28 days and then placed in the corrosion solution with the descaled steel and steel plate specimens, and these tests were conducted every 2 months at 60 days, 120 days, 180 days, 240 days, and 300 days.The compressive strength, splitting tensile strength, static elastic modulus, and flexural strength tests were conducted according to the standard test method for mechanical properties of ordinary concrete (GB/T 50081-2002). Cube specimens of 100 mm × 100 mm × 100 mm were used to test the compressive and splitting tensile strengths. The static elastic modulus was determined using 100 mm × 100 mm × 300 mm size specimens. Two ordinary hot-rolled ribbed seismic steel bars of 10 mm diameter were placed inside the reinforced concrete flexural test specimen with the specimen size of 100 mm × 100 mm × 400 mm. Transverse cracks of 0.2 mm were preset in the middle of the specimen by steel pieces.The basic mechanical properties of the steel bars and steel plates were tested according to the tensile test of metal materials (GB/T 228.1-2010). The ordinary hot-rolled ribbed seismic steel bars with a diameter of 16 mm and A35 carbon steel plate with a thickness of 5 mm were used in this study [15].The reinforced concrete bond strength test was carried out according to the test specification for hydraulic concrete (SL 352-2006). A cube specimen of 150 mm × 150 mm × 150 mm was used, and an ordinary hot-rolled ribbed seismic steel bar of 20 mm diameter was placed at the center.


## 3.3. Microstructural Analysis of Concrete and Reinforcement

The corrosion products and microstructure of concrete were analyzed by the concrete powder at 0 and 2 cm below the concrete surface by X-ray scanning using a D8 ADVANCE series X-ray diffractometer (Bruker). The crushed concrete specimens were analyzed by scanning electron microscopy using a HITACHI S-3500N series scanning electron microscope.The corrosion of reinforcing steel was analyzed through electrochemical impedance spectroscopy tests on the reinforcing bars in the flexural specimens using a PARSTAT 4000A series electrochemical workstation. The bars were derusted before pouring to avoid the original oxide film affecting the generation of passivation film of steel bars [16].


## 4. Test Results and Analysis

### 4.1. Effect on Mechanical Property of Concrete

The compressive strength, splitting strength, and elastic modulus of concrete under each environment are shown in Table2. A group of three specimens was set up for each test environment and each age, and the average values of the mechanical properties of each group are listed in Table 2. The compressive strength, splitting strength, and elastic modulus loss rates were calculated based on the mechanical properties of distilled water (boric acid concentration 0%) immersion and dry-wet alternating groups, and the results are shown in Figure 2.Table 2
Mechanical properties of concrete.
Test environmentImmersionDry-wet cyclesAge (d)Concentration (%)Compressive strength (MPa)Splitting tensile strength (MPa)Elastic modules (104 MPa)Compressive strength (MPa)Splitting tensile strength (MPa)Elastic modules (104 MPa)60060.03.903.5458.33.783.520.2759.63.883.5457.73.783.520.859.33.893.5457.23.763.51358.73.873.5356.83.773.51120063.74.393.6162.24.283.590.2763.04.363.6061.14.243.580.862.34.323.6060.54.213.58361.54.293.5959.74.173.56180066.94.663.6764.74.573.650.2765.94.613.6563.24.503.640.864.94.583.6562.54.463.64364.14.513.6361.54.393.61240068.84.783.8567.54.723.830.2767.74.723.8266.04.653.810.866.74.693.8165.24.603.80366.04.633.8064.14.553.77300069.64.853.9269.04.833.910.2768.44.793.8967.44.753.890.867.54.763.8866.74.713.88366.74.693.8765.84.653.86Figure 2
Loss rate of mechanical properties of concrete.
(a)(b)(c)The maximum compressive strength loss rate of concrete was 5.04% at a boric acid concentration of 3% for 240 days in alternating wet and dry conditions. At a boric acid concentration of 3%, the compressive strength loss rate fluctuates at the late stage of corrosion, mainly because the corrosion products attached to the surface of the specimen are gradually uniform, and the stress concentration caused by the corrosion products gradually disappears.The maximum loss rate of splitting tensile strength of concrete (3.94%) was observed at a boric acid concentration of 3% at 180 days of wet and dry alternation. No significant relationship was observed between the loss rate of splitting tensile strength and the concentration of boric acid at 60 days of corrosion in different concentrations.The loss rate of concrete elastic modulus was less affected by the boric acid concentration. The maximum loss rate of concrete elastic modulus was 1.57% at a boric acid concentration of 3% at 240 days of alternating wet and dry conditions. The loss rate of elastic modulus in the alternating wet and dry environment at 0.27% boric acid concentration was the smallest and at 0.8% boric acid concentration was the same as that in the immersion environment at 0.27% boric acid concentration. The corrosion effect of boric acid on the concrete elastic modulus indicated a relatively weak corrosion effect of low concentration boric acid solution.Figure2 shows that the concrete compressive strength loss rate in the dry and wet alternating corrosion environment is greater than that in the immersion environment. The main reason is that the crystallization of boric acid during the drying process of the specimen increases the porosity of the concrete surface. At a boric acid concentration of 3% of 120 days, corrosion crystals began to appear on the surface of concrete specimens in both corrosive environments. The corrosion time of 120 and 180 days compared with the alternating wet and dry environment shows that the growth rate of compressive strength loss rate is relatively low under the immersion environment, mainly because more corrosion products adhere to the concrete surface in the immersion environment.Figure3 shows the surface of the test block after 300 days of corrosion in the presence of boric acid. At a corrosion age of 300 days, corrosion crystals appeared on the surface of concrete specimens under the immersion environment with a concentration of 0.8%, while the surface of specimens under alternating wet and dry environments remained bright and clean.Figure 3
Concrete specimens after 300 days of corrosion: (a) immersion 0%, (b) immersion 0.27%, (c) immersion 0.8%, (d) immersion 3%, (e) dry-wet 0%, (f) dry-wet 0.27%, (g) dry-wet 0.8%, and (h) dry-wet 3%.
(a)(b)(c)(d)(e)(f)(g)(h)


