## 2 Previous Research Activities  
Pushover analyses for the main buildings of the institute \"G. Pascale Foundation\" in Naples have already been performed to accurately evaluate the seismic vulnerability, as presented in [17]. The medical complex is composed of five buildings: the \"Scientific Building\" (SB), the \"Hospitalization Building\" (HB), the \"Day-Hospital Building\" (DB), the \"Administrative Building (AB) and the \"Nun Building\" (NB). (SB was not included in the seismic assessment.) A general plan of the institute is depicted in Figure 1.  
The first building to be constructed was the SB building in 1934. In the same period, a portion of the NB building was likely also erected. The HB building consists of several structural units, built between 1960 and 1980. Finally, the AB and DB buildings were developed between 1977 and 1982.  
From a structural point of view, the HB and AB buildings are built of reinforced concrete. The NB building is composed of two different units made of masonry and reinforced concrete, while the Day-Hospital Building is characterized by RC cores connected to a steel structure withstanding gravitational loads alone.  
The seismic vulnerability has been evaluated [17] by pushover analyses adopting the so-called N2 method implemented by [PERSON] [18; 19]. Performance indices have been provided in terms of both peak ground acceleration (PGA) and the return period (T\({}_{\text{R}}\)). The first was obtained as the ratio between demand and capacity, evaluated using the ADRS (Acceleration Displacement Response Spectra) plan. The second was evaluated as:  
\[I_{\text{R}}(\text{T}_{\text{R}})=\left(\frac{\text{T}_{\text{R}}}{\text{T}_{ \text{ref.}}}\right)^{a} \tag{1}\]  
where T\({}_{\text{R}}\) is the return period concerning the attainment of a given limit state (capacity of the structure), T\({}_{\text{ref.}}\) is the return period related to the exceedance probability typically considered for the seismic action associated with the limit state, and the exponent \(a\) represents a coefficient defined by a statistical analysis of the national hazard curves, which, in this case, can be assumed to equal 0.41, as suggested in [20].  
The main results obtained in [17] for the DB building are shown in Table 1. The first column is the building label. The second column reports the considered limit state (LS): operational limit state (SLO), damage limit state (SLD) and life safe limit state (SLV). The third column indicates the governing collapse mechanism, which, for the examined building, is the inter-story drift (D) or the shear failure of the walls (SF\({}_{\text{w}}\)), depending on the limit state. The fourth and fifth columns show the peak ground acceleration (PGA) and return period (T\({}_{\text{R}}\)), respectively. Finally, the sixth and seventh columns indicate the seismic performance indices in terms of PGA and T\({}_{\text{R}}\), respectively.  
\begin{table}
\begin{tabular}{c c c c c c c} \hline
**Building** & **LS** & **Criterion** & **PGA [g]** & **T\({}_{\text{R}}\) [Year]** & **I\({}_{\text{R}}\)**(PGA)** & **[\%]** & **I\({}_{\text{R}}\)**(T\({}_{\text{R}}\))** **[\%]** \\ \hline \multirow{3}{*}{DB} & SLO & D & 0.093 & 55 & 95.20 & 96.40 \\  & SLD & D & 0.136 & 115 & 106.60 & 105.50 \\ \cline{1-1}  & SLV & SF\({}_{\text{w}}\) & 0.044 & 20 & 15.20 & 20.50 \\ \hline \end{tabular}
\end{table}
Table 1: Seismic performance indices for the DB building.  
Figure 1: General plan of the institute “G. Pascale Foundation” (**a**) with its satellite view (**b**).