Effect of Nano-SiO2/PVA on Corrosion Behavior of Steel Rebar Embedded in High-Volume Fly Ash Mortar under Accelerated Chloride Attack

In this paper, the influence of Nano-silica (NS) and Polyvinyl alcohol (PVA) fibers on the corrosion behavior of steel rebar embedded in high-volume fly ash cement mortars under accelerated chloride attack was studied by using an impressed voltage technique. The PVA fibers used were 1.0 vol.%, and two mass fractions of cement (50 and 60 wt.%) were replaced by fly ash. Four NS mass fractions (0, 0.5, 1.0, and 1.5 wt.%) were utilized in this paper. In addition, the mono and hybrid effects of NS and PVA on the mechanical properties and water absorption of mortar were also studied. The results showed that the incorporation of PVA and nano-SiO2 can improve the flexural and compressive strengths of high-volume fly ash mortar. Generally, the flexural and compressive strengths increased with the increase of nano-SiO2 content. Moreover, the incorporation NS can also reduce the capillary water–absorption rate of cement mortar. The impressed voltage corrosion test indicated that the composite incorporation of nano-SiO2 and PVA can significantly delay the deterioration process of steel bars in mortar, effectively reducing the steel rebar’s corrosion level and increasing the exposure time of the surface crack. With hybrid-incorporation 1.0 vol.% PVA and 1.0 wt.% nano-SiO2, the steel rebar had the lowest corrosion degree, which exhibited a mass loss of 49% and increased the broken time by 71% as compared to the control mortar.


Introduction
Reinforced concrete is currently one of the most widely used materials in the field of civil engineering, mainly because it is convenient to obtain and cheap in cost. However, the massive use of cement in reinforced concrete has a negative impact on the environment as the production of cement consumes a lot of energy and natural resources, accompanied by the release of CO 2 and dust particles. Fly ash, a kind of industrial solid waste, not only has pore-filling and morphology effects but also can react with Ca(OH) 2 (one of the products of cement hydration production) to form C-S-H and Aft, leading to the enhancement in the microstructure and durability of concrete [1,2]. Moreover, the replacement if cement with fly ash (especially using high-volume fly ash) can reduce the negative effects of stacking fly ash waste and producing cement. Furthermore, the use of a high volume of fly ash can greatly decrease the cost of concrete as fly ash is much cheaper than cement. Thus, the use of a high volume of fly ash in concrete has good economic and social benefits. However, the substitute of cement by high-volume fly ash may decrease the pH value of concrete as the secondary hydration of fly ash needs to consume Ca(OH) 2 . According to Aisiou Standard Sand Co., Ltd., China, and its fineness modulus and density are 2.85 and 2.65 g/cm 3 , respectively. The fly ash is produced by the Shouxian Power Plant in China and its properties are listed in Table 2. The main components of fly ash are Al 2 O 3 and SiO 2 . NS is from Hangzhou Wanjing New Material Co., Ltd., China, and its diameter is about 30-50 nm, which is shown in Figure 1a. The superplasticizer is polycarboxylate superplasticizer, with water-educing efficiency of about 25%. The type of PVA fiber is K-I, which is produced by Japan Co., Ltd., Japan, and the properties are listed in Figure 1b and Table 3.

Materials
The P.O 42.5R Portland cement is output by Guangdong Tapai Cement Co., Ltd., China, and the properties are presented in Table 1. The sand is produced by Xiamen Aisiou Standard Sand Co., Ltd., China, and its fineness modulus and density are 2.85 and 2.65 g/cm 3 , respectively. The fly ash is produced by the Shouxian Power Plant in China and its properties are listed in Table 2. The main components of fly ash are Al2O3 and SiO2. NS is from Hangzhou Wanjing New Material Co., Ltd., China, and its diameter is about 30-50 nm, which is shown in Figure 1a. The superplasticizer is polycarboxylate superplasticizer, with water-educing efficiency of about 25%. The type of PVA fiber is K-I, which is produced by Japan Co., Ltd., Japan, and the properties are listed in Figure 1b and Table 3.