### 4.2. Effect on Mechanical Property of Reinforcement

The mechanical properties of steel bars and steel plates under each environment are shown in Tables3 and 4. The yield and the ultimate strength loss rates of the steel bar and steel plate specimens with different corrosion times under immersion and alternating wet and dry environments only showed irregular fluctuations and no significant decrease in the test cycle, mainly because the corrosion rate of the steel bar and steel plate specimens is low, and the stress concentration caused by the cross-sectional dimensioning of the corrosion area does not occur during the test. The boric acid corrosive environment set up in the test has a low effect on the steel bar and steel plate. The yield and ultimate strengths of the steel bar and A36 steel plate specimens still meet the strength requirements during service.Table 3
Mechanical properties of steel bar and steel plate in an immersion environment.
Test environmentSteel barSteel plateAge (d)Concentration (%)Yield strength (MPa)Ultimate strength (MPa)Corrosion rate (%)Yield strength (MPa)Ultimate strength (MPa)Corrosion rate (%)600461.2619.80.086312.0471.50.0470.27460.7619.60.086312.3471.20.0630.8461.0619.80.090312.5471.30.0683461.2620.00.092312.5471.20.0781200461.2619.80.113312.5471.50.0630.27461.0619.60.129312.3471.40.0730.8461.0619.60.132312.2471.40.0783460.8619.60.139312.3471.20.0891800461.1620.00.135312.4471.60.0940.27461.0619.70.140312.6471.30.1000.8461.0619.70.148312.0471.50.1093461.0619.70.146312.4471.20.0992400462.0620.30.160312.3471.40.1200.27461.5619.30.166312.8471.50.1310.8460.8620.00.174312.1471.10.1463461.2620.50.180312.5471.30.1253000460.5618.90.176312.0470.00.1560.27460.0618.50.170312.2470.50.1720.8461.8619.30.180311.0470.80.1993459.7619.60.158311.6471.00.121Table 4
Mechanical properties of steel bar and steel plate under dry-wet cycles.
Test environmentSteel barSteel plateAge (d)Concentration (%)Yield strength (MPa)Ultimate strength (MPa)Corrosion rate (%)Yield strength (MPa)Ultimate strength (MPa)Corrosion rate (%)600460.9620.00.099312.3471.50.0730.27461.0619.70.101312.0471.00.0790.8461.3619.60.105312.5471.30.0993461.0620.10.107312.5471.30.1201200461.2619.80.137312.1471.20.1210.27461.0619.80.144312.4471.20.1310.8460.9619.80.148312.0471.00.1423461.0619.60.153312.3470.80.1511800460.8619.30.164312.4471.60.1570.27461.2619.50.171312.4471.70.1620.8461.0619.00.185312.2471.00.1733460.8619.60.167312.3471.40.1672400461.3619.00.190312.5471.70.1830.27461.0619.30.188312.0471.50.1940.8461.5618.80.191311.8471.20.1973460.9619.50.185312.2471.10.1833000459.8619.00.212312.0470.50.1930.27460.7618.70.236311.8470.60.2360.8460.4619.10.235311.9470.00.2293459.3619.40.201311.5470.40.193The corrosion rate is the rate of mass loss of the specimens after corrosion. Tables3 and 4 show that the overall corrosion rate of specimens is small and increases with time. The corrosion rate of the specimens in the alternating wet and dry environment was slightly higher than that in the soaking environment.The steel bar and steel plate specimens at a corrosion test age of 300 days are shown in Figure4. In the boric acid solution with a concentration of 3% after 120 days of corrosion, the surface of the steel specimen started being covered by corrosion products. When the corrosion age reached 300 days, after removing the corrosion products on the surface of the specimen, the internal steel bar and steel plates are only partially covered with black rust on the surface, while most areas remain bright. Combining the observed phenomenon with the mass loss of the steel bars and steel plates leads to the following observation:(a)
The effect of boric acid on steel is weak(b)
Corrosion products have a certain degree of denseness, inhibiting further corrosion of steelFigure 4
Steel bar and steel plate specimens after 300 d of corrosion: (a) immersion 0%, (b) dry-wet 0%, (c) immersion 0.27%, (d) dry-wet 0.27%, (e) immersion 0.8%, (f) dry-wet 0.8%, (g) immersion 3.0%, and (h) dry-wet 3.0%.
(a)(b)(c)(d)(e)(f)(g)(h)


