## 3 Features, Targets and Dataset Generation
### Damage Indicators  
For the ML modeling of the present study, the structural damage is assumed both as an input feature to take into account the initial damage due to the former seismic shock, as well as a target feature in order to describe the damage accumulation after the examined ground motion. The structural response is assessed in terms of two overall seismic damage indices, namely, the overall damage index after [PERSON] and Ang (\(\mathrm{DI_{G,PA}}\)) [36] and the damage index after [PERSON] and Cakmak (\(\mathrm{DI_{DC}}\)) [56]. The originally introduced damage index after Park and Ang (\(\mathrm{DI_{PA}}\)) [57] results from summation of the maximum flexural responses and the hysteretic energy consumption of the plastic hinges and is calculated by Equation (1) modified by [PERSON] et al. [58] (Equation (2)). The overall damage index (\(\mathrm{DI_{G,PA}}\)) [36] is calculated as a weighted average of the sub-factors, weighted by the percentages of the total energy consumed by each member of the construction, according to Equation (3). The value of \(\mathrm{DI_{G,PA}}\) as close to zero as possible implies a complete damage-free structural system with an elastic response. However, a structure is characterized as near to collapse when \(\mathrm{DI_{G,PA}}\) takes values over the unit. \begin{table}
\begin{tabular}{c l l l l l l l} \hline \hline
**Num** & **Name** & **Expression** & **Ref. ** & **Num** & **Name** & **Expression** & **Ref. ** \\ \hline
1 & PGA & \(\mathrm{max1_{a}}(0)\) & [41] & 9 & \(\mathrm{SMD_{ROG}}\) & \(\mathrm{t(H_{a}=97.5\%)}-\mathrm{t(H_{a}=2.5\%)}\) & [46] \\
2 & PGV & \(\mathrm{max1_{v}}(0)\) & [41] & 10 & \(\mathrm{SMD_{Bolt}}\) & \(\mathrm{t(H_{a}=97.5\%)}-\mathrm{t(H_{a}=40.5\%)}\) & [48] \\
3 & PGD & \(\mathrm{max1_{d}}(0)\) & [41] & 11 & \(\mathrm{P_{90}}\) & \(\mathrm{P_{90}}\) & \(\mathrm{t(H_{a}=97.0\%)}\) & [41] \\
4 & \(\mathrm{I_{A}}\) & \(\frac{\mathrm{e}}{\mathrm{H}}\) & \(\mathrm{f_{a}^{\mathrm{\mathrm{\mathrm{\mathrm{\mathrm{\mathrm{\mathrm{\mathrm{ \mathrm{\mathrm{\mathrm{\mathrm{\mathrm{\mathrm{\mathrm{\mathrm{\mathrm{\mathrm{\mathrm{ \mathrm{\mathrm{\mathrm{                         }}}}}}}}}}}}}} \mathrm{\mathrm{\mathrm{\mathrm{\mathrm{\mathrm{ \mathrm{\mathrm{\mathrm{\mathrm{\mathrm{\mathrm{\mathrm{\mathrm{\mathrm{\mathrm{\mathrm{\mathrm{\mathrm{\mathrm{    \mathrm{     \mathrm{     \mathrm{       \\[\text{DI}_{\text{PA}}=\frac{\delta_{\text{m}}}{\delta_{\text{u}}}+\frac{\beta}{Q_{ \text{y}}\delta_{\text{a}}}\int\text{dE} \tag{1}\]  
\[\text{DI}_{\text{PA, component}}=\frac{\theta_{\text{m}}-\theta_{\text{r}}}{ \theta_{\text{u}}-\theta_{\text{r}}}+\frac{\beta}{\theta_{\text{u}}M_{\text{y} }}\text{E}_{\text{h}} \tag{2}\]  
\[\text{DI}_{\text{G,PA}}=\frac{\sum\text{E}_{\text{i}}\text{DI}_{\text{PA,component }}}{\sum\text{E}_{\text{i}}} \tag{3}\]  
where \(\delta_{\text{m}}\) is the maximum element displacement response, \(\delta_{\text{u}}\) is the ultimate element displacement, \(\beta\) is the model constant parameter for strength deterioration proposed by [PERSON] et al. [59], \(\int\text{dE}\) is the cumulative hysteretic energy consumed by the element during its response, \(Q_{\text{y}}\) is the yield strength of the element, \(\theta_{\text{m}}\) is the maximum element rotation during the time history response, \(\theta_{\text{u}}\) is the ultimate capacity of the element and \(\theta_{\text{r}}\) is the recoverable element rotation during unloading. During high-intensity seismic events, it is known that the cross-sections in plastic hinge areas of a building can be severely cracked or even present steel yielding, resulting in structural stiffness degradation. Therefore, an increase in the building's flexibility, and as such its fundamental period, is expected [60]. The DI\({}_{\text{DC}}\) is based on the above-mentioned increase in the fundamental period and is calculated according to Equation (4).