Study of the Mechanical and Electrochemical Performance of Structural Concrete Incorporating Recycled Polyethylene Terephthalate as a Partial Fine Aggregate Replacement

mx Abstract: The extraction of materials, such as sand and gravel, required for the manufacture of concrete results in the overexploitation of natural resources and a large release of CO 2 emissions into the environment. Therefore, the search for alternatives to partially replace these aggregates has become an important issue to solve. Nonetheless, the demand for producing sustainable yet high-strength and durable concrete using alternative materials has led concrete technologists to develop high-performance concrete. These novel concretes possess superior engineering properties, such as high durability and ductility, low maintenance costs, high mechanical strength, and prolonged service life. Currently, there is significant interest in the development of concrete–polymer compounds, primarily to improve the mechanical properties of the material. In this context, the present study explores the partial replacement of fine aggregate with recycled Polyethylene terephthalate (R-PET) in different proportions to produce green structural concrete, with the aim of studying its impact on the mechanical and electrochemical properties. The mechanical properties evaluated were the compressive and flexural strengths, while the electrochemical properties were evaluated through the open circuit potential and polarization curves. The results indicated that specimens containing different R-PET percentages as a replacement for fine aggregate showed higher increases in compressive and flexural strengths. It was also found that the presence of R-PET decreased the corrosion rate of the reinforcing steel when seawater was used as the electrolyte.


Introduction
The increasing volume of housing and infrastructure construction in many countries around the world highlights the need to sustainably use natural resources.Concrete is the most consumed building material [1], with aggregates (i.e., natural sand, gravel, and crushed stone) constituting 60-80% of its composition [2,3].In recent years, the building and construction sector has consumed over 40 Gt of aggregates per year [4,5].According to the projections of Kirthika et al. [6], the demand for raw materials in the construction sector could double by 2030.Overconsumption, flaws in applied technologies for mining operations, and the legal regulations of natural resource extraction activities [7] lead to resource depletion and have negative environmental consequences, including the disturbance of terrestrial landscapes [8], changes in riverbed geometry [9], the disturbance of local flora and fauna [10,11], and the deterioration of both groundwater and surface water quality [10,12].the concrete matrix.The equipment used to achieve this was a Nelmor blade mill (coarse grinding) Twinsburg, OH, USA, followed by grinding (cutting and shearing) using a Retsch mill model SM2000 (fine grinding), Düsseldorf, Germany.

X-ray Diffraction
The R-PET samples were analyzed to determine their structure by X-ray diffraction (XRD) using a Bruker D8 Advance diffractometer (Madison Wisconsin, WI, USA) with a 2θ Bragg-Brentano configuration over the range of 5 • -90 • at a speed of 0.02 • /s, with radiation Cu-Kα (λ = 1.5406Å) operating at a voltage of 40 kV and a current of 40 mA.The samples included R-PET in film form (R-PET-F), the first R-PET grind (R-PET-G1), and the second R-PET grind (R-PET-G2) to determine whether the grinding process produced a structural change in the R-PET.

Concrete Mixture Design
The design of the concrete mixtures was carried out in accordance with guidelines from the American Concrete Institute (ACI) [29].The amounts of fine aggregate to be replaced by R-PET were calculated as 2.5, 5, and 10 wt% for the R-PET particles obtained from the second grinding process, denoted as R-PET-G2.This study consisted of two stages.The first stage involved the creation of cylindrical and rectangular specimens, which were hardened for periods of 7, 14, 28, and 180 days.After the curing period, each specimen was mechanically characterized to obtain its compressive and flexural strengths and determine the effect of the addition of R-PET on its mechanical behavior.In the second stage, the effect of adding crushed R-PET to the concrete-steel system was studied by analyzing its electrochemical behavior.The specimens used in the study were rectangular (to simulate a concrete pile with a 1/10 ratio), with each sample containing two reinforcing steel bars (working electrode) and a stainless steel bar (counter electrode) to conduct electrochemical tests.

Compressive Strength
The compressive strength test was conducted on 100/200 mm concrete cylinder specimens after water curing for 7, 14, 28, and 180 d.The specimens were dried at room temperature for 24 h before the testing day.The ASTM C39/C39M18 standard test method for testing the compressive strength of cylindrical concrete specimens [30] was used to conduct the compression test.The concrete sample was placed on a universal testing machine (UTM), and a load was applied until fracture.Tests were performed in triplicate, and the results were analyzed to determine the effect of the addition of R-PET.The specimens were identified based on the percentage of added R-PET as follows: a reference specimen (C-R) and specimens with substitutions of 2.5, 5, and 10 wt% (C-P2.5,C-P5, and C-P10, respectively).