### 4.3. Effect on Mechanical Property of Reinforcement Concrete

The flexural and bond strengths of reinforced concrete under each test environment are listed in Table5. The mechanical properties of distilled water (boric acid concentration 0%) immersion and dry-wet alternating groups were used as the benchmark to calculate the loss rate of flexural strength and bond strength, and the results are shown in Figure 5.Table 5
Mechanical properties of reinforced concrete.
Test environmentImmersionDry-wet cyclesAge (d)Concentration (%)Bond strength (MPa)Flexural strength (kN)Bond strength (MPa)Flexural strength (kN)6007.6221.67.5620.80.277.6121.67.5620.60.87.6121.47.5420.737.5921.37.5420.512007.8724.27.7023.70.277.8524.07.6723.40.87.8223.97.6423.337.7923.67.6023.018008.0525.47.9625.20.278.0225.17.9124.80.87.9624.07.8824.637.9324.67.8224.324008.2125.88.1825.50.278.1724.58.1225.00.88.1025.38.0624.938.0825.08.0324.630008.2725.68.2825.70.278.2325.28.2325.20.88.2025.18.1925.138.1524.78.1324.9Figure 5
Loss rate of mechanical properties of reinforced concrete.
(a)(b)The maximum flexural strength loss rate of the specimen was 3.57% at a boric acid concentration of 3% for 180 days in alternating wet and dry conditions. The difference in the flexural strength loss rate of the specimens was small for the test environments with the boric acid concentration of 0.27% and 0.8%. The flexural strength loss rate is basically the same in the alternating environment of 0.27% concentration and the immersion environment of 0.8% concentration but showed large fluctuations in the later part of the test at a 3% boric acid concentration environment.The loss rate of bond strength of specimens was small. The maximum loss rate of bond strength occurred at 240 days of corrosion under the wet and dry alternation, but the maximum value was only 1.83%, and the loss rate of bond strength tended to be fixed at the later stage of corrosion. The bond strength of reinforced concrete was weakly affected by boric acid.The test specimens of flexural strength and bond strength after 300 days of boric acid corrosion are shown in Figures6 and 7. When the test specimens of flexural strength were split and sprayed with phenolphthalein solution, except for the surface location where no color indication appeared, the interior of the test specimens still maintained the high alkaline environment turning the phenolphthalein solution to red, and the internal reinforcement of the test specimens still maintained the polished luster. The internal reinforcement of the bond strength specimen also maintained the same pitting luster. The effect of boric acid corrosion on reinforced concrete specimens occurred only on the surface location of the specimen, and the internal reinforcement was not affected by the boric acid solution.Figure 6
Flexural strength specimens after 300 days of corrosion: (a) immersion (0%, 0.27%, 0.8%, and 3%) and (b) dry-wet (0%, 0.27%, 0.8%, and 3%).
(a)(b)Figure 7
Bond strength specimens after 300 days of corrosion: (a) immersion 0%, (b) immersion 0.27%, (c) immersion 0.8%, (d) immersion 3%, (e) dry-wet 0%, (f) dry-wet 0.27%, (g) dry-wet 0.8%, and (h) dry-wet 3%.
(a)(b)(c)(d)(e)(f)(g)(h)The electrochemical impedance spectra of the steel bars in flexural specimens of different ages under each corrosive environment were recorded and analyzed. Figure8 shows the Nyquist diagram of the internal reinforcement of the flexural specimen under the test environment, exhibiting only two capacitive resistance arcs in the high- and low-frequency regions.Figure 8
Nyquist diagram of reinforcement for flexural specimens at each age: (a) 60 days, (b) 120 days, (c) 180 days, (d) 240 days, and (e) 300 days.
(a)(b)(c)(d)(e)The larger the radius of the low-frequency band capacitive arc, the greater the passivation film resistance of the steel surface [17, 18]. The intersection of the high- and low-frequency regions of the capacitive arc indicates the transfer resistance of the corrosive material to the surface of the reinforcement through the protective layer of concrete [19, 20].The Nyquist diagram of the low-frequency band capacitive arc shows that under different corrosive environments, the slope of the low-frequency band capacitive arc resistance of the corrosion age of 60 days is significantly smaller than that after 120 days of corrosion. When the corrosion age reaches 120 days, there is no significant change in the slope of the low-frequency band capacitive arc resistance in different ages and corrosion environments. This result is consistent with the change in the cross-point position of the two capacitive resistance arcs in the real part of the Nyquist plot at different corrosion ages, probably because in the early stage of corrosion, relatively more cement is not fully hydrated inside the concrete, and the passivation film on the outer surface of the reinforcement is under a relatively weak alkaline environment. With increasing corrosion time, the internal cement hydrates more completely, providing a better alkaline environment for the internal reinforcement and the formation of a more complete passivation film on the surface of the reinforcement.However, even in the early stages of corrosion, the low-frequency segment of the Nyquist plot in different corrosive environments does not show a flattened semicircular arc but a straight line with an inclination angle much greater than 45°. Similar test results were reported by numerous scholars, indicating a typical feature of reinforcing steel in concrete in a passivated state [21–24]. Therefore, complete passivation film formed on the surface of the reinforcement concrete, and the reinforcement inside the flexural specimens at different corrosion ages and under different corrosion environments did not show any rusting. Comparing the Nyquist plot of the same age and different corrosive environments in the low-frequency band tolerance arc shows that the slope of the low-frequency band tolerance arc is basically the same, but the highest point of the low-frequency band tolerance arc is not significantly related to the concentration of boric acid corrosion solution, that is, the integrity of the passivation film on the surface of the steel is not affected by the concentration of the corrosion solution.


