本文旨在進行多跨橋梁之位移設計法研究，當中對於非線性位移反應評估採用位移放大係數，作彈性最大位移與非彈性最大位移間之轉換。以大量國內集集大地震為主之歷時紀錄進行單自由度非線性動力歷時分析，其中含近斷層地震共142筆與遠域斷層地震1775筆歷時資料。並對分析資料進行回歸分析，分別得適用於近斷層震區與一般震區之位移放大係數公式。並以全橋之非線性動力歷時分析驗證由單自由度系統所分析之位移放大係數於多自由度橋梁系統有效可用。另外，採用一規則3跨橋梁例與一不規則4跨橋梁例進行位移設計法試算。並在相同之設計基準下與強度設計法比較，同時以非線性動力歷時分析驗證所設計目標位移之合理性。最後對工程設計參數進行檢討，以本文回歸之位移放大係數與現行規範強度折減因子轉換得之等效位移放大係數，評估非彈性設計位移反應譜之準確性；以等降伏強度係數評估真實之設計地震力。

This paper aims to study the displacement design method of multi-span bridges. In the nonlinear displacement response evaluation, the displacement amplification factor is used to convert between the maximum elastic displacement and the inelastic maximum displacement. The single-degree-of-freedom nonlinear time history analysis is carried out with a large number of earthquake records, including 142 near-fault seismic records and 1775 far-fault seismic records. The regression analysis of the analysis data is applied to the displacement amplification factor formula of the near fault zone and the general zone. The nonlinear dynamic analysis of the full bridge is used to verify that the analyzed displacement amplification factor is effectively available in the multi-degree-of-freedom bridge system. In addition, a rule 3 cross-bridge example and an irregular 4 cross-bridge example are used for trial calculation of the displacement-base design method. And compared with the force-based design method under the same design level, the rationality of the designed target displacement is verified by nonlinear dynamic analysis. Finally, the engineering design parameters are reviewed.

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