Evaluation of Self-Healing Performance of PE and PVA Concrete Using Flexural Test

+e self-healing performance of PE and PVA concrete was evaluated, by using the three-point bending test with a notch. Four different crack inducement days were applied (7, 28, 49, and 91 days), and the same 21 days of healing period were applied to each case. +e self-healing environments were in 20°C water, and in the curing room with 20°C temperature and 60% humidity. +e flexural strength and the initial flexural stiffness of before and after healing were compared. As a result, both the strength recovery effect and the stiffness recovery effect decreased with the delay of crack inducement, and specimens in the water environment showed higher healing effect than those in the air environment. PVA fiber showed a relatively greater recovery effect than PE fiber.


Introduction
Self-healing of concrete is focused on a good solution to not only decrease the lifecycle cost but also to ease an environmental problem.Previous studies have mainly focused on improving the strength and durability of concrete.As a result, ultrahigh-performance concrete of over 150 MPa was developed, and concrete of 30 MPa is applied in the field [1][2][3][4].e use of additives (such as fly ash) is also applied, to increase the durability of concrete [5][6][7].e main focus of these studies is to reduce the construction cost, by reducing the cross section of the structure members.Meanwhile, other studies reported that the total cost maintenance of concrete structure for 30 years is similar to that of the construction cost [8][9][10].
e self-healing method is attracting attention in relation to maintenance cost reduction.
e self-healing method causes the concrete structure to recover by detecting a deterioration itself and making possible an appropriate response before serious damage is developed.An appropriate response means timely correct repair or reinforcement, resulting in reduced maintenance cost [11,12].In addition, the increase in the overall service life of concrete structures will reduce the generation of carbon dioxide from cement production, positively affecting the environment in the long run.
Self-healing of concrete has been studied from various aspects over the past decade.e most well-known research is on a capsule containing an adhesive agent [13,14].e capsule is located at the crack propagation break, and the adhesive agent flows and recovers the crack automatically.A bacterium, which is an organic material, was investigated [15,16].It helps or maximizes the production of substances favorable for self-healing.ese techniques can be categorized as an active method because they actively prepare cracks during the design and construction sequence, and the JCI self-healing committee defines this as Activated Repairing.On the other hand, passive self-healing is classified into Natural Healing, which is the recoverability of the concrete itself, and Autonomic Healing, which improves the self-healing performance of additional materials.Natural Healing and Autonomic Healing are classified as Autogenous Healing.However, Autonomic Healing can be classified as an active method because of the use of additional materials.Autonomic Healing and Activated Repairing are classified as Engineered Healing/Repairing.In a large category, all of them are designated as self-healing/repairing [17].In recent years, self-healing has been studied not only in ordinary concrete but also in modified composites such as ECC [18].
e purpose of this study was to investigate the selfhealing performance of concrete containing fly ash and fiber for improving healing performance.One important aspect of self-healing research is how to measure it, and various techniques have been tried in the past studies.is study selected the bending test in which the direct measurement of self-healing using the same specimen is possible.e selfhealing performance was evaluated by comparing the flexural load and the flexural stiffness before and after the crack, using the notched specimen.

Materials and Mixes.
Table 1 shows the mix proportion of the two kinds of concrete prepared in this study.Depending on the fiber type, two proportions were determined, and the type and amount of the other materials were the same.Ordinary Portland cement, river gravel, and standard sand were used.Table 2 shows the properties of cement and aggregates estimated at preliminary experiments.Fly ash, which is reported to improve the durability of concrete, is also reported to help recovery by the precipitation of calcium carbonate (CaCO 3 ) and pozzolanic reaction [19,20]. is study used fly ash with silicon dioxide (SiO 2 ) content of over 50%, and Table 3 shows the detailed physical properties.Fly ash was added of 50% of the cement volume.e water-cement ratio (w/c) was 45%, and the water-binder ratio (w/b) was 33.3%.Sand-to-aggregate (s/a) ratio was 47%.e air-entraining (AE) water-reducing agent was added to improve the workability.It has been reported that the polypropylene fiber embedded in concrete acts as a bridge between the crack surfaces and affects precipitation during the healing period.is study prepared polyethylene (PE) fiber and polyvinyl alcohol (PVA) fiber.Figure 1 shows the samples of each fiber, and Table 4 shows the properties of the fibers.As far as possible, different properties were applied equally in order to compare only differences according to fiber types.However, it is difficult to perfectly match the two fiber concretes since the thickness and density of the fibers are different, so the same weight was applied for the convenience of an experiment.