### 4.4. Effect on the Microstructure of Concrete

The sampled concrete powder was analyzed by X-ray diffraction (XRD) using a D8 ADVANCE X-ray diffractometer. A reinforced concrete specimen with a corrosion age of 300 days was selected and sampled on the surface and at 2 cm depth. Figure9 shows the XRD analysis result. The XRD diffraction pattern shows that the corrosion product on the surface (0 cm) includes metaborate (Ca(B02)2) and polyborate products (CaB6O10-4H2O, CaB4O10). No significant corrosion products were detected in the diffraction pattern of the concrete internal specimens (2 cm). According to the relevant literature, boric acid produces metaborates with alkaline substances in an alkaline environment and polyborates with alkaline substances in an acidic environment. Boric acid mainly reacts with alkaline leaching solution and has a weak corrosive effect on concrete specimens. The X-ray scan analysis results are consistent with the phenolphthalein solution color development results shown in Figure 6.Figure 9
XRD analysis at 300 days of corrosion: (a) immersion 0.8% (2 cm), (b) immersion 3% (2 cm), (c) dry-wet 0.8% (0 cm), and (d) dry-wet 3% (0 cm).
(a)(b)(c)(d)The concrete specimens were analyzed by scanning electron microscopy using an S-3500N series electron scanning microscope. Figure10 shows the electron microscope scanning images of concrete specimens, indicating 0.8%, 3%, and 0.27% crystalline content of white corrosion products on the surface of the specimen under the immersion environment. The main reason is that the corrosion crystals attached to the surface of the specimen in the boric acid concentration of 3% environment inhibited the further corrosion of concrete. The concrete specimens did not show obvious corrosion crystallization products at 2 cm inside the specimen, allowing assuming that the corrosion of concrete by the boric acid mainly occurred on the concrete surface.Figure 10
Electron microscopy scans of specimens at 300 days of corrosion: (a) immersion 0.8% (0 cm), (b) immersion 3% (0 cm), (c) immersion 0.27% (0 cm), (d) dry-wet 0.8% (2 cm), and (e) immersion 3% (2 cm).
(a)(b)(c)(d)(e)