Flexural Strength
Rectangular specimens with dimensions of 150 × 150 × 600-750 mm were used to determine the flexural strength using a UTM in accordance with ASTM C293/293M (center load method) [31].Tests were performed in triplicate to determine the effect of the addition of R-PET on the mechanical properties of the concrete.The specimens were evaluated under the same conditions (water curing for 7, 14, 28, and 180 days) and identified in the same manner as the compression test samples.

Electrochemical Characterization
For the electrochemical tests, a specimen was designed based on the arrangement of three electrodes: a working electrode (3/8 ′′ reinforcing steel), an auxiliary electrode (stainless steel), and a reference electrode (saturated calomel), as displayed in Figure 1.The specimens were exposed to seawater to simulate an aggressive medium for concrete, and the effect of the addition of R-PET on the electrochemical behavior of the concrete samples (corrosion rate) was determined.The samples were characterized using electrochemical techniques.OCP was applied for over 20 min to allow for stabilization of the system before polarizing.Tafel curves were created by applying a polarization potential of ±300 mV with respect to the corrosion potential, with a sweep speed of 0.5 mV/s, to explore the corrosion current density and the corrosion rate.
same manner as the compression test samples.

Electrochemical Characterization
For the electrochemical tests, a specimen was designed based on the arrangement of three electrodes: a working electrode (3/8″ reinforcing steel), an auxiliary electrode (stainless steel), and a reference electrode (saturated calomel), as displayed in Figure 1.The specimens were exposed to seawater to simulate an aggressive medium for concrete, and the effect of the addition of R-PET on the electrochemical behavior of the concrete samples (corrosion rate) was determined.The samples were characterized using electrochemical techniques.OCP was applied for over 20 min to allow for stabilization of the system before polarizing.Tafel curves were created by applying a polarization potential of ±300 mV with respect to the corrosion potential, with a sweep speed of 0.5 mV/s, to explore the corrosion current density and the corrosion rate.

Characterization of R-PET by X-ray Diffraction
The different R-PET samples were characterized, including the film sample (R-PET-F) and the crushed and ground R-PET samples (R-PET-G1, G2).The crystallinity parameters for R-PET were reported as a triclinic structure with lattice parameters of α = 0.444 nm, b = 0.591 nm, c = 1.067 nm, α = 100 • , β = 117 • , Υ = 112 • , V = 0.210 nm 3 , and d = 1.52 g/cm 3 [32], as provided in Table 1.In Figure 2, the main diffraction peak is observed at the maximum point of 2θ = 26 • in the (100) plane, which is characteristic of a semicrystalline PET structure, as reported in the literature [34].The diffractogram for the R-PET-G2 sample shows a decrease in the signal intensity and a lower definition compared to R-PET-F.This is a result of the irregularity and morphology of the sample-grinding roughened the surface of the R-PET particles, preventing the crystals from being correctly oriented.Therefore, because the X-ray beam does not find a surface oriented in a single direction, the strength of the corresponding signals decreases.The sample in film form (R-PET-F) had R-PET particles that were oriented homogeneously over a short distance, generating a greater intensity in the XRD signal.
the literature [34].The diffractogram for the R-PET-G2 sample shows a decrease in the signal intensity and a lower definition compared to R-PET-F.This is a result of the irregularity and morphology of the sample-grinding roughened the surface of the R-PET particles, preventing the crystals from being correctly oriented.Therefore, because the X-ray beam does not find a surface oriented in a single direction, the strength of the corresponding signals decreases.The sample in film form (R-PET-F) had R-PET particles that were oriented homogeneously over a short distance, generating a greater intensity in the XRD signal.

Tests of Concrete Specimens
From the mixture design, we obtained the aggregate dosage, as shown in Table 2. f ć = 40 MPa, and the water-to-cement ratio (w/c) ratio was 0.45. Figure 3 shows the C-P5 specimens obtained using the aggregate dosage displayed in Table 2 before mechanical characterization.