Specimen.
Prismatic specimens of L400 mm × W100 mm × D100 mm with a notch were prepared in this study.Figure 2 shows the dimension and the experimental view.Since concrete is a brittle material, cracks develop rapidly.Since concrete    2 Advances in Materials Science and Engineering is a nonhomogeneous material, it is di cult to specify the location of the cracks.is is why the notch was applied in this study.e depth of the notch determines the maximum exural load, and RILEM recommends a notch of 20-25% of the specimen thickness [21].However, it has been con rmed through preliminary experiments that it is di cult to control crack propagation, because the propagation speed of the cracks is too fast, due to the high maximum exural load.In the case of a notch being too deep, it was judged that the crack generation region where self-healing will be performed is too narrow to allow evaluation of the self-healing performance.We concluded that the application of 33 mm, which is 1/3 of the specimen thickness, is e ective for both crack control and evaluating the self-healing performance.e introduction of the notch can be classi ed into a preintroduction method, in which an acrylic bar or the like is installed and removed, and a postintroduction method, in which a cutter is used.e latter has some problems, in that it can introduce some damage to the specimen during cutting, but it is easier than the former.No signi cant di erence was found in the posthealing behavior of the mutual comparisons through preliminary experiments.e posthealing behavior depends on the crack depth that could be healed by self-healing, and this is formed almost constant during the loading sequence.
e notch introduction was conducted at 7 days after casting, which is the fastest loading day of all cases, and a diamond wet cutter was used.
Each specimen was cast in a steel prismatic mold after mixing.en, 24 hours later, specimens were demolded and cured in fresh water with a temperature of (20 ± 3) °C.Crack inducements (1st loading) were conducted at 7, 28, 49, and 91 days from the casting.e 2nd loading was conducted just after crack inducement, and it was the control value before the self-healing.e same 21 days of the healing period were applied to specimens after the 2nd loading.e self-healing environment was di erent for each case, such as in water and air.e water environment means healing in fresh water with a temperature of (20 ± 3) °C, which is the same condition as the curing after casting.e air environment means healing in the curing room with a temperature of (20 ± 3) °C and relative humidity of 60%.e 3rd loading was conducted after the healing period, and it was the evaluation value of the selfhealing performance.Table 5 shows the test program.
e case was named considering the ber name, the crack induction (1st loading) and 2nd loading, the 3rd loading, and the self-healing environment.For example, PE-7-28-W means that the specimen is PE ber concrete, the crack induction and 2nd loading were conducted at 7 days after casting, the 3rd loading was conducted at 28 days after casting, and specimens were cured in the water condition after crack inducement.All cases had four specimens.

