本研究以雙層隔震橋梁為主要研究目標。傳統隔震橋之隔震支承置於柱頂，少部分橋梁則置於柱底，但於強震下，柱頂隔震橋易於柱底產生塑鉸，柱底隔震橋則易於柱頂剛接處產生塑鉸，因此本研究提出雙層隔震橋構想於易產生塑鉸處皆以隔震支承替代，提高強震後橋梁之修復性。 建立三種隔震形式橋梁分析模型，柱頂隔震橋、柱底隔震橋及雙層隔震橋，使用不同實測地震歷時進行參數分析，比較不同橋型於地震下之動力反應。另外探討加裝阻尼裝置於傳統隔震橋及雙層隔震橋之效應，並引入位移設計法於雙層隔震橋梁之支承設計，以確保強震中隔震橋梁不致產生過大之位移，避免橋面版產生碰撞甚至落橋之情形。最後進行動力歷時分析驗證以靜力法設計之結果，探討雙層隔震橋梁之橋面版位移是否符合靜力分析預期之值。分析結果顯示雙層隔震橋使用位移設計法確可收斂出一組支承參數，但於動力歷時分析下，未加裝阻尼裝置之動力反應較符合靜力法之結果，含外加阻尼裝置之動力反應與靜力法所得之結果有較大之誤差。 The purpose of this thesis is to study double isolated bridge and displacement-based design which is applied to the isolated bridge. Traditional isolated bridge set the isolator on the bottom of pier, while double isolated bridge set the isolator on where the plastic hinge is. The isolator is placed at where the plastic hinge generated on the double isolated bridge, and thus when the bridge impacted by strong motion, the other frame is still linear. In this study, the simulation of bridge deck displacement and the ground test were compared. The non-traditional double isolated bridge, top isolated bridge, and bottom isolated bridge were modeled with the traditional isolated bridge. The effect under earthquake of each bridge type was simulated by analyzing and comparing different parameters of earthquakes. Moreover, the effect damper, on traditional isolated bridge and double isolated bridge, was also studied. The bridge deck was therefore enabled not to be suffered with significant displacement or unseating when it was impacted by strong earthquake. The safety of the bridge deck was also ensured. The result demonstrated that the model of double isolated bridge using displacement-based bearing design would gain a group of suitable parameters by using static analysis. However, when we applied these parameters to ground motion, there would be an error between the result of ground motion and of static analysis.
