## 5 Specimen and Experiment Descriptions  
Two reinforced concrete (RC) prototype structures having three stories and 3 \(\times\) 3 days were designed to sustain the gravity loads established under current codes in Spain. One prototype consisted of a frame structure and the other a flat-slab structure. Each prototype was equipped with WPDs designed to sustain the seismic loads prescribed by the Spanish Seismic Code [53]. From each prototype, a test model that represented a portion of the prototype structure was defined and constructed by applying a scaling factor of 2/5 to the geometry. The test model that represented the frame structure is called specimen FD and it is shown in Figure 5a. The test model that represents the flat-slab structure is named specimen SD and is shown in Figure 5b. Each test model has two levels; the lowest level will be referred to as ground floor and the highest one as first floor herein. A detailed description of the test structures can be found in [54,55]. Specim FD was equipped with four WPDs, two on the ground floor and two on the first floor. Specim SD was equipped with two WPDs, one on each floor. Figure 5: Overview of test models and set-up on the shaking table. (**a**) Frame with dampers (FD) specimen; (**b**) Flat-slab with dampers (SD) specimen. Both test models were mounted on the uniaxial 3 \(\times\) 3 m\({}^{2}\) shaking table of the University of Granada, as shown in Figure 5, and subjected to successive seismic simulations of increasing amplitude. Each specimen underwent one-dimensional dynamic shaking table tests. The acceleration was applied to the table in a horizontal direction, parallel to a plane containing the axis of the dampers and the axis of one (in the case of specimen SD) or two (for specimen FD) columns. Before the test, steel blocks were attached at the top of the RC slab and at the top of the columns of the second story to represent the gravity loads that act on the floors and also to satisfy similitude requirements between prototype and specimen. Pin joint connections were used at the top of the half-columns in the second story, and at the ends of the half-beams of the first floor. The vertical movements of the ends of the half-beams of the first floor were prevented using pin-ended steel bars that connected the ends of the beams with the steel plates on the top of the specimen. The total mass of the specimen (including the additional masses) was 12,450 kg. The tests were conducted controlling the table by a real-time, uniaxial, digital controller able to provide three-variable closed loop control along with adaptive control. Moreover, the tests were conducted in the acceleration control mode in order to accurately reproduce the desired acceleration record in the table. The lateral displacements induced in the test model during each simulation imposed forced axial deformations on the dampers that damaged the I-section steel segments. In each seismic simulation, the shaking table reproduced the ground motion acceleration recorded at Calitri during the Campano Lucano earthquake (1980), scaled in amplitude to different levels. The scaling factors applied to the test model FD were 100%, 200%, 300% and 350% times the acceleration of the original record, and the corresponding peak ground accelerations were 0.16 g, 0.31 g, 0.47 g and 0.54 g (here, g is the acceleration of gravity). The respective levels of damage to the WPDs at the end of each seismic simulation will hereafter be identified as d0, d1, d2 and d3. The scaling factors applied to test model SD were 100%, 200%, 300%, 400%, 500% and 600% times the acceleration of the original record, and the corresponding levels of damage will be identified as d0, d1, d2, d3, d4 and d5 hereafter. The test models and the dampers were instrumented with displacement transducers, strain gauges and accelerometers. For illustrative purposes, Figure 6 shows the histories of acceleration applied to specimens FD and SD.