Flexural Test.
e most important process in the evaluation of the self-healing of concrete is to generate an adequate crack.Van Breugel reported that a crack with only    Advances in Materials Science and Engineering less than 0.2 mm width could be expected to recover by selfhealing [22]. is study used a crack mouth opening displacement (CMOD) by measuring a clip gauge set at the notch opening, and CMOD controlled the crack width during loading.Meng et al. reported that the e ects of the notch-todepth ratio are associated with the loading rate, and it is less than 10% at a de ection rate up to 1.25 mm/min [23].But the loading speed of this study was 0.5-1.0mm/min; therefore, the e ect is insigni cant.e self-healing performance was evaluated by threetimes loading.e crack inducement (1st loading) was the process to make an adequate crack.e exact crack width could not be measured, but CMOD makes an almost constant crack width because the crack width and CMOD are linearly proportional [24].e unloading point was set as CMOD 0.05 mm, which is a point after the peak load.After nishing the unloading of the crack inducement (1st loading), the 2nd loading was conducted.To prevent further crack propagation, the unloading point of the 2nd loading was the same as CMOD 0.05 mm. e next process was the healing.Specimens were healed in water and air, respectively, by case.Lastly, the 3rd loading was conducted.e 3rd loading was to evaluate the self-healing performance, and loading was performed, until the specimen was completely separated.
Figure 3 shows a typical load-CMOD curve.e peak load appeared between 0.02 and 0.03 mm CMOD, and the unloading point was the load-drop region.Both load and CMOD decrease during the unloading sequence, and a right downward convex curve was drawn.e 2nd loading curve was similar to the 1st loading curve, as a left upward convex curve, and the maximum load of the 2nd loading was lower than the peak load of the 1st loading.e unloading curve after the 2nd loading was also a right downward convex curve, and the unloading completion points after both the 1st loading and the 2nd loading were almost the same.e 3rd loading curves were di erent by case.According to the degree of self-healing, the curves were drawn near the curve of the 2nd loading, and the maximum load point also appeared at a di erent point, not CMOD 0.05 mm.

Evaluation of Self-Healing Performance
2.4.1.Flexural Strength.Firstly, the exural strength of cases was compared.Granger et al. also used the exural strength comparison for evaluation of the self-healing performance [25].However, the exural strength of the healed specimen was compared with the exural strength of the unhealed specimen.Relative exural strength recovery could be compared, but it is not a direct comparison because it is not a comparison of values from the same specimen.is study compared two values before and after self-healing from the same specimen.e reference point was CMOD 0.05 mm, and the comparison target was the maximum load value of the 3rd loading.e exural behavior after deterioration generally decreases, compared to that before deterioration. is is the reason why the maximum load of the 2nd loading is lower than the load of the unloading point of the 1st loading, even though the CMOD was the same at 0.05 mm.If the maximum load of the 3rd loading is greater than the load of the unloading point of the 1st loading, the self-healing contributed to the strength recovery.In this study, the ratio between the maximum load of the 3rd loading and the load of the unloading point of the 1st loading is called the strength recovery e ect.If the strength recovery e ect is higher than 1.0, this means that the self-healing restored the exural strength.

Flexural Sti ness.
Self-healing evaluation by exural strength implies the aging e ect of an uncracked part.After casting, concrete has a constant hydration reaction.e exural strength means the maximum load carrying capacity of the whole section, such as cracked and uncracked parts.In other words, the aging e ect of the uncracked part cannot be avoided.In order to accurately evaluate the self-healing performance, it is necessary to distinguish the recovery e ect from the aging e ect.However, it is not easy to separate the self-healing e ect from the aging e ect in the exural strength comparison.
is study focused on the di erent initial behaviors of the load-CMOD curve of the 2nd and the 3rd loading.It is known that the load-CMOD gradient in the three-point bending test is proportional to the modulus of elasticity of the specimen [26,27].
e initial behavior of the load-CMOD curve is related to the crack opening, so the change of the crack circumstance will be represented most sensitively.Figure 4 shows the initial behavior of the load-CMOD curve of the 2nd and the 3rd loading of PE-7-28-W and shows the di erent initial slopes by the loading. is study estimated the initial slope of the load-CMOD, which used data from the start point CMOD to (0.003-0.005) mm.
e ratio between the initial slope of the 3rd loading and that of the 2nd loading is known as the sti ness recovery e ect.If the sti ness recovery e ect is higher than 1.0, this means that the self-healing restored the exural sti ness.

