## 3 Results  
Two passive control systems (seismic isolation and non-traditional TMDs), as well as their combinations, were investigated in the study focused on the behavior of 5, 10, 15, and 20-story buildings under various seismic excitations. A large number of results for different ground motions cases were obtained. Due to the limitation of space, the representative examples are presented in the paper. The examples of the results are shown in Figures 2-16 (for the case of the 10-story building) and in Figures A1-A34 in Appendix A (for the case of the 5, 15, and 20-story buildings). In particular, Figures 2-7 and A1-A12 show the acceleration time histories of the top stories of the high-rise structures exposed to different earthquakes. The peak story moments for the different stories of the buildings are presented in Figures 8-13 and A13-A28. Finally, Figures 14-16 and A29-A34 show the drift ratios for various stories of the high-rise structures. The results of the study clearly indicate that the earthquake-induced response may substantially depend on the type of the control system used to suppress structural vibrations. For example, it can be seen from Figures 2-4 that the peak acceleration of the 10-story building equipped with the base isolation system (symbol \"Bi\") and 1 TMD is reduced under the far-fault acceleration records by as much as 47% in the case of the Imperial Valley earthquake, 52% in the case of the Loma Prieta earthquake, and 41% in the case of the Kern County earthquake, as compared to the response without any system (symbol \"Fix\"). Slightly lower reductions are observed for the near-fault acceleration records. For example, the reduction in the peak acceleration of the 10-story building equipped with the base isolation system and 1 TMD is equal to 39% for the Imperial Valley earthquake and 40% for the Loma Prieta and Morgan Hill earthquakes (Figures 5-7). Similar effects can be observed in the case of the 5, 15, and 20-story buildings equipped with 1, 4, and 8 TMDs. In the case of the 5-story structure, the largest reduction in the peak acceleration is as large as 81% for the far-fault acceleration  
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records and 68% for the near-fault acceleration records, as compared to the response without any system. Moreover, Figures 11-16 indicate that the reduction in the peak acceleration of the 15-story building is equal to 68% for the far-fault acceleration records and 74% for the near-fault acceleration. Finally, in the case of the 20-story structure, the reduction in the peak acceleration is larger than 60% for both far-fault and near-fault acceleration records, as compared to the response without any system (Figures 11-12). However, it should be underlined that the results shown in Figures 2-7 and 11-12 clearly indicate that the influence of the base isolation on the reduction of the structural response under different ground motions is much larger than the influence of non-traditional TMDs. It can also be seen from Figures 8-13 and 113-12 that the application of TMDs alone leads to a slight reduction in the story moments, as compared to the response without any system. For example, the use of 1 TMD installed in the 10-story building results in the decrease in the peak story moments by 9% and 17% for near-fault and far-fault earthquake records, respectively (compare Figure 10 with Figure 8). On the other hand, the application of the base isolation system alone leads to much larger reductions in the response of the high-rise buildings during earthquakes. For example, the use of seismic isolators installed in the 10-story building results in the decrease in the story moments by as much as 73% and 75% for near-fault and far-fault earthquake records, respectively (compare Figure 9 with Figure 8). However, the largest reductions (even up to 84%) in the peak story moments are obtained for the cases when both control systems (base isolation and non-traditional TMDs) are used simultaneously (Figures 11-13).