The prototype building is designed in compliance with the D.M. 1974, which represents the reference standard for RC structural design during 1970s in Italy. As for the materials, C16/20 concrete and steel reinforcement of grade Feb38K are used, according to the common practice of that time. The prototype consists of a two-storey RC structure with an interstorey height of 3.00 m and two spans in both X- and Y-directions, resulting in nine columns per storey. The X-direction spans measure 3.00 m and 4.50 m, while both Y-direction spans are 3.38 m. The uni-directional floor slab is oriented along the Y-axis, with a total height of 23 cm, consisting of a 5-cm topping and 18-cm joists with a base width of 15 cm, spaced at two joists per 1.5 m. The slab infills are made of polystyrene blocks (60×100 cm). Columns, bearing beams and ring beams have cross sections of 25×25 cm2, 25×40 cm2 and 25×30 cm2, respectively. Steel bars arrangements are defined according to minimum code provisions, using 8 mm diameter stirrups and 12 and 18 mm longitudinal bars. Bent-up longitudinal bars are adopted to contribute simultaneously to bending and shear resistance.

Considering the shaking table dimensions and maximum load capacity, the prototype building described in section 2.1 is scaled down using the Cauchy-Froude similitude law with a scale factor λ=2/3. Consequently, the mock-up geometry and reinforcement are obtained by scaling the prototype building. The resulting plan dimensions are 5.0 m (X) and 4.50 m (Y), with a 2.0 m interstorey height. Columns have 17×17 cm cross sections with four longitudinal 8 mm diameter longitudinal rebars and 6 mm diameter stirrups, while beams measure 17×27 cm and 17×20 cm, with longitudinal 12 and 8 mm diameter reinforcement. The floor system consists of a 3 cm slab supported by 10 cm joists.

To satisfy dynamic similitude, additional masses are applied to the structure to account for the increased specific mass of the materials of approximately 50%, and to represent the gravity loads of non-structural components. Hence, additional masses are placed at each storey. The asymmetric location of the masses shifts the centre of mass of the structure towards the north side with respect to the geometric centre in plan, resulting in a flexible north side and a stiff south side. The eccentricity between the centre of mass and the geometric centre is 4.60%.

According to laboratory protocols, the mock-up was cast in a separated area and subsequent lifted and placed on the shaking table. Consequently, the foundations were specifically designed to withstand the maximum design action without concrete cracking during lifting and resulted with a cross-section of 55×17 cm2.

Compressive tests were performed on concrete cubes cast during construction to characterise material properties. Tensile coupon tests on longitudinal rebars were also performed.