## 5 Numerical Applications
### Software Application for the Pre-Earthquake Assessment of RC Buildings with Full Data Availability  
In this case, the software was applied for 30 RC buildings with reliably known structural parameters presented in Table 8 and explained in Figure 14. These buildings were also analyzed through non-linear time history analyses (NTHA), which is the most effective numerical method for estimating the seismic DS (in the present paper using the MIDR seismic damage index). At first, the selected RC buildings were modeled and designed considering the EN1992-1-1 [53] and EN1998-1 [49] recommendations. The buildings, designed with current code provisions, were subsequently assessed by means of NTHA for 65 known seismic excitations extracted from the European Strong-Motion Database [54] and PEER [48]. The ranges of the seismic parameters' values of the 65 selected seismic excitations are given in [33]. \begin{table}
\begin{tabular}{c c c c c c c c} \hline \hline  & **Name** & **n\({}_{\textbf{v1}}\)** & **n\({}_{\textbf{v2}}\)** & **H\({}_{\textbf{tot}}\) (m)** & **L\({}_{\textbf{x}}\) (m)** & **L\({}_{\textbf{y}}\) (m)** & **e\({}_{\textbf{x}}\) (m)** & **e\({}_{\textbf{y}}\) (m)** \\ \hline  
All the selected buildings are rectangular in plan and regular in elevation according to the provisions of EN1998-1. It must be noted that for each one of the 30 selected buildings, three different versions were considered regarding their masonry infills: (a) without masonry infills or with masonry infills with a weak contribution to the buildings' seismic response (\"Bare Buildings\"--\"BB\"), (b) with strong masonry infills at all stories (\"Fully Infilled Buildings\"--\"FIB\") and (c) with strong masonry infills at all stories except the ground story (\"Pilots Buildings\"--\"PB\"). The contribution of the masonry infills to the buildings' seismic response was considered in the framework of NTHA, using the model proposed in [55]. At the design stage, the contribution of the masonry infills was ignored. Thus, the masonry infills were considered only as vertical loads at that stage. The NTHA performed led to 1950 (=30 \(\times\) 65) MIDR values. Thus, for the three versions of the 30 selected RC buildings 5850 (=1950 \(\times\) 3) MIDR values were calculated. Using these values, 5850 classifications to the three pre-defined SDC (i.e., DS) of Table 3 were performed. The classification of the 5850 generated samples to the three pre-defined SDCs using the results of NTHA constitutes the dataset for the examination of the efficiency of the developed software application. A MATLAB-compatible script was developed to run the application automatically 5850 times using the data of the 90 selected RC buildings and the 65 selected seismic excitations. The classification results based on NTHA and the relevant derived from the software application were subsequently compared. The comparisons are illustrated in terms of confusion matrices (CM) [11; 56], which are the most effective tools for the evaluation of the effectiveness of trained MFPNN used for the solution of PR problems. The CMs for the 5850 samples, corresponding to the 90 known RC buildings (with full data availability, namely reliable knowledge of their structural data), are given in Figure 15.  
The performance of the MFPNNs embedded in the current version of the software application is significantly high. However, the most crucial point in the present case is that the implementation of the MFPNNs can be achieved in almost real-time, exploiting the developed GUI capabilities for the input of data for a large number of buildings with reliably known structural parameters. Figure 15: CMs of the classifications performed by the MFPNNs embedded in the current version of the software application (**a**) for BB, (**b**) for FIB, and (**c**) for PB. \begin{table}  
\end{table}