## 10 Discussion  
The methodology for large-scale seismic vulnerability and risk assessment has been developed and applied to Kastel Kambelovac, one of seven settlements of the City of Kastela. The hybrid procedure combining the vulnerability index method with the pushover analysis of the selected buildings has been used to calculate vulnerability indices, critical peak ground accelerations for three limit states (early damage, significant damage, and near collapse), seismic risk in terms of damage, and indices of seismic risk. Vulnerability and risk of the test site have been demonstrated through the vulnerability index map, damage index map and map of indices of seismic risk. All results have been integrated into a web-map based on the GIS tool. The main findings of the study are summarized below. Vulnerability indices have been calculated for 111 buildings with known geometrical, structural, and material characteristics (75 in the old city center and 35 outside of the center). The vulnerability of other buildings at the test site without the available technical documentations was estimated using geometric and structural characteristics of the buildings obtained from a geodetic survey of the area, a street view map, and a visual inspection of the area. The distribution of vulnerability indices shows the medium-high and high vulnerability of the historical center and the part north of the center. Such high vulnerability  
Figure 18: Risk maps in terms of index of seismic risk: (**a**) T = 95 years; (**b**) T = 225 years; (**c**) T = 475 years. is associated with stone masonry buildings built between the 16 th and the beginning of the 20 th century, which are mostly made with walls poorly connected, flexible floors, and irregular layout and elevation. The medium-low and low vulnerability has been achieved for the buildings outside of the historical center, which were built starting from the second half of the 20 th century to the present day. They are made of concrete or brick blocks. Some of them are unreinforced, while the others are confined with horizontal RC ring ties or both with horizontal RC ring ties and RC columns which, together with rigid RC floors, contributed to high seismic resistance and low vulnerability. The pushover analysis has been conducted on 18 typical buildings (10 in the historical center and 8 outside of the center). The buildings in the historical center have reached the collapse for a low peak ground acceleration (between 0.078 g and 0.183 g). The acceleration for significant damage ranges from 0.059 g to 0.142 g, while the lowest acceleration has been achieved for the early damage state (between 0.028 g and 0.103 g). No buildings in the center meet the seismic requirement of \(\mathrm{a_{g}}=0.22\) g for T = 475 years in either directions. Moreover, several buildings reached the structural collapse at peak ground accelerations that are lower than the demand acceleration of \(\mathrm{a_{g}}=0.11\) g for a return period T = 95 years. It should be noted that capacity accelerations have been obtained for the global structural response. Although local failure mechanisms can be critical for the buildings with flexible floors and weak connection between the walls, the analysis of local mechanisms of many buildings showed that the lowest accelerations have been reached for the global analysis of the buildings. Considering that the aim of the study is a vulnerability assessment of the settlement, critical acceleration has been determined on all buildings for the global response of the structure. The capacity of the buildings typical for the structures outside of the historical center varied depending on the applied materials and construction rules.