Tests of Concrete Specimens
From the mixture design, we obtained the aggregate dosage, as shown in Table 2. f'c = 40 MPa, and the water-to-cement ratio (w/c) ratio was 0.45. Figure 3 shows the C-P5 specimens obtained using the aggregate dosage displayed in Table 2 before mechanical characterization.

Mechanical Characterization
The results of the compression tests were obtained based on the four curing period of 7, 14, 28, and 180 days (Table 3).The results showed that for the modified specimen cured for 7, 14, and 28 days, increasing the R-PET content reduced the compressiv

Mechanical Characterization
The results of the compression tests were obtained based on the four curing periods of 7, 14, 28, and 180 days (Table 3).The results showed that for the modified specimens cured for 7, 14, and 28 days, increasing the R-PET content reduced the compressive strength.The C-P10 mixture had the lowest values of compressive strength (34.2 and 45.8 MPa at 7 and 28 days, respectively).This behavior arises from the presence of R-PET in the concrete mixture.R-PET causes a decrease in the cement hydration rate or alkali-hydrolysis reaction, thus preventing water from reacting with the main compounds in cement, such as tricalcium silicate, dicalcium silicate, tricalcium aluminate, and tetracalcium ferroaluminate (tetracalcium aluminum ferrite) [35,36].This slows down the hardening of the mixture, meaning that it takes longer to completely harden and reach the maximum resistance.Furthermore, the hydrophobic nature of R-PET delays cement hydration [37,38] by restricting the movement of water, which is useful in terms of enabling the alkali-hydrolysis reaction (cement hydration) to form a hardened matrix.Hence, curing for over 28 days does not allow the peak mechanical properties and characteristics of this type of concrete to be achieved [39].However, all the samples modified with R-PET (C-P2.5,C-P5, and C-P10) cured for 28 days showed a mechanical strength that was higher than the expected value (40 MPa) for this type of concrete.After curing for 180 days, the reference specimen (C-R) did not show a significant change in compressive strength compared to the value after curing for 28 days, whereas the samples modified with R-PET showed a significant increase in their compressive strength.This behavior can be attributed to the presence of R-PET, primarily because of the sufficient time elapsed for cement hydration, allowing alkalihydrolysis reactions to occur.As R-PET absorbs water, its potential for water accumulation is diminished [40,41].Therefore, a mature, hardened matrix is formed with mechanical properties that are superior to those of the reference sample.Additionally, R-PET absorbs part of the energy applied during the compression test, taking advantage of PET's main mechanical characteristics, such as its high compressive and tensile strengths (40 MPa), Young's modulus of 1700 MPa, and impact resistance of 90 J/m.However, sample C-P5 had the highest compressive strength value of 72 MPa, approximately 20% higher than that of the value for the C-R sample and about 80% higher than that of the estimated value (40 MPa).These results can be seen in Figure 4.It is important to note that the quality of concrete depends on the quality of the paste, aggregates, and the bond between them.In properly made concrete, every aggregate particle is completely covered by cementitious paste, and all the spaces between these particles are filled with the paste.The presence of R-PET may reduce the wettability of the aggregates and cementitious paste.
results can be seen in Figure 4.It is important to note that the quality of concrete d on the quality of the paste, aggregates, and the bond between them.In properly concrete, every aggregate particle is completely covered by cementitious paste, and spaces between these particles are filled with the paste.The presence of R-PET may the wettability of the aggregates and cementitious paste.

Flexural Strength
The results of the flexural strength tests were obtained over the same time per the compressive strength tests, i.e., 7, 14, 28, and 180 curing days, and are shown i 4. Similar results are observed for the modified samples and the reference samp 7, 14, and 28 days of curing.The C-P10 sample has the best mechanical performance ever, after 180 days of curing, the modified samples show a significant increase in fl strength, reaching values close to 6 MPa, i.e., at least 30% higher than that of the re sample, which had a maximum flexural strength of 4.6 MPa, and 41.5% higher th estimated value for this type of concrete (4.1 MPa).These results can be seen in F This behavior is associated with the presence of R-PET in the concrete mixture, decreases the cement hydration rate, thus inhibiting the alkali-hydrolysis reaction slows down the hardening of the mixture, meaning that it takes longer to com harden and reach its maximum resistance.This finding is consistent with the resu tained for the compressive strength.When the curing period is 180 days, enough ti passed to allow the cement to hydrate, i.e., the alkali-hydrolysis reactions proceed R-PET absorbs water, favoring the formation of a mature, hardened matrix with

