## 2 Materials and Methods
### Structural Model  
A three-dimensional finite element structure model was employed to carry out all the analyses conducted in this study. For this case study, a real building located in the Santa Marta neighbourhood of the city of Huelva (Spain) was used, and its facade can be seen in Figure 2. The construction is made of reinforced concrete with prefabricated prestressed joists for the slabs, dating back to the late 1970s, and ceramic vaults with a compression layer and welded mesh to improve load distribution. Many of these buildings lack false ceilings, and the floor-to-floor height is not exactly 3 m but slightly less. The considered building has undergone various renovations, some of which are significant in the structure. In particular, the structure designed for Huelva, in accordance with the referenced regulations, has been considered. Specifically, it complies with the seismic standard with the peak ground acceleration values of the NCSE-02 in force until 2013. For the model under study, the following characteristics have been considered, which imply adaptations in accordance with the NCSE-02 for dynamic calculations:  
* Main facade measure 20 m long and lateral facade measure 13 m long. A standalone building without constructions on the sides but close to other buildings for wind action purposes (Type III with respect to [11]). * Height per floor of 3 m with a total of 15 m (5 floors including the ground floor). Symmetric stiffness per floor (in X and Y), similar between floors, is assumed for modelling purposes. * The distribution pattern of beams and columns is shown in Figure 3.
* It is assumed that the facade and interior pillars are similar. The facade pillars, despite bearing less load from the slab, must support the heavy brick wall visible from the exterior. The model includes their weight, along with the interior partitioning and flooring, in the constant slab self-weight for all panels. * It is assumed that all beams are similar; the difference in spans in these is a maximum of 1 m. The resulting spans are 4 m and 5 m maximum, depending on the layout of the structure in the plan. Figure 2: The front view of the facade of the building is under analysis. It is assumed that the sections and reinforcement of beams are the same throughout the structure (45 \(\times\) 60 cm). * It is assumed that the sections and reinforcement of pillars are the same throughout the structure (60 \(\times\) 60 cm). The basal pillars impose shear and longitudinal reinforcement, but also in some checks, the top floor pillars due to bending impose conditions on longitudinal reinforcement. * The slab is modelled using a 30 cm thick one-way slab with joists spaced 50 cm apart and a weight of 0.5 kN/m. The same spacing between joists is maintained for all panels, with their orientation aligned along the \(Y\)-axis. The total slab area per floor is 260 m\({}^{2}\). * Projections on facades, access to the roof, and other building details are not included. The building has structural symmetry in X and Y (not in reality, because the central pillars of the last two rows are divided into two to make room for the stairs and the elevator). * For static load purposes, a walkable terrace will be assumed. * For seismic load purposes, it will be assumed that the building has its main facade aligned in the east-west direction. The entrance faces south and is assumed to be perfectly aligned in that direction. * For geotechnical purposes, it is considered to be located in the upper parts of Huelva, on granular material. The foundation is of the shallow type. * The damping of any structure depends on the vibration modes. However, the hypothesis that all modes respond with the same damping ratio is adopted, which is set at 5% for the structure. * For steel reinforcements, the recommendations of the Eurocode (EN-04) [33] have been considered. The minimum strength of reinforced concrete currently permitted is H-25.