Corrosion Behavior of Galvanized Steel Embedded in Concrete Exposed to Soil Type MH Contaminated With Chlorides

This research evaluates the behaviour of corrosion in reinforced concrete, buried in a soil type MH, the present study represents the conditions of exposure that can find the foundations of infrastructure such as bridges, buildings, pavements, when in contact with a soil that could contain aggressive agents like chlorides and sulfates. In such concrete specimens a steel bar AISI 1018 and Galvanized Steel was embedded as reinforcement, the mixed concrete was of ratio w/c=0.45 (F´c = 350 kg/cm2), according to ACI 211.1, using two type cements CPC 30R (Type I) and CPC 30R RS (Type V). The corrosion rate was evaluated by electrochemical techniques, corrosion potential Ecorr (ASTM C-876-15) and Linear Polarization Resistance. LPR (ASTM-G59). These specimens of study were buried in a soil type MH contaminated with 0, 1, 2 and 3% NaCl as aggressive agent by weight of soil, the exposure time was 260 days where, the results show that when the presence of NaCl in the soil was increased to 2 and 3% the levels of corrosion are from high to very high in all concretes, presenting a little better performance the concretes reinforced with galvanized steel and a small benefit could be identified or related to the properties of a denser and less impermeable matrix that presented the concrete mix made with cement CPC 30R RS (Type V).


INTRODUCTION
The problem of corrosion of steel reinforcement in concrete structures has been extensively studied since the 50's. Is a very important problem, because the service lifetime of a reinforced concrete structure can be reduced by corrosion of the embedded reinforcing steel. Such corrosion is due to aggressive agents which come from the ambient environment (Caré and Raharinaivo, 2007). External causes of a non-structural nature that often the durability of concrete structures are mainly consequence of their exposure and service conditions (Melchers and Li, 2009;Pradhan, 2014;Troconis de Rincon et al., 2016). Chloride ions are the main cause of corrosion of reinforced concrete structures, these ions may be present in the components of the concrete mix (aggregates, cement, water, additives), or by the environment with which the concrete structure will be in contact, such as sea water, sewage water, industrial water, contaminated soils etc. Mahyuddin et al., 2013;Monticelli et al., 2014). The chloride ions are capable of causing localized corrosion of the reinforcing steel and therefore to produce the premature and unexpected failure of the structure (Liang and Lan, 2005;Zuquan et al., 2007), being a determining factor the chlorides threshold, because the steel rebar inside reinforce concrete structures is susceptible to corrosion when permeation of chloride from deicing salts or seawater results in the chloride content at the surface of the steel exceeding a chloride threshold level (CTL) (Ann and Song, 2007;Babaee and Castel, 2018;Alonso et al., 2019).
Corrosion of Reinforced Concrete Structures is recognized as a problem of great economic and social importance, in the last decades has worked hard in trying to mitigate the effects of this phenomenon. There are countless works around the world dealing with the problem from different perspectives, from innovation in concrete and cement technology as lightweight concrete reinforced by steel fibers or synthetic fibers (Hung Mo et al., 2017), corrosion inhibitors, evaluation of corrosion concrete exposed in different aggressive environments (marine, urban, industrial) real and simulated Zhang et al., 2011;Luoa et al., 2012;Zhu and François, 2013;Wang et al., 2014;Šavija and Lukovic, 2016;Sadrmomtazi et al., 2017), but one of those that has had more importance lately, is the replacement of AISI 1018 carbon steel bars with galvanized steel bars, several investigations have shown that concrete reinforced with Galvanized Steel present better performance in marine environments o when the concretes are previously contaminated with chloride agents (Kayali and Yeomans, 2000;Cheng et al., 2005;Bellezze et al., 2006). Of the above it is possible to identify the magnitude and importance of the problem of the corrosion of reinforcing steel in concrete structures and it can be said that there is little information of the corrosion process in reinforced concrete when it is in contact with the subsoil (Santiago et al., 2016a;Shaheen and Pradhan, 2017;Zhao et al., 2018), like the piles a bridge, a foundation slab from a treatment or thermoelectric plant, as well as the effects on its mechanical properties (Adekunle et al., 2015).