## 4.1. Effect on Mechanical Property of Concrete

The compressive strength, splitting strength, and elastic modulus of concrete under each environment are shown in Table2. A group of three specimens was set up for each test environment and each age, and the average values of the mechanical properties of each group are listed in Table 2. The compressive strength, splitting strength, and elastic modulus loss rates were calculated based on the mechanical properties of distilled water (boric acid concentration 0%) immersion and dry-wet alternating groups, and the results are shown in Figure 2.Table 2
Mechanical properties of concrete.
Test environmentImmersionDry-wet cyclesAge (d)Concentration (%)Compressive strength (MPa)Splitting tensile strength (MPa)Elastic modules (104 MPa)Compressive strength (MPa)Splitting tensile strength (MPa)Elastic modules (104 MPa)60060.03.903.5458.33.783.520.2759.63.883.5457.73.783.520.859.33.893.5457.23.763.51358.73.873.5356.83.773.51120063.74.393.6162.24.283.590.2763.04.363.6061.14.243.580.862.34.323.6060.54.213.58361.54.293.5959.74.173.56180066.94.663.6764.74.573.650.2765.94.613.6563.24.503.640.864.94.583.6562.54.463.64364.14.513.6361.54.393.61240068.84.783.8567.54.723.830.2767.74.723.8266.04.653.810.866.74.693.8165.24.603.80366.04.633.8064.14.553.77300069.64.853.9269.04.833.910.2768.44.793.8967.44.753.890.867.54.763.8866.74.713.88366.74.693.8765.84.653.86Figure 2
Loss rate of mechanical properties of concrete.
(a)(b)(c)The maximum compressive strength loss rate of concrete was 5.04% at a boric acid concentration of 3% for 240 days in alternating wet and dry conditions. At a boric acid concentration of 3%, the compressive strength loss rate fluctuates at the late stage of corrosion, mainly because the corrosion products attached to the surface of the specimen are gradually uniform, and the stress concentration caused by the corrosion products gradually disappears.The maximum loss rate of splitting tensile strength of concrete (3.94%) was observed at a boric acid concentration of 3% at 180 days of wet and dry alternation. No significant relationship was observed between the loss rate of splitting tensile strength and the concentration of boric acid at 60 days of corrosion in different concentrations.The loss rate of concrete elastic modulus was less affected by the boric acid concentration. The maximum loss rate of concrete elastic modulus was 1.57% at a boric acid concentration of 3% at 240 days of alternating wet and dry conditions. The loss rate of elastic modulus in the alternating wet and dry environment at 0.27% boric acid concentration was the smallest and at 0.8% boric acid concentration was the same as that in the immersion environment at 0.27% boric acid concentration. The corrosion effect of boric acid on the concrete elastic modulus indicated a relatively weak corrosion effect of low concentration boric acid solution.Figure2 shows that the concrete compressive strength loss rate in the dry and wet alternating corrosion environment is greater than that in the immersion environment. The main reason is that the crystallization of boric acid during the drying process of the specimen increases the porosity of the concrete surface. At a boric acid concentration of 3% of 120 days, corrosion crystals began to appear on the surface of concrete specimens in both corrosive environments. The corrosion time of 120 and 180 days compared with the alternating wet and dry environment shows that the growth rate of compressive strength loss rate is relatively low under the immersion environment, mainly because more corrosion products adhere to the concrete surface in the immersion environment.Figure3 shows the surface of the test block after 300 days of corrosion in the presence of boric acid. At a corrosion age of 300 days, corrosion crystals appeared on the surface of concrete specimens under the immersion environment with a concentration of 0.8%, while the surface of specimens under alternating wet and dry environments remained bright and clean.Figure 3
Concrete specimens after 300 days of corrosion: (a) immersion 0%, (b) immersion 0.27%, (c) immersion 0.8%, (d) immersion 3%, (e) dry-wet 0%, (f) dry-wet 0.27%, (g) dry-wet 0.8%, and (h) dry-wet 3%.
(a)(b)(c)(d)(e)(f)(g)(h)


