雖然隔震設計的防震效益已在試驗室及實務工程上獲得驗證，但是在較軟弱的地層及近斷層地帶，隔震設計的應用則是面臨著位移過大的挑戰。由於軟弱土層所傳遞之地震波週期較長，容易造成隔震系統產生過大之位移，而近斷層地震具有脈衝之速度波，在一些研究之中亦顯示其可能造成隔震系統產生過大之位移。為使隔震系統傳遞之水平力不至於明顯放大，又可同時控制隔震系統之位移，非線性黏性阻尼器在國內隔震設計的應用必將成為不可或缺的工具。
本試驗針對不同非線性黏性阻尼器（包含 及 之非線性黏性阻尼器），合併使用具雙線性遲滯特性的鉛心橡膠支承墊，進行振動台地震模擬試驗，並與未裝設阻尼器之構架進行之振動台試驗結果相互比較。試圖發展出可以在小、中、大地震及近斷層地震中發揮效果的隔震系統。並比較 及 之非線性黏性阻尼器對於隔震設計之應用。
在本試驗研究中，可看出使用 黏性阻尼器之隔震系統，在較大層級之地震力作用下，比使用 黏性阻尼器之隔震系統，在加速度及位移的控制上皆有較好之表現；但在小地震及近斷層地震中，由於此次試驗所採用之隔震墊與阻尼器，其在性能表現上皆無法達到設計時所訂定之特性，導致試驗結果與理論分析存在差距。

The effectiveness of seismic isolation has been proved in the past earthquakes. However, it is still a challenge for the design of a seismically isolated structure located at a soft soil site and/or near-field area. The concern arises from the large displacement may result in the isolation bearings due to the long period and/or pulse-like seismic waves. However, to use very large isolation bearings with much larger characteristic strengths may result into an unsatisfied seismic performance of the isolated structure during small to medium earthquakes. The current practice to solve this problem is to incorporate viscous dampers into the isolation system which possess a ninety degree phase angle between their force and displacement responses. As a consequence, the displacement responses of the isolation system may be controlled within an acceptable range and the maximum force transmitted to the super- structure may not be significantly increased compared with the use of isolation bearings with a large characteristic strength.
In this study, the formula for determining the maximum force transmitted by the isolation system composed of lead-rubber bearings and viscous dampers is derived and validated. Experimental study is conducted using a shaking table for a rigid mass sitting on the isolation systems composed of a combination of lead-rubber bearings, natural rubber bearings and nonlinear viscous dampers with damping exponents smaller and larger than 1.0. The reason for adopting the viscous damper with damping exponent larger than 1.0 is that the dampers may contribute less damping force resistance while the structure is subjected to small and moderate earthquakes such that the transmission of ground acceleration may be limited. In addition, during a major event the damper may contribute a large damping force so that the maximum displacement of the isolation system may be controllable and the seismic force transmitted to the super-structure may not be significantly enlarged.

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