The present work has the objective of evaluating the electrochemical behavior of reinforced concrete buried in a soil type MH contaminated with chlorides, simulating the conditions of concrete elements in contact with the subsoil, as are the foundations of most Civil Works that are built around the world, to be able to obtain parameters that allow us to assess the corrosive aggressiveness of the subsoil, to build more durable civil works and resistant to corrosion from their foundations.

MATERIALS AND METHODS
The specimens were placed in containers with the soil type MH contaminated with 0, 1, 2 and wt. 3% NaCl by weight of the soil, later to carry out the electrochemical evaluation using techniques Corrosion Potentials and Linear Polarization Resistance as is done by the scientific community (Nuñez et al., 2012;Almeraya et al., 2013;Bastidas et al., 2015).

Design and Proportioning of Concrete Mixes
The design and proportioning of the concrete mix used was elaborated with the method of ACI 211.1 (ACI 211.1, 2004), this design methodology is based on the physical characteristics of fine and coarse aggregates, concrete compressive strength required (F'c), the slamp (workability or consistency) of concrete mix. For the physical characterization of the aggregates the tests are carried out according to ASTM standards, the tests were Bulk Density ("Unit Weight") (ASTM C29/C29M−07, 2007), Relative Density (Specific Gravity) and Absorption Coarse Aggregate and Fine Aggregate (ASTM C127-15, 2015;ASTM C128-15, 2015), Fineness modulus and Maximum Aggregate Size (ASTM C33/C33M−16e1, 2016), the Table 1 show the physical characteristics of the materials used.
The Table 2 shows the dosage obtained for a concrete mixture of w/c = 0.45 ratio (F'c = 350 kg/cm 2 ). Two concrete mixtures were made with the same proportion but with different type of portland cement composite, CPC 30R RS (Type V) and CPC 30R (Type I) according standard ONNCCE (NMX-C-414-ONNCCE-2014).

Characterization of Concrete in Fresh and Hardened State
The characterization of concrete mixtures in a fresh state were performed the Standards ONNCCE and ASTM, this test was the slamp (NMX-C-156-ONNCCE-2010, 2010), temperature (ASTM C 1064/C1064M−08, 2008), density (NMX-C-162-ONNCCE-2014, and the results obtained for the two concrete mixtures are shown in Table 3. The characterization of concrete mixtures in a hardened state, the tests were carried out according to the standard ONNCCE   (NMX-C-083-ONNCCE-2014, the results are presented in Figure 1, from which it can be seen that the concrete mix made with CPC 30R RS (Type V) presents the F'c values higher than those reported for the concrete mix made with Cement CPC 30R (Type I), with a difference between the values of F'c, in each age at test, days 7, 14, and 28 of 4 to 6%, but decreasing this difference, in days 60 and 90 days, less than 5%, both concrete mixtures comply with the design resistance, F'c = 350 kg/cm 2 at 28 days, with a F'c = 371 kg/cm 2 , the mixture made with CPC 30R RS and F'c = 356 kg/cm 2 for the mixture made with CPC 30R. The results of the compressive strength test complied with the parameters of design for a concrete that can be used in Civil Works.

Characteristics of Test Specimens
The Figure 2 shows the characteristics of the study specimens, which were reinforced with bars of AISI 1018 Carbon Steel and Galvanized Steel, which were the working electrodes (WE), and UNS S31600 (Type 316 stainless steel) as an Counter electrode (CE), this type of arrangement allows to evaluate the corrosion current density (I corr ) by the technique of linear polarization resistance (LPR) as indicated by the ASTM-G59 standard (ASTM G 59-97, 2014). The equipment Gill AC Galvanostat/Potentiostat/ZRA from ACM Instruments was used for these method (LPR), and with a standard copper-copper sulfate (Cu/CuSO4) as reference electrode. The sweep potential was ±20 mV with respect to the E corr and the sweep rate was 10 mV/min and the results were analyzed using Version 4 Analysis specialized software from ACM Instruments. All bars and were cleaned to remove any impurities that might have been present on them (Santiago et al., 2013;Landa et al., 2018a,b) and the manufacture of the test specimens was performed as indicated in the standard ASTM C 192 (ASTM C192/C192M−18, 2016).