## 4.2. Effect on Mechanical Property of Reinforcement

The mechanical properties of steel bars and steel plates under each environment are shown in Tables3 and 4. The yield and the ultimate strength loss rates of the steel bar and steel plate specimens with different corrosion times under immersion and alternating wet and dry environments only showed irregular fluctuations and no significant decrease in the test cycle, mainly because the corrosion rate of the steel bar and steel plate specimens is low, and the stress concentration caused by the cross-sectional dimensioning of the corrosion area does not occur during the test. The boric acid corrosive environment set up in the test has a low effect on the steel bar and steel plate. The yield and ultimate strengths of the steel bar and A36 steel plate specimens still meet the strength requirements during service.Table 3
Mechanical properties of steel bar and steel plate in an immersion environment.
Test environmentSteel barSteel plateAge (d)Concentration (%)Yield strength (MPa)Ultimate strength (MPa)Corrosion rate (%)Yield strength (MPa)Ultimate strength (MPa)Corrosion rate (%)600461.2619.80.086312.0471.50.0470.27460.7619.60.086312.3471.20.0630.8461.0619.80.090312.5471.30.0683461.2620.00.092312.5471.20.0781200461.2619.80.113312.5471.50.0630.27461.0619.60.129312.3471.40.0730.8461.0619.60.132312.2471.40.0783460.8619.60.139312.3471.20.0891800461.1620.00.135312.4471.60.0940.27461.0619.70.140312.6471.30.1000.8461.0619.70.148312.0471.50.1093461.0619.70.146312.4471.20.0992400462.0620.30.160312.3471.40.1200.27461.5619.30.166312.8471.50.1310.8460.8620.00.174312.1471.10.1463461.2620.50.180312.5471.30.1253000460.5618.90.176312.0470.00.1560.27460.0618.50.170312.2470.50.1720.8461.8619.30.180311.0470.80.1993459.7619.60.158311.6471.00.121Table 4
Mechanical properties of steel bar and steel plate under dry-wet cycles.
Test environmentSteel barSteel plateAge (d)Concentration (%)Yield strength (MPa)Ultimate strength (MPa)Corrosion rate (%)Yield strength (MPa)Ultimate strength (MPa)Corrosion rate (%)600460.9620.00.099312.3471.50.0730.27461.0619.70.101312.0471.00.0790.8461.3619.60.105312.5471.30.0993461.0620.10.107312.5471.30.1201200461.2619.80.137312.1471.20.1210.27461.0619.80.144312.4471.20.1310.8460.9619.80.148312.0471.00.1423461.0619.60.153312.3470.80.1511800460.8619.30.164312.4471.60.1570.27461.2619.50.171312.4471.70.1620.8461.0619.00.185312.2471.00.1733460.8619.60.167312.3471.40.1672400461.3619.00.190312.5471.70.1830.27461.0619.30.188312.0471.50.1940.8461.5618.80.191311.8471.20.1973460.9619.50.185312.2471.10.1833000459.8619.00.212312.0470.50.1930.27460.7618.70.236311.8470.60.2360.8460.4619.10.235311.9470.00.2293459.3619.40.201311.5470.40.193The corrosion rate is the rate of mass loss of the specimens after corrosion. Tables3 and 4 show that the overall corrosion rate of specimens is small and increases with time. The corrosion rate of the specimens in the alternating wet and dry environment was slightly higher than that in the soaking environment.The steel bar and steel plate specimens at a corrosion test age of 300 days are shown in Figure4. In the boric acid solution with a concentration of 3% after 120 days of corrosion, the surface of the steel specimen started being covered by corrosion products. When the corrosion age reached 300 days, after removing the corrosion products on the surface of the specimen, the internal steel bar and steel plates are only partially covered with black rust on the surface, while most areas remain bright. Combining the observed phenomenon with the mass loss of the steel bars and steel plates leads to the following observation:(a)
The effect of boric acid on steel is weak(b)
Corrosion products have a certain degree of denseness, inhibiting further corrosion of steelFigure 4
Steel bar and steel plate specimens after 300 d of corrosion: (a) immersion 0%, (b) dry-wet 0%, (c) immersion 0.27%, (d) dry-wet 0.27%, (e) immersion 0.8%, (f) dry-wet 0.8%, (g) immersion 3.0%, and (h) dry-wet 3.0%.
(a)(b)(c)(d)(e)(f)(g)(h)


