## 3 Experimental Analysis  
### Experimental Phenomenon  
The slippage and failure of the four specimens in the experiments were similar. The experimental behaviour consisted of three stages as follows:  
Preliminary Deformation Stage: A preliminary deformation stage occurs from the initiation of horizontal loading to the start of the isolator slippage. The force control is applied so that a minor vibration does not generate isolator slippage. As the relevant displacement between the upper and the lower foundation beams is maintained at a relatively low rate, the wall reaches the stage of elastic deformation. Isolator Slippage Stage: The isolator slide stage (or the stage where elastic deformation of the stop blocks occurs) is the period from the beginning of slippage to when the displacement is reached. The force-controlled approach is used so that isolator slippage is initiated under moderate seismic force, while it is brought into full play under the vibrations of a major earthquake. At this stage, the wall suffers no visible damage. The horizontal loading exceeds the initiating load, and slippage occurs at interface of the MG slide with the upper and lower beams. The horizontal loading remains quite stable, the curves of cyclic loading and slippage displacement show no visible fluctuation and the slippage performance of the isolator remains exceptional. Compared with the slippage of the foundation beams, the wall remains elastic and displays far less horizontal displacement. Upon increasing the horizontal load, the load-displacement curve shows no visible sign of returning to its original position. The deformation of the isolator is plastic, and the elastic deformation remains relatively small. Therefore, the isolation performance of the MG slide remains reliable. Stage of Seismic Resistance of Wall: From the elastic-plastic deformation of the restrictive screw to the failure of the wall, the force is controlled to ensure the simulation of a major seismic event while avoiding the collapse of the wall. As the loading continues, the slippage displacement increases; the restrictive screws help restrain any dislocation between the stop holes in the upper beam and lower beam while preventing slippage at the foundation-beam interface. During this stage, the specimens undergo seismic resistance. As the horizontal loading increases, the relative slippage displacement between the upper and lower foundation beams declines. This process corresponds to the deformation of the restrictive screws--from elasticity to elastic plasticity--and to the interaction and compression between the seismic isolators and the components of the stop blocks. Despite the slippage of the wall relative to the upper foundation beams, no crack is observed on the surface. As the cyclic loading continues in the horizontal direction, cracks occur at both ends. When the loading limit is reached, the specimen shows widened cracks, increased displacement and a decreased capacity for force bearing, and as a result, the specimen yields. During this stage, the loading-displacement curves develop a \"\(\overline{\text{\text{\text{\text{\text{\text{\text{\text{\text{\text{ \text{\text{\text{\text{\text{\  
(2) GGBW-2: The initiating loading for GGBW-2 was 23.35 kN. In the positive direction, the displacement limit and the average force of slippage were 34.20 mm and 21.70 kN, respectively, and then changed into 22.80 mm and 21.11 kN in the negative direction. The split limit and the loading limit were reached at 120.0 kN and 142.66 kN respectively. See Figure 11 for the failure process of GGBW-2. (3) GGBW-3: The initiating load during the testing of GGBW-3 was 29.11 kN, which was greater than the initiating load during the testing of GGBW-1 and GGBW-2 due to the reinforcement by the mortar bars. In the positive direction, the displacement limit and the average force of slippage were 41.70 mm and 17.87 kN, respectively, and in the negative direction, they were 55.50 mm and 18.80 kN.