Specimen Preparation
The effect of NS content (0, 0.5, 1.0, and 1.5%) on the corrosion behavior of steel rebar embedded in the mortar was studied when the content of fly ash was set at 50% and 60%, and the content of PVA was fixed at 1.0% by volume. The mix proportions are shown in Table 4. The specimens of the modified mortar were prepared by the following experimental steps [25]: (1) Weighing the cement, sand, FA, NS, PVA fiber, water, and superplasticizer; (2) Dry-mixing the sand, cement, NS, FA, and superplasticizer for 2 min; (3) Adding water to the dry mixture and continuing to mix for 2 min; (4) Adding PVA fiber to the mixture with a certain fluidity along the stirring direction, and then stirring for 3 min; (5) Pouring the mixed mortar into molds prepared with pre-embedded steel rebar and ensuring good compaction; (6) Smoothing the surface of the specimens and wrapping the exposed steel rebar to prevent corrosion; (7) Demolding the specimens after 24 h and then curing them for 28 days in the curing room; (8) Two days before the test, coating both sides of the exposed steel rebars with epoxy resin to prevent the solution from contacting the steel rebar through the surface (preventing "neck brittleness" damage, as shown in Figure 2a); (9) Pasting 3-strain gauges on the surface, 25 mm away from the steel rebar (as shown in Figure 2b).

Mechanical Performance Test
The flexural and compressive strength of the specimens were tested according to the "Test Method for Strength of Cement Mortar Sand" (GB/T 17671-1999) [26]. For each mix in Table 4, three specimens of 160 mm × 40 mm × 40 mm in dimensions were tested by three-point bending with supporting span of 100 mm, and six 100 mm × 100 mm × 100 mm cubic specimens were used for compressive strength tests. The automatic machine CMT-5105 was used to flexural strength test. The test measure is in displacement control mode with a loading rate of 0.05 mm/min. A servo-hydraulic YAW-4306 testing

Mechanical Performance Test
The flexural and compressive strength of the specimens were tested according to the "Test Method for Strength of Cement Mortar Sand" (GB/T 17671-1999) [26]. For each mix in Table 4, three specimens of 160 mm × 40 mm × 40 mm in dimensions were tested by three-point bending with supporting span of 100 mm, and six 100 mm × 100 mm × 100 mm cubic specimens were used for compressive strength tests. The automatic machine CMT-5105 was used to flexural strength test. The test measure is in displacement control mode with a loading rate of 0.05 mm/min. A servo-hydraulic YAW-4306 testing system was utilized to test the compressive strength with a loading rate of 0.5 MPa/s.

Water Absorption Test
Specimens (40 mm × 40 mm × 160 mm) were cured for 28 days in the curing room. Specimens were placed in blast air and not taken out unless their mass loss rate was below 0.1% within 24 h at the temperature of 50 • C. After drying, the specimens were taken out and weighed. The four sides of the specimens were sealed with paraffin, and two sides of 40 mm × 160 mm were reserved to make sure that the process of capillary water absorption was one-dimensional. The water absorption test followed these steps [27]: (1) put the support in a flat-bottomed container; (2) put the cement mortar on the support with the side of the specimen not coated with paraffin facing down; (3) slowly pour clear water into the container until the water surface is 5 mm higher than the bottom of the specimen (as shown in Figure 3); (4) take out the specimens at different accumulative times (0 min, 5 min, 10 min, 20 min, 30 min, 60 min, 120 min, 180 min, 240 min), quickly wipe off the surface moisture, and then weigh and record their weight; (5) the unit water absorption of the specimen can be calculated by Equation (1), and the capillary water-absorption coefficient of the specimen can be calculated from the slope.
where Q is water absorption mass of the specimen (g), A is the surface area of the water absorption surface of the specimen (m 2 ), t is the cumulative water absorption time (min), and k is the capillary water-absorption coefficient of the specimen (g/(m 2 ·min 1/2 )).

Impressed Voltage Accelerated Corrosion Test
The experiment with the impressed voltage corrosion test was implemented on mortar specimens containing a single piece of steel rebar, and the specimens and equipment for the accelerated corrosion test are shown in Figures 2 and 4. So as to accelerate the corrosion process of steel rebar in a short time, an external direct current source with a constant voltage of 20 V was used in the system during testing. The devices and schematic of the test are shown in Figure 4a,b. In the experiment, the steel rebar acts as the anode, and the stainless-steel mesh acts as the cathode. During the experiment, the cracking process of specimen surface was recorded with strain gauges, and the impressed current was also recorded by current meter. The accelerated corrosion experiment was stopped when the width of a surface crack was 1 mm. After the test, the rust distribution in the mortar was observed by breaking the specimens. The steel rebar was taken out from the specimen and cleaned, and then its mass was measured and recorded. The mass loss ΔM and the corrosion level ρ were determined by the following Equations (2)