Load-CMOD Curve.
e load-CMOD curves of the 1st loading (crack inducement) and the 2nd loading were  Advances in Materials Science and Engineering similar, regardless of the variables.Figure 5 shows typical load-CMOD curves of PE concrete with different 1st loading days and different self-healing environments, respectively.Figure 6 shows typical load-CMOD curves of PVA concrete with different 1st loading days and different self-healing environments, respectively.e peak load appeared between CMOD 0.02 and 0.03 mm. e maximum loads of the 2nd loading were measured at CMOD 0.05 mm, and the peak load of the 3rd loading was measured.Tables 6 and 7 show the detailed load value of PE and PVA concrete, respectively.e peak load increased with a delay of the 1st loading days, and the average peak load increased as in Figure 7. e average peak loads of PVA concrete were higher than those of PE concrete (except the case of 49 days), but the difference was not significant, considering the deviation.A load of the unloading point increased with increase in the peak load and was about 87%.e CMODs of the unloading completion after the 1st loading were 0.016 ± 0.002 mm, and it was confirmed that there was no correlation between the type of fiber and the 1st loading days.is indicates that the degree of crack propagation was almost constant, regardless of the variables.e slopes of the load-CMOD curve of the 2nd loading were lower than those of the 3rd loading, but a certain pattern due to the specimen did not appear.e maximum load of the 2nd loading was (95 ± 3)% of the load of the unloading point, regardless of the variables.e CMOD of the unloading completion after the 2nd loading was almost the same as that of the 1st loading.
e behavior of the load-CMOD curve of the 3rd loading after healing showed different patterns, depending on the 1st loading day and the self-healing environment.If the initial slope of the load-CMOD curve of the 3rd loading was greater than that of the 2nd loading, the maximum load of the 3rd loading was also greater than that of the 2nd loading.e CMOD at the maximum load also increased and was over 0.05 mm.In contrast, if the initial slope of the load-CMOD curve of the 3rd loading was smaller than that of the 2nd loading, the maximum load of the 3rd loading was also smaller than that of the 2nd loading.Except for the 7-28 and 28-49 cases, which have relatively fast 1st loading days, the maximum load was smaller than that of the 2nd loading.

Flexural Strength Recovery Effect.
Figure 8 shows the flexural strength recovery effect with different 1st loading days and different self-healing environment of PE concrete and PVA concrete, respectively.Firstly, both the PE-7-28 case and PVA-7-28 case had the strength recovery effect of over 1.0, regardless of the self-healing environment.is means that the maximum load of the 3rd loading is greater than the load of the unloading point of the 1st loading.In other words, the flexural strength of the section was recovered during the healing period.At only 7 days after casting, the ratio of unhydrated cement in the specimen may be quite high, and it means that an aging can happen not only in the uncracked part but also in the cracked part.e strength recovery effect of over 1.0 in 7-28 cases could be explained as being due to this significant aging effect.However, the strength recovery effect decreased with the delay of the 1st loading day; in particular, the values of the PE concrete with air environment showed less than 0.5. is means that the specimen did not recover at all.e deterioration during the 2nd loading could be the reason for the decrease in flexural strength.e strength recovery effect with water environment decreased continuously with the delay of the 1st loading day, but it converged for the 91-112 cases.
In air environment, there was a prominent difference between the PE and PVA concrete.e strength recovery effect of the PE-28-49-A case shows a sharp fall, and after that, it is almost constant.On the other hand, the strength recovery effect of PVA concrete with air environment shows a gradual decrease pattern, and the PVA-7-28-A and PVA-28-49-A cases show similar values to the PVA-7-28-W and PVA-28-49-W cases.It is presumed that the hydrophilicity of PVA fiber has affected the strength recovery effect.Advances in Materials Science and Engineering e decrease in the strength recovery effect in inverse proportion to the delay of the 1st loading day is similar to the decrease in the strength increase ratio according to the aging effect.e strength increase capacity of the uncracked part may be high in 7-28 cases, but it must be lower than before in the 49-70 and 91-112 cases.In other words, the high strength recovery effect of the early 1st loading was dominant in the aging effect of the uncracked part, and it almost disappeared after 49 days.However the self-healing prevented further decrease.