Flexural Strength
The results of the flexural strength tests were obtained over the same time periods as the compressive strength tests, i.e., 7, 14, 28, and 180 curing days, and are shown in Table 4. Similar results are observed for the modified samples and the reference sample after 7, 14, and 28 days of curing.The C-P10 sample has the best mechanical performance.However, after 180 days of curing, the modified samples show a significant increase in flexural strength, reaching values close to 6 MPa, i.e., at least 30% higher than that of the reference sample, which had a maximum flexural strength of 4.6 MPa, and 41.5% higher than the estimated value for this type of concrete (4.1 MPa).These results can be seen in Figure 5.This behavior is associated with the presence of R-PET in the concrete mixture, which decreases the cement hydration rate, thus inhibiting the alkali-hydrolysis reactions.This slows down the hardening of the mixture, meaning that it takes longer to completely harden and reach its maximum resistance.This finding is consistent with the results obtained for the compressive strength.When the curing period is 180 days, enough time has passed to allow the cement to hydrate, i.e., the alkali-hydrolysis reactions proceed and the R-PET absorbs water, favoring the formation of a mature, hardened matrix with better mechanical properties than the reference sample.In addition, the presence of R-PET allows the concrete to absorb part of the energy applied during the flexural strength test [40,41].mechanical properties than the reference sample.In addition, the presence of Rlows the concrete to absorb part of the energy applied during the flexural streng [40,41].

Electrochemical Characterization
Open-Circuit Potential (OCP) The corrosion potential of the reinforcing steel (rod) in different specimens m with R-PET and the reference specimen was monitored based on the OCP as a fun time.To carry out this measurement, the modified and unmodified concrete sampl exposed to seawater for 6 and 12 months to determine the effect of R-PET on the chemical properties of the reinforced concrete-steel system.
Table 5 shows that for most of the specimens, after exposure to seawater for 6 m the potential of the reinforcing steel shifts towards more positive values of around 1 with respect to the bare steel potential.Taking the iron potential (reinforcing steel) as a reference, which is close to vs. the NHE (normal hydrogen electrode) or equivalent to −0.520 V vs. the SCE (sa calomel electrode), the initial value for the reference sample shows a value typica active surface.Under the pH conditions characteristic of fresh concrete, this surf undergo passivation, generating iron oxy-hydroxide mixtures like goethite (α-Fe lepidocrocite (γ-FeOOH), and akaganeite (β-FeOOH).These compounds, which ported as the first iron-based, semi-stable species, facilitate the passivation of the re ing steel under specific potential and pH conditions [42].It can also be observed t presence of R-PET in the modified specimens shifts the potential to more positive (

Electrochemical Characterization Open-Circuit Potential (OCP)
The corrosion potential of the reinforcing steel (rod) in different specimens modified with R-PET and the reference specimen was monitored based on the OCP as a function of time.To carry out this measurement, the modified and unmodified concrete samples were exposed to seawater for 6 and 12 months to determine the effect of R-PET on the electrochemical properties of the reinforced concrete-steel system.
Table 5 shows that for most of the specimens, after exposure to seawater for 6 months, the potential of the reinforcing steel shifts towards more positive values of around 150 mV with respect to the bare steel potential.Taking the iron potential (reinforcing steel) as a reference, which is close to −0.44 V vs. the NHE (normal hydrogen electrode) or equivalent to −0.520 V vs. the SCE (saturated calomel electrode), the initial value for the reference sample shows a value typical of an active surface.Under the pH conditions characteristic of fresh concrete, this surface can undergo passivation, generating iron oxy-hydroxide mixtures like goethite (α-FeOOH), lepidocrocite (γ-FeOOH), and akaganeite (β-FeOOH).These compounds, which are reported as the first iron-based, semi-stable species, facilitate the passivation of the reinforcing steel under specific potential and pH conditions [42].It can also be observed that the presence of R-PET in the modified specimens shifts the potential to more positive (nobler) values (Figure 6).This could be because R-PET has properties that allow it to act as a barrier against aggressive ions and gases, such as Cl − , O 2 , and CO 2 .Therefore, it may inhibit the access of these aggressive species, keeping the passive film stable.
From the potentials obtained after 12 months of seawater exposure, the opposite behavior is observed compared to the first 6 months of evaluation, with a shift towards more negative (or active) values of at least 100 mV.A maximum displacement of 221 mV in the negative direction is reached for the C-P5 sample with respect to the C-R sample.From a thermodynamic perspective, this behavior may be associated with the rupture of the passive film that formed on the reinforcing steel because of water ingress.This allows aggressive ions (mainly Cl − and O2) to penetrate the concrete matrix until the surface of the reinforcing steel is reached, thus breaking the passive film, activating the surface, and initiating oxide-reduction reactions.