The nomenclature used to perform the analysis of the results of E corr and I corr , is made up of 3 or 4 characters, having the following meaning: • Ø, 1, 2, 3, indicates the percentage of NaCl present in soil type MH.
• R Indicate concrete mix made with CPC-30R (Type I).
• RS Indicate concrete mix made with CPC-30R RS (Type V).
• G bars of galvanized steel.
• C bars of AISI 1018 carbon steel.

Exposure of Specimens to Soil Contaminated MH Type
For the determination of the corrosion of concrete specimens reinforced with bars AISI 1018 carbon steel and galvanized steel, these specimens were buried in an MH soil, in the natural state (without of NaCl) and soil with 1%, 2% and 3 wt.% of NaCl by weight of soil, simulating a soil of marine environment.
It is important to note that this experimental arrangement is very little used in the study of corrosion of reinforcing steel in reinforced concrete structures, so the proposal in the present investigation is of great importance and innovation, since it simulates the situation of displacing the foundations of all types of civil Infrastructure, in soils where significant concentrations of aggressive agents such as chlorides and sulfates may be found, as commented in the introduction, there are few concrete corrosion studies carried out, considering to the soils as aggressive contact media for the elements such as footings, piles, foundation   slabs, which are the elements that support buildings, bridges, highways and industrial plants however, there are a large number of corrosion studies of reinforcing steel considering aggressive media such as seawater (Chaleea et al., 2009;Uthaman et al., 2017), solutions simulating marine or sulphated environments (Duarte et al., 2014;Santiago et al., 2016b), studies carried out in situ, with exposure to the atmosphere (De Vera et al., 2017;Kwon et al., 2017), investigations with alkaline solutions simulating the pore solution in the concrete (Williamsona and Burkan, 2016;Verbruggen et al., 2017) etc.; for all the above, it is the relevance of the results obtained, analyzed and discussed in this research.

Corrosion Potential (E corr )
The standard ASTM C876-15 (ASTM C 876-15, 2015), considering a more interval according to the literature (Song and Saraswathy, 2007), was used to perform the monitoring of the corrosion potential (E corr ) and interpretation of the probability of corrosion (see Table 4). Figure 3 shows the results obtained from the monitoring of corrosion potentials (E corr ), Of the concrete specimens of ratio w/c = 0.45, exposed or buried to a predominant soil of the region of Xalapa, Ver., southeast Mexico, a fine soil type MH (Das, 2006), in the natural state without addition of NaCl. It is perfectly observed the difference between the two types of steel used as reinforcement, AISI 1018 carbon steel commonly used in most reinforced concrete structures worldwide, with respect to Galvanized Steel. Both steels have a tendency from the curing stage to more positive values of E corr , for the case of specimen 0RC, this presents E corr values in a range of −350 to −100 mV during the curing stage, to report E corr values between −200 and −50 mV in the first 90 days of exposure in soil type MH in natural state, and continue with a tendency to present more positive E corr values over time, reaching positive values of 10 mV at the end of the monitoring. The 0RSC specimen exhibits a similar behavior to the ORC specimen, with a tendency toward more positive E corr values throughout the exposure period, with E corr values from −160 to −90 mV in the curing stage, presenting E corr values lower than −200 mV during the entire exposure period, presenting at the end of the monitoring, a corrosion potential close to 10 mV; E corr values presented by the 0RC and 0RSC specimens, when exposed to the soil type MH, indicating according to ASTM C-876-15 standard, a probability of 10% that the phenomenon of corrosion is being presented. Roventi et al. (2014) reported that the specimen with galvanized steel embedded in Ordinary Portland Concrete shows initial values of corrosion potential around −650 mV, while the bar embedded in Pozzolanic Concrete gives values around 100 mV SCE more negative, denoting a higher level of activity mainly due to the difference in pH between the concrete types, this behavior of higher activity level is presented in the 0RSG and 0RG specimens, as shown in Figure 3, having E corr values for the galvanized steel embedded in concrete made with CPC 30R-RS) of −660 mV at the beginning of the monitoring, and −780 mV in concrete made with CPC 30R. This behavior contrasts with that reported in the literature (Baltazar et al., 2016), where it is evaluated the corrosion in concrete of ratio w/c = 0.65, reinforced with the same types of steels, AISI 1018 carbon steel and Galvanized Steel, but buried in a soil type SP of marine environment, presenting the specimens with steel AISI 1018 E corr values between −200 and −350 mV after more than 200 days of exposure, and values between −350 and −500 mV for reinforced with galvanized steel, confirming the influence and aggressiveness of the marine environment soil in comparison to the soil type MH, without any addition of NaCl, soil in its natural state.
