建築結構中柱構件變形能力與圍束鋼筋配置有很大的影響，一般柱構件設計是以讓柱能夠達到3%側向變形角進行箍筋設計，但由於非彈性動力分析技術之發展，可以經由動力分析方式獲得結構實際受震之變形，如果以此分析下得到之變形量不到3%，則可不需要以3%變形目標對結構物每根柱構件進行圍束鋼筋設計。另外由於近年來高強度鋼筋混凝土材料發展，擬使用於高樓建築之建設，位於高樓結構底層柱由於同時受到高軸力與地震力彎矩作用，使得柱構件在外圍保護層剝落後由於高軸力作用使得主筋挫曲，使柱喪失軸力乘載能力發生破壞，因此本研究為解決上述問題，擬開發一套應用於高樓結構底層柱之系統配置，其將原外側主筋部份移至內側使主筋受束制能持續抵抗軸力不致挫曲，並在一樓梁底增設一半剛接裝置使底部樓層之彎矩呈現雙曲率分布，減少柱底彎矩值。本研究秉持上述理念，並且因台灣部份對於非彈性動力分析之地震歷時調整與選取部份規定仍不明確，因此本研究探討動力分析方法並提出一根據動力分析之結果進行圍束箍筋設計之程序，其由動力分析得知柱構件彎矩需求，並以國內外鋼筋混凝土矩形柱資料庫迴歸分析得知柱側向變形容量與箍筋配置之關係曲線，將兩者結合以進行箍筋設計。以本研究提出之地震歷時縮放法選取地震歷時資料並進行篩選的結果能夠取得較具代表性之地震反應並依據動力歷時分析之結果與回歸資料庫設計之鋼筋量能夠相較原規範配置減少，達到減少鋼筋使用量之優點。另外再改變斷面配置以及增加半剛接裝置之分析上能夠順利進行分析而使底部樓層柱彎矩需求減少。未來期待將此技術運用於實際工程並進行試驗驗證。

The deformability of the column members in the building structure has a great influence on the configuration of the transverse reinforcement. Generally, the design of the column members is to make the column can reach 3% lateral deformation angle for the transverse reinforcement design, but due to the development of inelastic dynamic analysis technology, The actual seismic deformation of the structure is obtained through dynamic analysis. If the deformation obtained under this analysis is less than 3%, there is no need to design each column member of the structure with a 3% deformation target. In addition, due to the development of high-strength reinforced concrete materials in recent years, it is planned to be used in the construction of high-rise buildings. Because the columns located at the bottom of the high-rise structure are simultaneously subjected to high axial force and seismic bending moment, after the clear cover peel off, due to the high Axial force causes the main reinforcement to buckle, causing the column to lose its axial load carrying capacity and cause damage. Therefore, in order to solve the above problems, this research plans to develop a system configuration applied to the bottom column of high-rise structure, which will move the original outer main reinforcement part. To the inner side, the main reinforcement can be restrained to continuously resist the axial force without buckling, and a half-rigid connection device is added at the bottom of the first floor beam to make the bending moment of the bottom floor present a double curvature distribution, reducing the value of the column bottom bending moment. This research adheres to the above-mentioned concept, and because some regulations on the modification and selection of earthquake records for inelastic dynamic analysis in Taiwan are still unclear, this research explores dynamic analysis methods and proposes a design procedure for transverse reinforcement based on the results of dynamic analysis. The program, which obtains the bending moment requirements of column members from dynamic analysis, and obtains the relationship between column lateral deformation capacity and transverse reinforcement by regression analysis of the domestic and foreign reinforced concrete rectangular column test database, and combines the two to perform transverse reinforcement design. Using the earthquake spectra scaling method proposed in this research to select earthquake records and screening the results can obtain a more representative seismic response. Based on the results of dynamic duration analysis and the regression database design, the amount of reinforcement can be reduced compared to the original standard. To achieve the advantage of reducing the amount of steel used. In addition, the analysis of changing the section configuration and adding the semi-rigid connection device can smoothly analyze and reduce the bending moment demand of the bottom floor column. In the future, we look forward to applying this technology to actual projects and conducting tests and verifications.

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