## 3 Experimental Case Studies  
In this paper two experimental case studies of shaking table testing performed on two different frame models both equipped with V-inverted dissipative bracing systems have been considered. The first one was carried out within the Jet-Pacs project (2008-2010), supported by several partners from different Italian Universities which in turn developed different energy dissipation devices based on different materials and principles [39]. The second one within the Pres-Lam project (2013-2019), in collaboration with University of Canterbury [40; 24]. A photographic view of both experimental frames tested on the same single degree of freedom shake table facility available at the structural laboratory of the University of Basilicata (UNIBAS) is shown in Figure 2. Both models were three dimensional, 2/3 scaled, with an inter-story height of 2 m and the rectangular plan layout of 4 m by 3 m, with single bay in both directions. The Jet-Pacs experimental model consisted of a two-story steel braced frame (SBF) with four dissipative braces, two for each side, along the testing direction (Figure 2a). Steel profiles IPE 180 and HEB 140 of steel grade S235 were used for beams and columns respectively and the floors were made of a 100 mm thick steel-concrete slab. The Pres-Lam specimen experimental model consisted of a three-story post-tensioned timber braced frame (TBF) with six V-inverted dissipative bracing systems, inserted within the bays of the two parallel frames along the test direction (Figure 2b). The frame was post-tensioned at the beam-column connections through a single 26.5 mm diameter steel bar, crossing the beam in longitudinal and transversal directions. Cross sections of 320 mm \(\times\) 200 mm for columns, 305 mm \(\times\) 200 mm and 240 mm \(\times\) 200 mm for primary and secondary beams made of Glulam grade GL32h were used. The floors were realized by 150 mm thick solid timber panels. Models were designed according to the European seismic codes [41; 42]. The SBF represents a residential steel building while the TBF represents an office structure with a rooftop garden. Additional  
Figure 2: Experimental case studies for shaking table testing: (**a**) steel braced frame Steel Braced Frame (SBF) model (**b**) post-tensioned timber braced frame Timber Braced Frame (TBF) model. masses (concrete blocks) were placed on each floor of both experimental models, to account for non-structural dead loads and the live loads, as well as the contribution due to the mass-similitude scaling [43]. Story masses of experimental models are summarized in Table 1.  
NLDs considered for both projects were based on the dissipative capability of flexural steel plates with hysteretic behavior. Hysteretic dampers (HD) of steel grade S235 shown in Figure 3(a) [14] were considered for the SBF model and mounted on the top of two stiff steel chevron braces (HEA100) of steel grade S235 at each story (Figure 3b). The bolted connection between the HD and the braces ensured the rigid connection. Two additional V-inverted steel braces (UPN 80) were placed orthogonal to the excitation as a safety system during testing. Two U-shape flexural plate (UFP) devices of steel grade C60 shown in Figure 3c [44] were used for each dissipative trace of the TBF model, placed on the top of the V-inverted timber rods with cross section of \(160\) mm \(\times\)\(180\) mm of Glulam grade GL24h linked through bolted connections (Figure 3d). Braced models were designed to remain in the elastic range without damages while hysteretic devices yield is provided to dissipate earthquake energy. The NLD dampers at each story were dimensioned through displacement-based design procedure, considering different target design drift \begin{table}
\begin{tabular}{c c c} \hline \hline \multirow{2}{*}{**Story**} & \multicolumn{2}{c}{**Mass (ton)**} \\ \cline{2-3}  & **SBF** & **TBF** \\ \hline \(1\)st & 5.2 & 5.7 \\ \hline \(2\)nd & 4.8 & 5.7 \\ \hline \(3\)rd & - & 5.6 \\ \hline Total & 10.0 & 17.0 \\ \hline \hline \end{tabular}
\end{table}