In Figure 4, it is shown as with only 1 wt.% of NaCl with respect to the weight of the soil type MH under study, this it presents corrosive aggressiveness compared to the soil in its natural state (Figure 3), when coming into contact with soil contaminated with 1 wt.% NaCl, all specimens have E corr values that are more negative than those reported in Figure 3, soil type MH without NaCl. For this case, soil type MH with 1 wt.% of NaCl, the specimen what presented the most noble values of E corr was the specimen 1RSC, elaborated with CPC-30R-RS cement and with AISI 1018 carbon steel as reinforcement, with E corr values which vary between −350 and −200 mV, throughout the exposure period, indicating according ASTM C-876-15 standard, corrosion uncertainty in the system, a benefit can be identified, which is related to a mixture of concrete made with CPC 30R RS cement that showed a higher compression strength in all ages of testing, as shown in Figure 1, which are associated with a denser matrix and lower permeability, what benefits a better FIGURE 3 | E corr specimens in soil type MH with 0% of NaCl.
FIGURE 4 | E corr specimens in soil type MH with 1% of NaCl.
performance against corrosion, however for the specimen made with normal cement (CPC 30R), specimen 1RC with AISI 1018 steel, presents until the day 140 values of E corr more negative of −500 mV, indicating severe corrosion according to the standard, having a passivation period to the end to present an E corr up to −550 mV, for the case of specimens with galvanized steel, 1RG y 1RSG, both presented a homogeneous behavior throughout the monitoring period, with E corr values more negative than −500 mV, to have a period of instability fluctuating between −350 and −500 mV until day 200, for there to present a tendency to more negative values until the end of the exposure period, these results are similar to previous research works (Maslehuddin et al., 2007), which reports that in concrete specimens exposed for more than 400 days to a soil with 1 wt.% NaCl, the values of E corr fluctuated in a range between −400 and −500 mV, specimens of concrete made with cement Type I (CPC-30R) and Type V (CPC 30R-RS).