Impressed Voltage Accelerated Corrosion Test
The experiment with the impressed voltage corrosion test was implemented on mortar specimens containing a single piece of steel rebar, and the specimens and equipment for the accelerated corrosion test are shown in Figures 2 and 4. So as to accelerate the corrosion process of steel rebar in a short time, an external direct current source with a constant voltage of 20 V was used in the system during testing. The devices and schematic of the test are shown in Figure 4a,b. In the experiment, the steel rebar acts as the anode, and the stainless-steel mesh acts as the cathode. During the experiment, the cracking process of specimen surface was recorded with strain gauges, and the impressed current was also recorded by current meter. The accelerated corrosion experiment was stopped when the width of a surface crack was 1 mm. After the test, the rust distribution in the mortar was observed by breaking the specimens. The steel rebar was taken out from the specimen and cleaned, and then its mass was measured and recorded. The mass loss ∆M and the corrosion level ρ were determined by the following Equations (2) and (3): where M 0 is the steel rebar's original mass, M 1 is the cleaned rebar's mass after corrosion experiment, ∆M i is the mass loss of the steel rebar embedded in the modified mortar, and ∆M c is the mass loss of the steel rebar embedded in the control mortar.
pressed current was also recorded by current meter. The accelerated corrosion experiment was stopped when the width of a surface crack was 1 mm. After the test, the rust distribution in the mortar was observed by breaking the specimens. The steel rebar was taken out from the specimen and cleaned, and then its mass was measured and recorded. The mass loss ΔM and the corrosion level ρ were determined by the following Equations (2) and (3): where 0 is the steel rebar's original mass, 1 is the cleaned rebar's mass after corrosion experiment, ∆ is the mass loss of the steel rebar embedded in the modified mortar, and ∆ is the mass loss of the steel rebar embedded in the control mortar.

Mechanical Performance
The influence of the different contents of NS on the flexural strengths of 50% and 60% fly ash mortar is shown in Figure 5. The 28-day flexural strength of all the NS-modified mortars is higher than that of the control mortar, which indicates NS can enhance the strength of mortar [28], and as the NS content increased, the 28-day flexural strength also increased, which is similar to the results in the literature [29]. Compared to the common 50% fly ash mortar, the 28-day flexural strength of F2-F4 mortar is increased by 54.3-69.4%. The incorporation of 1.0% PVA fiber alone can also improve the flexural strength, which is 47.5% and 8.73% higher than that of the control group by 28 and 100 days, respectively. For the 60% fly ash mortar, the flexural strength is lower than that of 50% fly ash mortar. Also, for the group of F7-F9, the flexural strength is 18.9-38.5% higher than the F5. The F6 mortar is 20.4% higher than the control mortar. When the curing time is 100 days, the flexural strength of 50% and 60% fly ash is 56.9% and 34.7% higher than that of their 28-day-cured counterparts, respectively. In Figure 5, we can also find that the more fly ash that is added, the lower the flexural strength is. What is more, the 28-day flexural strength of 50% fly ash mortar for F2-F4 are 8.67-9.52 MPa, which are higher than the 100-day strength of 60% fly ash mortar for F7-F9.
creased. The 100-day strength of F2-F4 mortar is 83.5-34.0% higher than that of 28-day mortar. For the 60% fly ash mortar, the enhanced compressive strength trend is the same as for 50% fly ash mortar. For the group of F7-F9, the 28-day compressive strength is 36.7-53.6% higher than the F5 mortar, and the 100-day is 27.8-34.2% higher. NS can accelerate the hydration of FA-cement systems [10,30], so the compressive strength is improved. Compressive strength results of modified mortar with different contents of NS are shown in Figure 6. The compressive strength of NS-modified mortar is generally enhanced. As to the 28-day compressive strength of 50% fly ash mortar, the larger the NS content, the greater the strength increase, and the compressive strength of F4 is 30.7% higher than control mortar, with the PVA-only mortar exhibiting an enhancement of 11.9% in compressive strength. For the 100-day curing, with the incorporation of NS increasing, the compressive strength increases first and then decreases. The compressive strength of F3 mortar is 44.68 MPa, which is 34.4% higher than the control mortar. When compared with the 28-day mortar, the compressive strength of all 100-day mortar is increased. The 100-day strength of F2-F4 mortar is 83.5-34.0% higher than that of 28-day mortar. For the 60% fly ash mortar, the enhanced compressive strength trend is the same as for 50% fly ash mortar. For the group of F7-F9, the 28-day compressive strength is 36.7-53.6% higher than the F5 mortar, and the 100-day is 27.8-34.2% higher. NS can accelerate the hydration of FA-cement systems [10,30], so the compressive strength is improved.   Figure 7 shows the results of the water absorption experiments. It is clear that the water absorption of the mortar decreases with the incorporation of NS. The water absorption of F1 modified mortar is 1.2% lower than control mortar, and the water absorption of F2-F4 is 1.0-4.2% lower than control mortar. NS can fill bubbles and reduce the porosity of mortar, which can enhance the compactness and reduce water absorption. Figure 8 shows the effect of NS on the mortar's capillary water absorption. The fly ash content is 50% in Figure 8a. The capillary water absorption of the PVA-only modi-   Figure 7 shows the results of the water absorption experiments. It is clear that the water absorption of the mortar decreases with the incorporation of NS. The water absorption of F1 modified mortar is 1.2% lower than control mortar, and the water absorption of F2-F4 is 1.0-4.2% lower than control mortar. NS can fill bubbles and reduce the porosity of mortar, which can enhance the compactness and reduce water absorption.

