## 7 Conclusions  
A two-span continuous girder bridge specimen, which had been analyzed by a shaking table test, was discussed in terms of collapse mode and the collapse control strategy. The following conclusions are obtained:  
1. Under the action of longitudinal unidirectional ground motion, two typical collapse modes of the two-span continuous girder bridge with ordinary plate rubber bearing (BC system) were obtained: in 1.2 g El Centro seismic wave case, the failure of the middle pier caused serious damage of the main girder, which was a V-shaped girder lowering; when the PGA of the Chi-chi seismic wave was 1.2 g, the main beam of the model bridge was damaged and deteriorated due to the separation of the left side pier from the girder, which resulted in the falling of the second span girder. 2. Three collapse control systems, namely the CHDR control system, CFVD system, and CLUC system, were adopted to explore collapse control effect on the BC system. From the point of view of the shock absorption effect, the CHDR system and the CFVD system were close to each other. Because the hysteretic energy dissipation level of the damper was slightly larger than that of the HDR bearing, the displacement shock absorption effect of the CFVD system is slightly better than that of the CHDR system, but the control effect of the CLUC system on the displacement is the best among them. 3. Under the action of longitudinal El Centro seismic wave, the CHDR system, CFVD system, and CLUC system collapsed when the PGA was 2.0 g, 1.4 g, and 1.4 g, respectively, while the BC system collapsed when the PGA was 1.2 g. The collapse mode of the CHDR system was the failure of the middle pier resulting in the damage of the main girder which is a V-shaped falling, which was consistent with the BC system. The collapse modes of the CFVD system and CLUC system were similar, which were the failure at the bottom of the middle pier. Because the FVD and LUC control the displacement of the main girder, the falling girder did not occur in the collapse numerical simulation. 4. Under the action of the longitudinal Chi-chi seismic wave, the CHDR system, CFVD system, and CLUC system collapsed when the PGA was 1.6 g, 2.8 g, and 1.8 g, respectively, while the BC system collapsed when the PGA was 1.2 g. The CHDR system reduced the relative displacement between the pier and girder and delayed the time of the girder falling; its collapse mode was consistent with that of the BC system. The displacement control effect of the CFVD system or CLUC system was stronger than that of the CHDR system. The comprehensive displacement control and energy dissipation effect of the FVD was better than that of the LUC. The collapse courses of the CFVD system and CLUC system were similar: first, the earthquake intensity increased to cause the middle pier to fail, and then the displacement of the pier and girder was too large to lose the support of one side pier, thus, the bridge became a mobile system, and finally, the girder dropped. 5. To prevent the failure of this two-span continuous girder bridge under a strong earthquake, it is necessary to select a suitable collapse control device for anti-collapse design. The HDR bearing is suitable for collapse control of bridges built on a slightly rigid field or under medium and short-period ground motion to protect the substructure, in respect for the continuous beam bridge specimen discussed above. When long-period ground motion is input or the site is soft, the FVD or LUC is suitable for collapse control to prevent the beam from falling, and the FVD is preferred if conditions permit. The authors contributed equally to this work. [PERSON]. ([PERSON]) analyzed the data and Finished the manuscript writing. [PERSON] provided ideas for this manuscript. [PERSON] provided analysis tools. [PERSON]. ([PERSON]) managed the analysis data. [PERSON] graphed the data. All authors have read and agreed to the published version of the manuscript.