In Figure 5 it is shown as increasing the aggressive agent (NaCl) to 2 wt.% in the soil, the corrosive aggressiveness of the soil increases, causing in the specimen 2RC (AISI 1018-CPC 30R), present an E corr of −490 mV for day 40 until reaching values of −550 mV on day 96, values indicating according to the standard ASTM C-876-15 severe corrosion, after day 100 it presents a period of passivation with more positive E corr values, with a value of −320 mV on day 152, indicating uncertainty that corrosion of the reinforcing steel is occurring, for the last 100 days of monitoring present stable E corr values of a range of −450 and −490 mV, indicating according to ASTM C-875-15 a 90% probability of corrosion of specimen 2RC, the specimen 2RSC (AISI 1018-CPC 30R RS), this presents a behavior very FIGURE 5 | E corr specimens in soil type MH with 2% of NaCl. similar to the specimen 2RC, with three significant periods, at the beginning with an activation period from day 40 to 96 with E corr values tending to be more negative, values in a range of −220 to −495 mV, the second period corresponding to the passivation of the reinforcing steel from day 103 to day 152, with E corr values of −450 mV to more positive, up to −270 mV, to enter a final period in the last 100 days of exposure with E corr values indicating 90% probability of corrosion and uncertainty, it is identified as mentioned above a behavior similar to specimen 2RC but with a greater protection to the corrosion which is attributed to with a denser matrix and lower permeability of the mixture concrete with CPC-30R-RS, because the E corr values of specimen 2RSC are 20% more noble than those reported by the specimen 2RC. As in Figure 4, the corrosion resistance offered by the concrete made with CPC-30R-RS by physical and mechanical properties of the mixture made with, to the AISI 1018 carbon steel embedded in specimen 1RSC, in the specimen 2RSC also presents protection against corrosion, but the protection against corrosion is lower, due to the increase of the aggressive agent present in the soil, 2% NaCl. The specimen 2RG (galvanizeds and normal cement CPC 30R), presents when coming into contact with the aggressive medium, soil type MH contaminated with 2% NaCl, E corr values −820 mV on day 40, up to −970 mV on day 54, presenting more positive values from day 82 to 118, with values from −854 to −696 mV, identifying promptly a period of passivation from day 124 to day 152 passing from E corr of −755 to −478 mV, to present in the last 100 days just like the specimens with steel AISI 1018 (2RC and 2RSC), a semi-stable period with E corr values in a range of −550 and −665 mV, indicating according to the standard that is developing a severe corrosion. In the specimen 2RSG (galvanized steel and CPC 30R RS), is identified a behavior similar to the specimen 2RSC, but with more noble E corr values (more positive), presenting from days 40 to 61 values from −756 to −810 mV, with a period of passivation from day 82 to day 152, passing from an E corr of −745 to −586 mV, to have the last 100 days values in a range of −644 to −744 mV, also indicating severe corrosion. Figure 6 shows the behavior of the corrosion potential (E corr ), of the specimens exposed in soil type MH but with a concentration of 3 wt.% of NaCl as aggressive agent, when comparing these results with those obtained from buried specimens in the soil in the natural state Figure 3 (without NaCl), as well as soils with 1 and 2% NaCl (Figures 4, 5), it can be affirmed that the percentage of 3 wt.% of NaCl present in the soil type MH is determinant to increase in great magnitude the corrosive aggressiveness of the soil. When performing the analysis of the results, the specimen 3RC (AISI 1018-CPC 30R) presents a period of activation of the corrosion of the day 40 to the 138, with E corr values in a range from −560 to −590 mV, with a better performance of the specimen 3RSC (AISI 1018-CPC 30R RS), presenting in the same period E corr values of −450 to −519 mV, this indicates severe corrosion according to ASTM C-876-15, after day 138 both specimens experience until the end of monitoring an unstable period with corrosion potentials between −450 and −540 mV, fluctuating between 90% probability of corrosion and severe corrosion, but always prevailing with better performance the elaborated specimen with sulfate resistant cement (CPC 30R RS). Also the specimen 3RSG (Galvanized Steel-CPC 30R RS) presents the best performance against corrosion, at the beginning with a period of fall of the potential of day 40 to 61, going from a potential of −620 to −784 mV, to later present positive value of E corr until reaching −594 mV on day 146, and present in the last 100 days of exposure a stable behavior with E corr from −600 to 700 mV, indicating severe corrosion. For the specimen 3RG (galvanized steel-CPC 30R) passes from a corrosion potential of −686 mV on day 40 to −1,113 mV on day 103, to present a tendency to more positive values of corrosion potentials until −520 mV in the day 152, presenting from day 157 until the day 250 a stable behavior, with corrosion potentials ranging from −620 to −600 mV, presenting FIGURE 6 | E corr specimens in soil type MH with 3% of NaCl. a drastic fall at day 257 with a potential of −998 mV. A similar study was used the specimens were cracked by flexural stress so that a crack width of 1 mm was produced in a pre-formed notch area with the apex of the crack reaching the reinforcement. Then the specimens were exposed to weekly wet-dry cycles (2 days dry followed by 5 days wet) in a 10% NaCl solution, where values of E corr , for specimens with concrete without any addition, in a range of −1,000 a −900 mV, in the first 5 cycles, to go down to values of −850 to −780 mV in the cycle 12 (Tittarelli et al., 2016), this values are in agreement with the E corr values of the present study, most particularly when the soil has a concentration of 3 wt.% NaCl.

