## 2 Methodology
### Simulation of Corrosion Progress  
Within this section, we present a comprehensive modeling framework designed to evaluate the degradation of the structural capacity for a wall subjected to extreme seismic events and the effects of corrosion, which vary based on the distance from the sea and are represented by different corrosion levels, as outlined in the following steps:  
1. The first step in the modeling framework involves selecting the corrosion level. In this study, we based our selection on the criteria provided by [PERSON] [56], as shown in Table 1. The table below outlines the different levels of penetration and the corrosion ranges.  
We selected three levels for simulation based on the data from Table 1: (1) minor, with i = 0.2; (2) moderate, with i = 1; and (3) intensive, with i = 3.5;
2. Calculating the time-dependent parameters from 0 to 120 years, considering a time interval (\(\Delta t\)) of 20 years. This time frame represents the period required for the corrosion products to transition from passive to active. Figure 2 illustrates this time-dependent corrosion process, depicting the progressive increase in corrosion levels as a function of time. It visually represents how corrosion intensifies, from the initial passive state to more severe conditions;
3. The next step involves calculating the confinement effect of the concrete on the corrosion products, which leads to internal pressure (P) as the corrosion progresses. Figure 2 also captures this internal pressure buildup over time, correlating it with the varying levels of corrosion rates;  
\begin{table}
\begin{tabular}{c c c} \hline \hline
**I\({}_{\text{corr}}\) [\(\mu\)A/cm\({}^{2}\)]** & **V\({}_{\text{corr}}\) [mm/Year]** & **Corrosion Level** \\ \hline \(\leq\)0.1 & \(\leq\)0.001 & Passive \\
0.1–0.5 & 0.001–0.005 & Minor \\
0.5–1 & 0.005–0.010 & Moderate \\ \textgreater{}1 & \textgreater{}0.010 & Intensive \\ \hline \hline \end{tabular}
\end{table}
Table 1: Ranges of corrosion and penetration rates with their corresponding corrosion levels, as defined by [56].  
4. The internal pressure (\(P\)) and other time-dependent parameters calculated in step 3 are then input into the model;
5. Boundary conditions are applied as follows: a. Internal pressure (\(P\)); b. Shear stress up to failure; c. Confinement conditions at the y- direction (back face). These boundary conditions represent the continuum condition, as the model simulates a cube cut-off from the wall, replicating the localized effects of corrosion and shear stress within the structural system;  
Figure 2: Overview of the modeling framework.  
Steps 3 and 4 are repeated for each time interval to assess the effects of varying corrosion levels over time;
7. All models are simulated using an automated algorithm, allowing for the systematic evaluation of the time-dependent structural degradation;
8. After the simulations, we analyze the capacity curves, crack formation, and structural response under seismic events to evaluate the combined impact of corrosion and seismic forces on the structural performance. This analysis provides insights into how the degradation of the wall due to corrosion affects its ability to resist shear forces during extreme seismic events.  
Figure 2 provides a graphical abstract of how the corrosion process evolves and affects the structural integrity at different stages. This methodology offers a more accurate and evolving representation of the structural vulnerability, providing a comprehensive long-term infrastructure resilience planning tool.