## 4.3. Effect on Mechanical Property of Reinforcement Concrete

The flexural and bond strengths of reinforced concrete under each test environment are listed in Table5. The mechanical properties of distilled water (boric acid concentration 0%) immersion and dry-wet alternating groups were used as the benchmark to calculate the loss rate of flexural strength and bond strength, and the results are shown in Figure 5.Table 5
Mechanical properties of reinforced concrete.
Test environmentImmersionDry-wet cyclesAge (d)Concentration (%)Bond strength (MPa)Flexural strength (kN)Bond strength (MPa)Flexural strength (kN)6007.6221.67.5620.80.277.6121.67.5620.60.87.6121.47.5420.737.5921.37.5420.512007.8724.27.7023.70.277.8524.07.6723.40.87.8223.97.6423.337.7923.67.6023.018008.0525.47.9625.20.278.0225.17.9124.80.87.9624.07.8824.637.9324.67.8224.324008.2125.88.1825.50.278.1724.58.1225.00.88.1025.38.0624.938.0825.08.0324.630008.2725.68.2825.70.278.2325.28.2325.20.88.2025.18.1925.138.1524.78.1324.9Figure 5
Loss rate of mechanical properties of reinforced concrete.
(a)(b)The maximum flexural strength loss rate of the specimen was 3.57% at a boric acid concentration of 3% for 180 days in alternating wet and dry conditions. The difference in the flexural strength loss rate of the specimens was small for the test environments with the boric acid concentration of 0.27% and 0.8%. The flexural strength loss rate is basically the same in the alternating environment of 0.27% concentration and the immersion environment of 0.8% concentration but showed large fluctuations in the later part of the test at a 3% boric acid concentration environment.The loss rate of bond strength of specimens was small. The maximum loss rate of bond strength occurred at 240 days of corrosion under the wet and dry alternation, but the maximum value was only 1.83%, and the loss rate of bond strength tended to be fixed at the later stage of corrosion. The bond strength of reinforced concrete was weakly affected by boric acid.The test specimens of flexural strength and bond strength after 300 days of boric acid corrosion are shown in Figures6 and 7. When the test specimens of flexural strength were split and sprayed with phenolphthalein solution, except for the surface location where no color indication appeared, the interior of the test specimens still maintained the high alkaline environment turning the phenolphthalein solution to red, and the internal reinforcement of the test specimens still maintained the polished luster. The internal reinforcement of the bond strength specimen also maintained the same pitting luster. The effect of boric acid corrosion on reinforced concrete specimens occurred only on the surface location of the specimen, and the internal reinforcement was not affected by the boric acid solution.Figure 6
Flexural strength specimens after 300 days of corrosion: (a) immersion (0%, 0.27%, 0.8%, and 3%) and (b) dry-wet (0%, 0.27%, 0.8%, and 3%).
(a)(b)Figure 7
Bond strength specimens after 300 days of corrosion: (a) immersion 0%, (b) immersion 0.27%, (c) immersion 0.8%, (d) immersion 3%, (e) dry-wet 0%, (f) dry-wet 0.27%, (g) dry-wet 0.8%, and (h) dry-wet 3%.
(a)(b)(c)(d)(e)(f)(g)(h)The electrochemical impedance spectra of the steel bars in flexural specimens of different ages under each corrosive environment were recorded and analyzed. Figure8 shows the Nyquist diagram of the internal reinforcement of the flexural specimen under the test environment, exhibiting only two capacitive resistance arcs in the high- and low-frequency regions.Figure 8
Nyquist diagram of reinforcement for flexural specimens at each age: (a) 60 days, (b) 120 days, (c) 180 days, (d) 240 days, and (e) 300 days.
(a)(b)(c)(d)(e)The larger the radius of the low-frequency band capacitive arc, the greater the passivation film resistance of the steel surface [17, 18]. The intersection of the high- and low-frequency regions of the capacitive arc indicates the transfer resistance of the corrosive material to the surface of the reinforcement through the protective layer of concrete [19, 20].The Nyquist diagram of the low-frequency band capacitive arc shows that under different corrosive environments, the slope of the low-frequency band capacitive arc resistance of the corrosion age of 60 days is significantly smaller than that after 120 days of corrosion. When the corrosion age reaches 120 days, there is no significant change in the slope of the low-frequency band capacitive arc resistance in different ages and corrosion environments. This result is consistent with the change in the cross-point position of the two capacitive resistance arcs in the real part of the Nyquist plot at different corrosion ages, probably because in the early stage of corrosion, relatively more cement is not fully hydrated inside the concrete, and the passivation film on the outer surface of the reinforcement is under a relatively weak alkaline environment. With increasing corrosion time, the internal cement hydrates more completely, providing a better alkaline environment for the internal reinforcement and the formation of a more complete passivation film on the surface of the reinforcement.However, even in the early stages of corrosion, the low-frequency segment of the Nyquist plot in different corrosive environments does not show a flattened semicircular arc but a straight line with an inclination angle much greater than 45°. Similar test results were reported by numerous scholars, indicating a typical feature of reinforcing steel in concrete in a passivated state [21–24]. Therefore, complete passivation film formed on the surface of the reinforcement concrete, and the reinforcement inside the flexural specimens at different corrosion ages and under different corrosion environments did not show any rusting. Comparing the Nyquist plot of the same age and different corrosive environments in the low-frequency band tolerance arc shows that the slope of the low-frequency band tolerance arc is basically the same, but the highest point of the low-frequency band tolerance arc is not significantly related to the concentration of boric acid corrosion solution, that is, the integrity of the passivation film on the surface of the steel is not affected by the concentration of the corrosion solution.