Impressed Current
The impressed currents of 50 wt.% fly ash cement mortars under the accelerated corrosion are shown in Figure 9a, and Figure 9b shows the enlargement of the corrosion current at the first 45 h; it can be found in this figure that the F0 had the highest current, followed by F1, and F4 had the lowest current. The corrosion process of steel rebar in mortar is essentially an electrochemical process [31][32][33]. The impressed current is greatly affected by the ionic conductivity of cement mortar, which is determined by the porosity, tortuosity and connectivity of the matrix. Generally, the higher the porosity, the more the intercommunicating between the pores, the higher ionic conductivity, and the larger impressed current will be [34]. It can be seen in Figure 9b that the initial currents of F0, F1, F2, F3, and F4 are 15.9 mA, 16.0 mA, 13.9 mA, 14.2 mA, and 12.2 mA, respectively. The initial current of F1 is almost the same as that of F0, which is mainly because of the connectivity of the pore structure of the mortar incorporating the PVA fibers. However, the initial current of the mortar modified by the hybrid addition of NS and PVA is reduced, and the initial current of F4 is only 12.2 mA, which is significantly smaller than that of the control mortar with an impressed current of 15.9 mA.  Figure 8 shows the effect of NS on the mortar's capillary water absorption. The fly ash content is 50% in Figure 8a. The capillary water absorption of the PVA-only modified mortar is obviously increased because of the air-entraining effect of the PVA fiber. The capillary water absorption coefficient of the F1 mortar reaches 126 g/(m 2 ·min 1/2 ), which is greater than the control mortar's 117 g/(m 2 ·min 1/2 ). PVA fibers can increase the holes in mortar and make them communicate with each other, which is the reason for the increase in the capillary water absorption coefficient. The incorporation of NS significantly reduces the capillary water absorption of the PVA specimens. For the group of F2, F3 and F4, the coefficient of capillary water absorption is 122 g/(m 2 ·min 1/2 ), 116 g/(m 2 ·min 1/2 ), and 108 g/(m 2 ·min 1/2 ), respectively. NS can fill pores and reduce the internal pores, so it can reduce the capillary water absorption of the modified mortar.

Impressed Current
The impressed currents of 50 wt.% fly ash cement mortars under the accelerated corrosion are shown in Figure 9a, and Figure 9b shows the enlargement of the corrosion current at the first 45 h; it can be found in this figure that the F0 had the highest current, followed by F1, and F4 had the lowest current. The corrosion process of steel rebar in mortar is essentially an electrochemical process [31][32][33]. The impressed current is greatly affected by the ionic conductivity of cement mortar, which is determined by the porosity, tortuosity and connectivity of the matrix. Generally, the higher the porosity, the more the intercommunicating between the pores, the higher ionic conductivity, and the larger impressed current will be [34]. It can be seen in Figure 9b that the initial currents of F0, F1, F2, F3, and F4 are 15.9 mA, 16.0 mA, 13.9 mA, 14.2 mA, and 12.2 mA, respectively. The initial current of F1 is almost the same as that of F0, which is mainly because of the When the fly ash is 60%, the result of capillary water absorption is shown in Figure 8b. It is obvious that the coefficient of 60% FA-mortar capillary water-absorption is much larger than that of 50% FA mortar. That means the greater the fly ash addition, the larger the coefficient is. For the group of F7, F8, and F9, the coefficient of capillary water absorption is 125 g/(m 2 ·min 1/2 ), 125 g/(m 2 ·min 1/2 ), and 124 g/(m 2 ·min 1/2 ), which is much lower than the control mortar of 146. As with 50% FA mortar, the coefficient of PVA-only modified mortar is the largest.