Flexural Stiffness Recovery Effect.
Figure 9 shows the flexural stiffness recovery effect with different 1st loading days and different self-healing environment of PE concrete and PVA concrete, respectively.e flexural stiffness recovery effect was inversely proportional to the delay of the 1st loading, regardless of the fiber type.e flexural stiffness recovery effect was over or around 1.0 with the water environment.is means that the initial slope of the load-CMOD curve of the 3rd loading was greater than that of the 2nd loading, and the recovery at the crack tip could be expected.Otherwise, the flexural stiffness recovery effects with air environment were less than 1.0, regardless of the fiber type.
e average stiffness recovery effect of PVA concrete was 13% higher than that of PE concrete, 13% higher in the water environment, and 51% higher in the air environment.In particular, the average stiffness recovery effect of the PVA-7-28-W case shows over 1.4, and in the PVA-91-112-W case, over 1.0 was confirmed.ese results are also attributed to the hydrophilicity of PVA fiber.
As a distinct difference between the air and the water environment of the stiffness recovery effect, the stiffness recovery effect more efficiently represents the self-healing performance.e reason is that the stiffness recovery effect was evaluated using the limited crack tip part where the healing effect was concentrated.It cannot be concluded that the stiffness recovery effect is the result of completely excluding the aging effect because it is also involved in not only the recovered crack tip part but also the enhanced uncracked part by the aging effect.Nevertheless, it can be deduced that the initial slope of the load-CMOD curve is influenced by the restoration of the flexural stiffness of the part where cracks are reopened, rather Advances in Materials Science and Engineering than the aging e ect.erefore, it is considered to be an index that can more e ectively evaluate the self-healing performance.

Crack Observation.
Figure 10 shows the microscopic images of the 7-28 cases of PE and PVA concrete.It can be seen that debris-like substances are deposited all over the crack surface in the PE-W case, and the visual crack width appears to be relatively narrow.However, no precipitated material was observed around the bers seen between the cracks.e PE-A case also showed deposited substances at the crack surface, but the amount was relatively small.e seen ber between the cracks was also relatively clean.On the other hand, it was con rmed that not only the crack surfaces but also the bridged ber had been covered by deposited substances in the PVA-W case.As mentioned above, it is considered as an additional evidence of why the PVA specimens showed a relatively high recovery in both strength and sti ness.e PVA-A case also showed deposited substances.However, the amount was relatively small, and the bers appeared relatively clean.is result does not represent the entire crack surface circumstance because the optical microscope can observe only a shallow depth from the surface.It was judged as a qualitative basis to supplement the quantitative comparison of the exural strength and sti ness because almost similar patterns were observed in all the specimens tested in this study.

Conclusion
is study evaluates the self-healing performance with di erent crack inducement days and di erent self-healing environment.
e PE concrete and PVA concrete were compared, and the exural test using the notched three-point bending specimen was conducted.e results are summarized as follows: (1) Regardless of the type of ber, the degree of recovery of exural strength and the exural sti ness decreased in inverse proportion to the delay of the crack inducement day (1st loading).Moreover, the water environment always showed high recovery e ect than the air environment in all cases.ese results con rm that the fast crack inducement has an advantage for self-healing, and the water environment is more suitable for self-healing.(2) e evaluated self-healing performance exhibits similar characteristics to the aging e ect.e recovery e ect decreases in inverse proportion to the crack inducement time, and it shows more recovery in the water environment.e self-healing performance is closely related to the aging e ect, and this means that the self-healing performance contains a considerable aging e ect.(3) Comparison of the exural strength before and after healing cannot completely exclude the aging e ect because not only the cracked part, but also the   Advances in Materials Science and Engineering more appropriate for more accurate evaluation of the self-healing performance.(4) PVA concrete has a relatively greater self-healing performance than PE concrete in both the air and water environment.It is considered that the hydrophilicity of PVA fiber has an effect.

R 2 Figure 4 :
Figure 4: Example of the initial slope of the load-CMOD curve of (a) the 2nd loading and (b) the 3rd loading (PE-7-28-W).

Figure 7 :Figure 8 :
Figure 7: Peak load according to the 1st loading days.

Table 1 :
Mix proportion of fiber concrete.

Table 2 :
Properties of cement and aggregates.

Table 3 :
Properties of fly ash.

Table 5 :
Cases and test program.

Table 6 :
Peak and maximum load of PE concrete.

Table 7 :
Peak and maximum load of PVA concrete.