Corrosion Current Density (I corr )
Monitoring and interpretation of the corrosion current density (I corr ) was performed based on Durar NetWork Specifications (Troconis de Rincón, 1997) (see Table 5). Figure 7 presents the results obtained from I corr of reinforced concrete specimens with AISI 1018 carbon steel and galvanized steel after more than 250 days of exposure in a soil type MH. The I corr results agree with what is reported in Figure 3 with corrosion potentials in the 4 specimens with a tendency to more positive indicating a passivation of reinforcing steel. The specimen 0RC (AISI 1018-CPC 30R) in the step curing presented an I corr of 1.1 to 0.35 µA/cm 2 , to continue with a tendency to less aggressive corrosion levels, associated this behavior to the formation of the passive film in the reinforcing steel, presenting on day 229 an I corr below 0.1 and of 0.08 µA/cm 2 in the day 257, indicating a despicable level of corrosion according to the Table 5. In the case of the specimen 0RSC (AISI 1018-CPC 30R RS) this presented a behavior very similar to the specimen 0RC, however it is identified a greater corrosion protection associated with physical and mechanical properties of the mixture concrete made with CPC 30R RS, presenting the concrete mix lower permeability, because their I corr values are lower, reporting the 0RSC specimen in the curing step an initial I corr of 0.75 to 0.2 µA/cm 2 , moving from a high to moderate level of corrosion, continuing in a process of passivation until day 82 with I corr of 0.12 µA/cm 2 , from day 89 to 103 there is a small activation with an I corr of 0.27 µA/cm 2 , but maintaining a moderate level of corrosion, as of day 110 the values of I corr descend steadily until reaching an I corr of 0.09 µA/cm 2 on day 215, indicating a despicable level of corrosion, which was maintained until the end of the monitoring. The 0RSG specimen (galvanized steel-CPC 30R RS) present a behavior very similar to the 0RSC specimens, but with a slightly better performance FIGURE 7 | I corr specimens in soil type MH with 0% of NaCl. against corrosion, with I corr values of 1.56 to 0.47 µA/cm 2 in the step curing, to remain at a moderate corrosion level from day 40 to 131, with I corr values between 0.27 and 0.10 µA/cm 2 , to continue the steel passivation process, with values lower than 0.10 µA/cm 2 from day 138 and present at the end of the monitoring an I corr of 0.05 µA/cm 2 . The specimen 0RG (galvanized steel and normal cement CPC 30R), also exhibit the same passivation behavior over time as the specimen 0RSG, however their I corr values are higher, presenting I corr values of 8.48 µA/cm 2 at 0.5 µA/cm 2 , in the curing stage, with a high corrosion level from day 40 to 54 with I corr values >0.5 µA/cm 2 , for later present a continuous decrease of I corr values, with a moderate level of corrosion from day 61 to day 236, I corr of 0.44 and 0.10 µA/cm 2 respectively, and have a despicable corrosion level with values of 0.09 µA/cm 2 in the last 20 days of the monitoring.