Impressed Current
The impressed currents of 50 wt.% fly ash cement mortars under the accelerated corrosion are shown in Figure 9a, and Figure 9b shows the enlargement of the corrosion current at the first 45 h; it can be found in this figure that the F0 had the highest current, followed by F1, and F4 had the lowest current. The corrosion process of steel rebar in mortar is essentially an electrochemical process [31][32][33]. The impressed current is greatly affected by the ionic conductivity of cement mortar, which is determined by the porosity, tortuosity and connectivity of the matrix. Generally, the higher the porosity, the more the intercommunicating between the pores, the higher ionic conductivity, and the larger impressed current will be [34]. It can be seen in Figure 9b that the initial currents of F0, F1, F2, F3, and F4 are 15.9 mA, 16.0 mA, 13.9 mA, 14.2 mA, and 12.2 mA, respectively. The initial current of F1 is almost the same as that of F0, which is mainly because of the connectivity of the pore structure of the mortar incorporating the PVA fibers. However, the initial current of the mortar modified by the hybrid addition of NS and PVA is reduced, and the initial current of F4 is only 12.2 mA, which is significantly smaller than that of the control mortar with an impressed current of 15.9 mA.
The corrosion current curves can be considered as four stages in Figure 9a: (1) a descending phase, (2) a steady phase, (3) an ascending phase, and (4) another steady phase. In the first stage, the corrosion productions of the iron-ion oxidation reaction gradually reduce the porosity of the steel rebar and the mortar before the generation of cracks, which can hinder the ingress of air and free ions. Therefore, the impressed current of mortar decreases. In the second stage, the porosity of the interface between the steel rebar and the mortar drops to a certain level, so a balance is established between the transmission and consumption rates of oxygen and free ions. In this stage, the impressed current is stable. In the third stage, microcracks generate and expand at the interface of the reinforced mortar due to the expansion force caused by corrosion, resulting in the increase of the intrusion speed of the oxygen and iron ions. Therefore, at this stage, the corrosion rate increases as the corrosion time increases. Additionally, the products of corrosion diffuse along the cracks and fill the pores of the mortar. In the fourth stage, continuous longitudinal cracks form in the mortar, and at the same time, oxygen accesses the steel rebar at a steady speed. In this case, the rate of corrosion reaches its maximum and tends to be steady. The impressed current of F0 and F1 do not decrease in the first stage but increase. The main reason is that the generated rust products are quickly transferred to the pores without affecting the accelerated corrosion process, and the external oxygen enters quickly, so the impressed current in the first stage slowly increases.
From the above mechanism we can know that the second turning point (from stage 2 to 3, in Figure 9a) indicates the time (t ini ) of the microcracks caused by corrosion in the interface between steel and mortar. The third turning point (from stage 3 to 4, in Figure 9a) represents the forming continuous longitudinal crack time (t cr ) in the mortar. It is obvious that t ini and t cr are closely connected with the corrosion level of the steel rebar: in general, the lower the corrosion level of the steel rebar is, the higher values of t ini and t cr are, and the corrosion products fill the pores of the mortar before the forming of micro and continuous longitudinal cracks inside the mortar, so a higher porosity may also result in bigger t ini and t cr . All the specimens' t ini and t cr values during the measurement process are shown in Table 5. In this table, all the composite incorporation of PVA and NS can delay the time of forming of the interfacial cracks between the steel rebar and mortar interface and the time of the forming of the continuous longitudinal cracks during the corrosion process. For the group of F4, the t ini value is 51 h, which is almost 1.6 times that of the control group. The time t cr of forming continuous longitudinal cracks is 144 h, which is 2 times that of the control group. The t ini and t cr values of the F1 modified mortar are 1.4 times and 1.2 times higher, respectively, than those of the unmixed group.  Figure 10 shows the results of cracking characteristics of mortar during the corrosion experiment. Obviously, the cracks of mortar appear on the upper side and parallel to the steel rebar. Therefore, so as to quantitatively study the effect of NS and PVA on the cracking characteristics of the mortar cover, the relationship between the strain of specimen and the corrosion time was recorded by strain gauges, and the results are shown in Figure 11.   Figure 10 shows the results of cracking characteristics of mortar during the corrosion experiment. Obviously, the cracks of mortar appear on the upper side and parallel to the steel rebar. Therefore, so as to quantitatively study the effect of NS and PVA on the cracking characteristics of the mortar cover, the relationship between the strain of specimen and the corrosion time was recorded by strain gauges, and the results are shown in Figure 11.

