過去前人的研究中，結構自體調諧質量阻尼(building mass damper, BMD)使用振動臺實驗進行參數研究，將BMD拆解為下部結構、控制層以及上部結構，以三自由度簡化模型進行參數研究。在過去振動台實驗中，上下部結構使用鋼結構試體，利用置換控制層之液態黏性阻尼器以及隔震支承墊，改變控制層參數進行研究。實驗過程中，試體一旦產生非線性行為，實驗即不具有可重複性，若要變更配置就須拆裝試體，花費龐大的實驗成本以及時間。因此本研究將即時複合實驗技術(real-time hybrid simulation, RTHS)應用於BMD之系統驗證實驗，將下部結構以數值模型建立，利用振動臺作為介面層連接控制層以及上部結構，重現過去BMD振動臺實驗之結果，確認可行後利用變更數值模型進行參數研究。
為了研究BMD進入非線性行為後是否仍能保持良好的效果，本研究以非線性鋼構架即時複合實驗分析軟體RTFrame2D 建立下部結構之數值模型，配合補償器之分析與設計，以減少振動臺命令位移與實際位移之誤差。本研究首先使用與前人振動台實驗相同之試體配置進行實驗時，即時複合實驗結果皆為發散，僅在折減回饋力量時可穩定地完成實驗，經探討後發現是試體與數值模型之質量比過大而影響複合實驗系統之穩定性。因此，本研究使用三自由度之簡化BMD模型，變化實驗試體與數值模型之質量比進行穩定性之參數分析，確認在振動台子結構即時複合實驗中，若試體占全結構之質量比過大，將造成整個即時複合實驗系統之不穩定。基於此發現，本研究後續改以三自由度之簡化線性模型，進行BMD振動台子結構即時複合實驗之可行性研究。

In the past, shake table testing has been conducted to investigate the seismic response of building mass damper (BMD) system by separating the system into a substructure, a control layer and a superstructure. A simplified 3 degrees-of-freedom (3DOF) model has been adopted for design and analysis of the BMD structural system. In the shake table test, the substructure and superstructure were emulated by steel specimens. The control layer was represented by sets of viscous dampers and rubber bearings; therefore, the structural parameters could be varied by replacing different viscous dampers and rubber bearings. Noted that the shake table test was not repeatable as long as the specimen behaved nonlinearly. Replacing the steel specimen could be costly in terms of time and budget. As a result, real-time hybrid simulation (RTHS) which is a novel experimental method for earthquake engineering studies has been adopted to investigate the seismic response of BMD structural systems when nonlinear behavior occurs in this study.
In the RTHS, the substructure was numerically modelled using a nonlinear real-time structural analysis software “RTFrame2D”, while the control layer and superstructure were experimentally tested on a uni-axial shake table. In the first stage, the previous shake table testing results were treated as the benchmark to be compared with the RTHS results. The phase-lead compensator and force correction compensator were designed and implemented in order to reduce the tracking error between desired and achieved displacements. However, the entire RTHS remained stable merely when the transmitted base shear from the experimental substructure to the numerical substructure was scaled-down. Accordingly, stability analyses regarding the mass ratio of the experimental substructure to the entire BMD structural system have been performed by applying the 3DOF simplified BMD model, and the stability margin of RTHS for the 3DOF BMD model has been confirmed. Finally, a large number of RTHS experiments for the 3DOF BMD structural system have been conducted and the results have been compared, discussed, and summarized at the end of this study.

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