In analyzing the results of the corrosion rate of Figure 8, the specimen 1RC (AISI 1018-CPC 30R) presents in its curing stage I corr values of 1.08 µA/cm 2 on day 1 and 0.53 µA/cm 2 for day 28, indicating a process of passivation of the steel in that period, however when the specimen was buried in soil type MH with 1 wt.% NaCl, the I corr values were >1 µA/cm 2 from day 40, until values of maximum of 2.8 µA/cm 2 for day 96 of exposition, this I corr values indicating a very high level of corrosion, after these maximum I corr values, a passivation stage was presented with a constant decrease in I corr until reaching a high corrosion level on day 146 with a I corr of 0.80 µA/cm 2 , to increase the I corr to a range between 1.8 and 1.1 µA/cm 2 on days 152 to 188, completing the monitoring stage (257 days) with an I corr of 2.0 µA/cm 2 , confirming the presence of a very high level of corrosion. For the case of specimen 1RSC, the protection related to the have greater mechanical resistance and present a more impermeable matrix the mixture concrete made with CPC 30R RS, this specimen presents values of I corr lower than specimen 1RC, present in the curing step I corr of 0.65 to 0.28 µA/cm 2 , the protection remaining throughout the 257 days of exposure, with values I corr below 0.50 µA/cm 2 until the day 131, and from day 138 with a continuous trend at lower values of I corr , to reach an I corr of 0.20 µA/cm 2 at the end of the monitoring, indicating a moderate level of corrosion. The specimen 1RSG (galvanized steel-CPC 30R RS) presents I corr values of 0.18 µA/cm 2 until day 47, to present an activation period between days 61 and 124 with I corr >1 µA/cm 2 , values indicating a very high level of corrosion, after this period it presents a stage of passivation by continuously decreasing its I corr to 0.15 µA/cm 2 at the end of the monitoring, value indicating a moderate level corrosion. The specimen 1RG (AISI 1018-CPC 30R) presents a period of a very high level of corrosion from the day 40 to the 131, with I corr values in a range of 4.32 and 1 µA/cm 2 , to report from there until the end of the monitoring an instability of the system, fluctuating from a high level to a very high level of corrosion with I corr values between 0.6 and 1.3 µA/cm 2 in that period, observing the attack due to 1 wt.% of NaCl present in the soil.
In Figure 9 it is observed that by increasing the concentration of NaCl to 2 wt.%, the corrosive aggressiveness of soil is considerably increased, presenting the specimens 2RC, 2RG, and 2RSG an unfavorable behavior against corrosion by being buried in said soil, with magnitudes of I corr >3 µA/cm 2 in the first 100 days, the 2RG and 2RSG specimens presented later I corr in a range of 2.25 to 1.1 µA/cm 2 , magnitudes that still indicate a very high level of corrosion according to what is indicated in Table 4 and no benefit is identified due to the concrete mix made with cement CPC 30R, as had been observed in the specimens exposed to soil in the natural state (Figure 7), and in specimens exposed to soil with 1 wt.% NaCl (Figure 8). The specimen that presented the worst performance against corrosion was the 2RC, this specimen present I corr value of 2.22 to 2.56 µA/cm 2 , from day 100 until the end of the monitoring. It is noteworthy that the benefit of the use of concrete with sulfate resistant cement was presented in the specimen reinforced with steel AISI 1018, the 2RSC specimen presented a passivation stage with I corr lower than 0.25 µA/cm 2 until day 47, with an activation period with a maximum I corr of 1.6 µA/cm 2 on day 96 and present after the day 100 another period of passivation or greater resistance to the corrosion in comparison with the other specimens, with I corr values in a range of 0.9 to 0.42 µA/cm 2 until the end of the monitor indicating a high and moderate level of corrosion. Figure 10 shows the results of the corrosion kinetics of the exposed specimens in fine soil type MH with a 3 wt% NaCl, it has an unfavorable behavior against the corrosion of all the specimens in the first 103 days, with an increase in the magnitudes of I corr upon contact with the aggressive medium, the 3RSC specimen has values >3.3 µA/cm 2 and of 3.6 µA/cm 2 the specimen 3RC, after day 103 there is a period of decrease in the I corr , presenting the specimen 3RC values <1 µA/cm 2 from day 194 to 236 to reach an I corr of 1.5 µA/cm 2 for the end of the monitoring, for the case of the 3RSC specimen FIGURE 9 | I corr specimens in soil type MH with 2% of NaCl.