## 4.4. Effect on the Microstructure of Concrete

The sampled concrete powder was analyzed by X-ray diffraction (XRD) using a D8 ADVANCE X-ray diffractometer. A reinforced concrete specimen with a corrosion age of 300 days was selected and sampled on the surface and at 2 cm depth. Figure9 shows the XRD analysis result. The XRD diffraction pattern shows that the corrosion product on the surface (0 cm) includes metaborate (Ca(B02)2) and polyborate products (CaB6O10-4H2O, CaB4O10). No significant corrosion products were detected in the diffraction pattern of the concrete internal specimens (2 cm). According to the relevant literature, boric acid produces metaborates with alkaline substances in an alkaline environment and polyborates with alkaline substances in an acidic environment. Boric acid mainly reacts with alkaline leaching solution and has a weak corrosive effect on concrete specimens. The X-ray scan analysis results are consistent with the phenolphthalein solution color development results shown in Figure 6.Figure 9
XRD analysis at 300 days of corrosion: (a) immersion 0.8% (2 cm), (b) immersion 3% (2 cm), (c) dry-wet 0.8% (0 cm), and (d) dry-wet 3% (0 cm).
(a)(b)(c)(d)The concrete specimens were analyzed by scanning electron microscopy using an S-3500N series electron scanning microscope. Figure10 shows the electron microscope scanning images of concrete specimens, indicating 0.8%, 3%, and 0.27% crystalline content of white corrosion products on the surface of the specimen under the immersion environment. The main reason is that the corrosion crystals attached to the surface of the specimen in the boric acid concentration of 3% environment inhibited the further corrosion of concrete. The concrete specimens did not show obvious corrosion crystallization products at 2 cm inside the specimen, allowing assuming that the corrosion of concrete by the boric acid mainly occurred on the concrete surface.Figure 10
Electron microscopy scans of specimens at 300 days of corrosion: (a) immersion 0.8% (0 cm), (b) immersion 3% (0 cm), (c) immersion 0.27% (0 cm), (d) dry-wet 0.8% (2 cm), and (e) immersion 3% (2 cm).
(a)(b)(c)(d)(e)


## 5. Conclusions

In conclusion, the corrosive effect of boric acid solution on reinforced concrete was systematically studied under two test environments, immersion and alternating wet-dry, to simulate the actual situation of nuclear power plant operation. The effects of boric acid corrosion on reinforced concrete were studied, leading to the following conclusions:(1)
The effect of the boric acid solution on the compressive strength, splitting tensile strength, elastic modulus, flexural strength, and bond strength of reinforced concrete specimens was found to be small. The corrosion effect is related to the concentration of the boric acid solution, but the effect is not significant. The corrosion degree of the specimens is mainly determined by the corrosion age.(2)
The effect of the boric acid solution on the yield strength, ultimate strength, and rust rate of steel bars and steel plates is weak, and the mechanical properties of the specimens after corrosion still met the strength requirements during the service.(3)
For concrete, the degradation of mechanical properties is slightly higher in alternating wet and dry environments than in the immersion environments; for example, the loss rate of compressive strength in these environments was 5.04% and 4.07%, respectively. However, steel specimens did not show this pattern.(4)
Corrosion occurs only at 2 cm inside the specimen under the action of boric acid.(5)
With increasing corrosion age, uneven corrosion products began to cover the surface of the specimen that inhibits further corrosion.(6)
The corrosion of reinforced concrete structures by boric acid has minimal impact on the safety of nuclear power plants, and thus, this study provides a reference for nuclear power plant operation and maintenance.



---

*Source: 5534917-2021-06-19.xml*