Cracking Characteristics of Mortar Cover
FOR PEER REVIEW 12 of 16 Table 5 and Figure 11 show the average time (tvisi) of the visible cracks on the surface of all specimens. According to the test results, the single-mixed PVA mortar can prolong the corrosion damage time of the mortar cover, and the tvisi value of the F1 specimen is 106 h, which is 45% higher than that of the unmixed mortar. That is because PVA fiber can control the cracks. On the other hand, all the specimens mixed with PVA and NS can reduce the deterioration rate of the mortar cover. For the group of F2, F3, and F4, the tvisi values are 56%, 71% and 130% higher than F0, respectively. In a word, the hybrid additions of NS and PVA delayed the generation of visible cracks in the specimens and also improved the durability of the mortar. Micro-strain Steel bar Crack Crack Figure 10. Cracking characteristics on the mortar cover during the corrosion experiment (a) crack on the gauges side, (b) crack on the exposed steel rebar side. Table 5 and Figure 11 show the average time (t visi ) of the visible cracks on the surface of all specimens. According to the test results, the single-mixed PVA mortar can prolong the corrosion damage time of the mortar cover, and the t visi value of the F1 specimen is 106 h, which is 45% higher than that of the unmixed mortar. That is because PVA fiber can control the cracks. On the other hand, all the specimens mixed with PVA and NS can reduce the deterioration rate of the mortar cover. For the group of F2, F3, and F4, the t visi values are 56%, 71% and 130% higher than F0, respectively. In a word, the hybrid additions of NS and PVA delayed the generation of visible cracks in the specimens and also improved the durability of the mortar.
(a) (b) Figure 10. Cracking characteristics on the mortar cover during the corrosion experiment (a) crack on the gauges side, (b) crack on the exposed steel rebar side.

Mass Loss of Steel Rebar and Rust Distribution
The mass loss (Equation (2)) and corrosion levels (Equation (3)) for all the specimens are calculated. The results of mass loss and corrosion levels are shown in Table 5, and the corrosion level of the steel rebar in F0 is treated as the evaluation index of 100%. The mass loss of the steel rebars of the F1 is higher than the control mortar, and the corrosion level is 12% higher than the control mortar. The hybridization of PVA and NS can reduce the corrosion level of the steel rebar, and for the group of F2, F3, and F4, the corrosion level is reduced by 30%, 49%, and 19%, respectively, compared to the control mortar. These results once again confirmed that the incorporation of NS and PVA has a positive effect on the corrosion resistance of the steel rebar in the mortar. Figure 12 shows the distribution of corrosion products in the mortar cover after splitting. It can be found that the corrosion products in the upper side are usually more than those in the bottom side of the specimen. Researchers such as Angst [6] found a similar result and conducted a detailed analysis. The uneven distribution of rust within mortar may be due to two factors: one is that the corrosion production diffuses mainly along the cracks and fills the pores around the mortar; the other is that the volume expansion caused by the rebar corrosion induces the upper side mortar's cracking. What is more, in the figure, it can be found that the incorporation of NS and PVA significantly reduces the content of the corrosion products in the reinforced mortar. As shown in Figure 12a, the corrosion products start from the surface of the steel rebar and extend to the surface of the specimen. These are full of rust along the interface between the steel rebar and the mortar. In addition, it can be found that there are many large bubbles in the mortar (Figure 12a). In Figure 12b, the rust is much reduced. The main reason is that the mass loss of the steel rebar of the single-doped PVA specimens is lower, so there is less rust. Moreover, the diameter of the bubbles in Figure 12b is small, and the small pore size indicates that the PVA's workability during mixing and vibration refines the pore size inside the mortar, turning a large diameter hole into a small diameter bubble. It is found in Figure 12c,d that there is less rust in the mortar, mainly because NS can fill and refine the pores and improve the microstructure of the mortar, reduce the impressed current, and the mass loss of the steel rebar. All in all, NS plays a positive role in the protection of the steel rebar.