Tafel Extrapolation
The Tafel extrapolation curves obtained from specimens exposed to seawater for 6 months revealed a notable shift toward more positive corrosion potential values and slightly lower corrosion current densities (icorr).This observed behavior aligns with the earlier discussion regarding Ecorr, where it was proposed that this displacement was associated with the presence of R-PET.By acting as a barrier, R-PET prevents the ingress of water and aggressive ions, such as Cl − , O2, and CO2, which keeps the passive film stable and free from pitting corrosion.
These samples show a lower Vcorr than the C-R sample, as shown in Table 6.However, after 12 months of exposure to seawater, the specimens modified with R-PET showed the opposite behavior to that observed after 6 months of exposure, as the polarization curves for the samples modified with R-PET underwent a potential shift to more active (negative) values compared to the C-R sample.From the potentials obtained after 12 months of seawater exposure, the opposite behavior is observed compared to the first 6 months of evaluation, with a shift towards more negative (or active) values of at least 100 mV.A maximum displacement of 221 mV in the negative direction is reached for the C-P5 sample with respect to the C-R sample.From a thermodynamic perspective, this behavior may be associated with the rupture of the passive film that formed on the reinforcing steel because of water ingress.This allows aggressive ions (mainly Cl − and O 2 ) to penetrate the concrete matrix until the surface of the reinforcing steel is reached, thus breaking the passive film, activating the surface, and initiating oxide-reduction reactions.

Tafel Extrapolation
The Tafel extrapolation curves obtained from specimens exposed to seawater for 6 months revealed a notable shift toward more positive corrosion potential values and slightly lower corrosion current densities (i corr ).This observed behavior aligns with the earlier discussion regarding E corr , where it was proposed that this displacement was associated with the presence of R-PET.By acting as a barrier, R-PET prevents the ingress of water and aggressive ions, such as Cl − , O 2, and CO 2 , which keeps the passive film stable and free from pitting corrosion.
These samples show a lower V corr than the C-R sample, as shown in Table 6.However, after 12 months of exposure to seawater, the specimens modified with R-PET showed the opposite behavior to that observed after 6 months of exposure, as the polarization curves for the samples modified with R-PET underwent a potential shift to more active (negative) values compared to the C-R sample.
This behavior could be explained by the fact that after 12 months of exposure to water, aggressive ions (such as Cl − ), O 2 , and CO 2, could have entered and penetrated the concrete matrix to reach the surface of the reinforcing steel.This would break the passive film and activate the surface, initiating oxide-reduction reactions.However, the samples modified with R-PET, despite showing a more active E corr , have lower corrosion current densities (i corr ) than the C-R sample, as can be seen in Figure 7.This may be related to the surface activation, as E corr is more active.During the establishment of oxide-reduction reactions, the oxidation of the reinforcing steel is temporarily favored, effectively masking the damage to the passive film that naturally forms on the reinforcing steel surface, leading to a lower value of i corr .However, depending on the exposure period and as a result of the formation of bulkier oxides, there will be higher rates of corrosion and even cracks in the concrete, as reported in the literature [43,44].This behavior could be explained by the fact that after 12 months of exposu ter, aggressive ions (such as Cl − ), O2, and CO2, could have entered and penetrated crete matrix to reach the surface of the reinforcing steel.This would break the pas and activate the surface, initiating oxide-reduction reactions.However, the samp ified with R-PET, despite showing a more active Ecorr, have lower corrosion curre ties (icorr) than the C-R sample, as can be seen in Figure 7.This may be related to th activation, as Ecorr is more active.During the establishment of oxide-reduction r the oxidation of the reinforcing steel is temporarily favored, effectively masking t age to the passive film that naturally forms on the reinforcing steel surface, lead lower value of icorr.However, depending on the exposure period and as a resu formation of bulkier oxides, there will be higher rates of corrosion and even crac concrete, as reported in the literature [43,44].

