## 3 Results and Discussion  
### Corrosion Potential (\(E_{corr}\))  
The \(E_{\text{corr}}\) of the specimens was monitored in accordance with ASTM C876-15 [92] and interpreted by the criteria presented in Table 8. \begin{table}
\begin{tabular}{c c c c c c c} \hline \hline
**Al** & **Bi** & **Cd** & **Cu** & **Fe** & **Ni** & **Pb** & **Zn** \\ \hline
0.003 & 0.007 & 0.0002 & 0.01 & 0.03 & 0.06 & 0.48 & Balance \\ \hline \hline \end{tabular}
\end{table} 
Table 7: Elemental composition (wt.%) of the zinc bath for the galvanizing process. Figure 3: Electrochemical cell for the monitoring of corrosion. 3.1.1. E\({}_{\rm corr}\) G galvanized Steel and AISI 1018 Carbon Steel in Concrete Exposed to Control Medium (DI-Water)  
In Figure 4, the behavior of corrosion potentials can be observed. \(E_{\rm corr}\) of all study specimens when they were exposed to the control medium (water), both reinforced with galvanized steel, CC-W-GS, BSC1-W-GS and BSC2-W-GS as well as those reinforced with AISI 1018, CC-W-CS, BSC1-W-CS and BSC2-W-CS. The difference in corrosion potentials according to the type of reinforcing steel is perfectly observed, the specimens with AISI 1018 CS present the most noble potentials, from the curing stage, with \(E_{\rm corr}\) values ranging from -260 to -330 mV on day 7, reaching values lower than -200 mV after 28 days of curing, and afterwards displaying their most noble \(E_{\rm corr}\) values at -110 mV until the end of the monitoring. This indicates, according to the ASTM C-876-15 standard, a 10% of risk corrosion in all specimens [92]. However, the specimen that presented the most positive or noble values was the BSC2-W-CS specimen, followed by BSC1-W-CS and CC-W-CS. In the case of specimens reinforced with galvanized steel, a similar behavior occurs, with \(E_{\rm corr}\) values in the curing stage ranging from -800 to -1125 mV on day 7, and day 28 to \(E_{\rm corr}\) values more positive, in a range from -680 to -880 mV, to continue with a passivation trend with values around -500 mV by day 98 and observing a slight increase in performance for the BSC2-W-GS and CC-W-GS specimens compared to that reported by the BSC1-W-GS specimen. The behavior of the \(E_{\rm corr}\) values remains constant, indicating a 90% of risk corrosion until the end of the monitoring, with \(E_{\rm corr}\) values between -500 to -350 mV for the three specimens. The results of the \(E_{\rm corr}\) values of galvanized steel in the three concretes exposed to the control medium, agree with investigations where the corrosion efficiency of galvanized steel as reinforcement in concrete specimens was evaluated. In a study, initial corrosion potential values were recorded around -650 mV, with differences of up to 100 mV between the study mixtures, associated with the difference in pH of the study mixtures as well as their water/cement ratio [93]. control medium, with a passivation behavior on the three studied mixtures, presenting \(E_{\text{corr}}\) values in a range of \(-280\) and \(-400\) mV on day 7 for CC-MS-CS, BSC1-MS-CS and BSC2-MS-CS specimens. On the last day of the curing stage, day 28, \(E_{\text{corr}}\) values were found in the range of \(-240\) and \(-290\) mV. A passivation behavior of the corrosion potentials was observed towards more positive values until day 126 reaching values of \(-150\) mV for the BSC1-MS-CS specimen, \(-170\) mV for the BSC2-MS-CS and \(-210\) mV for CC-MS-CS specimen. Later, a decreasing tendency is observed over time, reaching, at the end of the monitoring, values that indicate intermediate corrosion risk according to the ASTM C-876-15 standard with values of \(-348\) mV for the CC-MS-CS specimen, \(-300\) mV for the BSC1-MS-CS specimen and \(-280\) mV for the BSC2-MS-CS specimen. A benefit from the use of binary sustainable concretes is observed, presenting a better performance against the corrosion in the presence of magnesium sulfate. Specifically, the specimen made with 10% Silica Fume (BSC2) showed enhanced corrosion resistance, followed by 10% SCBA (BSC1).