Frontiers in Materials | www.frontiersin.org FIGURE 10 | I corr specimens in soil type MH with 3% of NaCl.
its I corr was maintained from day 110 until the end of the monitoring above 1 µA/cm 2 , which indicates for both specimens a very high level of corrosion. In the case of specimens with galvanized steel, the specimen 3RG having values of I corr above 1 µA/cm 2 , with a maximum of 5.7 µA/cm 2 for day 54 and a minimum of 1.1 µA/cm 2 on day 180 and maintained at an average of 1.3 µA/cm 2 until the end of the exposure time, I corr values indicating a very high level of corrosion, in contrast the specimen 3RSG present a behavior of greater resistance to the corrosion, with an activation period with maximum I corr of 2.4 µA/cm 2 on day 96, to present after day 100 a passivation period with a decrease of I corr to 0.6 µA/cm 2 in the day 146, indicating a high level of corrosion and remain in that range until the end of the monitoring with a small tendency to values close to 1 µA/cm 2 , which would indicate a tendency to a very high level of corrosion as the other specimens, confirming the corrosive aggressiveness of the soil by increasing its NaCl content to 3 wt.%.
Some studies of corrosion in concrete reinforced with galvanized steel exposed marine, reported the beneficial effect of the use of inhibitors (Fayala et al., 2013), which increase the corrosion resistance of galvanized steel, this study showed that the evolution of polarization resistance values, measured on reinforced mortar specimens after 3, 6, and 12 cycles of wet-dry exposure to 3% NaCl solution, show that the corrosion resistance of galvanized rebars is improved in presence of DEA with respect to the control specimen, contrary to the use of SN which accelerates the corrosion process. However according to the results of the present investigation, in particular in the results obtained when the soil presented 2 and 3 wt.% of NaCl, these results confirm what is mentioned by the scientific community (Pokorny et al., 2017), indicates that there is a negative effect of zinc corrosion products is described-concrete curing and hardening of concrete is retarded in their presence, their growth can cause local disintegration. The review points out many contradicting results and therefore the fact that real consequences of galvanized reinforcement corrosion are not, even at present day, known. Use of galvanized zinc coatings for protection of conventional steel reinforcement cannot, to this day, be considered clearly beneficial and research regarding the topic to be finished.

CONCLUSIONS
The main conclusions of this research work are: 1. The level of corrosion that can be present in reinforced concretes exposed to soil type MH, common in the Xalapa region-southeast México, is negligible because it is not a corrosive soil in its natural state. 2. When the soil have a 1 wt.% of NaCl, the specimens moderate to high corrosion levels in AISI 1018 carbon steel and galvanized steel, a small benefit against corrosion was identified and related to the properties of a denser and less impermeable matrix that presented the concrete mix made with cement CPC 30R RS (Type V), when the soil is in its natural state (without NaCl) or with 1 wt.% NaCl, with greater resistance to corrosion in both steels. 3. When the concentration of NaCl in the soil type MH was increased to 2 and 3 wt.%, are presented corrosion levels from high to very high in all concrete specimens, reinforced with AISI 1018 carbon steel as reinforced with galvanized steel. 4. It is very important to consider the concentration of aggressive agents such as chlorides (NaCl) present in the soil, that in concentrations of more than 2 wt.% NaCl per soil weight, the probability that the foundation based on reinforced concrete will suffer premature corrosion damage of the reinforcing steel is very high.
5. It is necessary to stipulate as a requirement for the construction of Civil Works, the chemical analysis of the soil where such works are to be displaced, to determine the concentration of aggressive agents such as NaCl, to design concrete resistant to attack by this type of aggressive agents and that contribute to increase the durability of the civil infrastructure from the elements of the foundation.

DATA AVAILABILITY STATEMENT
All datasets generated for this study are included in the manuscript/supplementary files.

AUTHOR CONTRIBUTIONS
CH and RC carried out the electrochemical test. CG-T, LL, and FO performed the analysis of the results. MB-Z, JM-R, and FA-C wrote the article and are advisors to the research group.