Conclusions
In this work, we proposed the partial replacement of fine aggregate with PET in structural concrete and determined the corresponding effects on its me and electrochemical properties.The following conclusions were drawn: It was determined that the addition of R-PET particles with a homogenous size close to that of the fine aggregate (≈0.35 mm) strongly increased the compres flexural strengths.
Sample C-P5 showed a compressive strength higher (by approximately 20 that of the value for the reference sample (C-R), while it was about 80% higher expected value (40 MPa).In the same sample, the flexural strength was 30% hig that of C-R (4.6 MPa) and 41.5% higher than the estimated value for this type of (4.1 MPa).
Additionally, it was found that the presence of R-PET in the concrete mix creased the cement hydration and the alkali-hydrolysis reaction rate.This was a the hydrophobic nature of PET, which inhibited water from reacting with the main compounds and slowed down the hardening of the mixture.

Conclusions
In this work, we proposed the partial replacement of fine aggregate with recycled PET in structural concrete and determined the corresponding effects on its mechanical and electrochemical properties.The following conclusions were drawn: It was determined that the addition of R-PET particles with a homogenous particle size close to that of the fine aggregate (≈0.35 mm) strongly increased the compressive and flexural strengths.
Sample C-P5 showed a compressive strength higher (by approximately 20%) than that of the value for the reference sample (C-R), while it was about 80% higher than the expected value (40 MPa).In the same sample, the flexural strength was 30% higher than that of C-R (4.6 MPa) and 41.5% higher than the estimated value for this type of concrete (4.1 MPa).
Additionally, it was found that the presence of R-PET in the concrete mixture decreased the cement hydration and the alkali-hydrolysis reaction rate.This was a result of the hydrophobic nature of PET, which inhibited water from reacting with the main cement compounds and slowed down the hardening of the mixture.
From the electrochemical evaluation, it was determined that the addition of R-PET shifted the potential towards more positive values as a function of time.This prevented the ingress of aggressive ions like Cl − , as well as O 2 and CO 2 , thus maintaining the stability of the passive film (iron oxide-hydroxides).Consequently, the reinforcing steel remained protected without any signs of pitting corrosion.
Finally, these results confirm that the utilization of R-PET is a promising route to produce green concrete with excellent mechanical and electrochemical properties for application in the construction industry.This will reduce extraction costs and the use of non-renewable natural resources, contributing to a reduction in the carbon footprint associated with the construction industry.

Figure 2 .
Figure 2. Diffractograms obtained from the different samples of the film and ground R-PET-F, R-PET-G1, and R-PET-G2.

Figure 2 .
Figure 2. Diffractograms obtained from the different samples of the film and ground R-PET-F, R-PET-G1, and R-PET-G2.

1 Figure 3 .
Figure 3. Test specimens of C-P5 obtained after 28 days of curing.

Figure 3 .
Figure 3. Test specimens of C-P5 obtained after 28 days of curing.

Figure 4 .
Figure 4. Evolution of the compressive strength of the different specimens at 7, 14, 28, and 18 days.

Figure 4 .
Figure 4. Evolution of the compressive strength of the different specimens at 7, 14, 28, and 180 curing days.

Figure 5 .
Figure 5. Evolution of the flexural strength of the different specimens after 7, 14, 28, and 180 curing.

Figure 5 .
Figure 5. Evolution of the flexural strength of the different specimens after 7, 14, 28, and 180 days of curing.

Figure 6 .
Figure 6.OCP behavior of the specimens exposed to seawater for 6 and 12 months.

Figure 6 .
Figure 6.OCP behavior of the specimens exposed to seawater for 6 and 12 months.

Figure 7 .
Figure 7. Tafel extrapolation results of the specimens after (a) 6 and (b) 12 months of sea posure.

Figure 7 .
Figure 7. Tafel extrapolation results of the specimens after (a) 6 and (b) 12 months of seawater exposure.

Table 5 .
OCP results of the specimens exposed to seawater for 6 and 12 months.

Table 5 .
OCP results of the specimens exposed to seawater for 6 and 12 months.

Table 6 .
Electrochemical parameters of the specimens evaluated in seawater.

Table 6 .
Electrochemical parameters of the specimens evaluated in seawater.