本研究探討鋼板包覆修復火害後之鋼筋混凝土柱，透過不同軸壓比進行靜態反覆載重實驗，了解於不同軸壓比下，鋼板修復試體前後耐震行為之差異。本研究採用之試體為內政部建築研究所委託國立成功大學之研究報告「火害後建築物之結構耐震性能評估(1/3)--鋼筋混凝土造與鋼構造構件火害後耐震性能研究」之火害後鋼筋混凝土柱構件之反覆載重試驗後三座試體。於前期研究中，三座試體之軸力加載分別為22.5tf (0.1fc′Ag)、45tf (0.2fc′Ag)及67.5tf (0.3fc′Ag)，軸壓加載完成後根據CNS 12514-1之標準升溫曲線加熱，接著以相同軸力實施反覆載重實驗。實驗結束後本研究接手試體修復，將此三座單柱試體校正後進行鋼板修復，並以與前期實驗之相同軸力進行靜態反覆載重實驗。實驗結果顯示，(ㄧ) 隨軸壓比上升，其側向強度及初始勁度也越大，消能能力越好。由於CF2R柱身歪斜情況較嚴重，因此其包絡線明顯有強度偏向負向的現象。(二) 透過鋼板圍束修復火害後鋼筋混凝土柱對於峰值強度、初始勁度及位移韌性等力學性能皆有大幅度之提升，試體CF1R、CF2R及CF3R之峰值強度分別提升了1.43倍、1.57倍及1.68倍，初始勁度分別提升約2.19倍、2.88倍及2.94倍。而根據修復前後試體之遲滯迴圈中可發現修復後試體改善了火害後試體之迴圈束縮現象。
本研究透過兩項分析方式模擬鋼板修復火害後鋼筋混凝土柱，第一項分析方式參考賴瑞安[1]之火害後鋼筋混凝土修復之初探，透過XTRACT斷面分析軟體進行複合斷面之彎矩曲率分析，於結構分析軟體ETABS內設定參數後進行側推分析；第二項分析方式為評估火害後混凝土抗壓強度後計算全斷面等效抗壓強度，並參考林峻立[2]之分析方式輸入於臺灣結構耐震評估側推分析法TEASPA建立非線性鉸，最後設定勁度折減於ETABS內運行側推分析。將兩項分析曲線與實驗值比較，發現皆可適切模擬實驗結果，初始勁度之最大誤差分別約為8%及6%，而最大側力之最大誤差分別約為7%及4%。

This study investigated the post-fire reinforced concrete column members retrofitted by steel jackets. The quasi-static cyclic loading test was conducted under varying axial compression ratios to understand the difference in seismic behavior before and after retrofitting the columns using steel plates. Three specimens used in this study were from the research report of the National Cheng Kung University entrusted by the Institute of Architecture of the Ministry of the Interior, "Evaluation of the Structural Seismic Performance of Buildings After Fire Damage (1/3)--Research on the Seismic Performance of Reinforced Concrete and Steel Structural Members after Fire Damage". In the preliminary study, each specimen was preloaded in compression before being exposed to the standard heating curve of CNS 12514-1, and after the fire test was completed, the static cyclic loading test was conducted according to the same axial load. After the initial experiment, three-column specimens were adjusted and then retrofitted with steel plates, and a quasi-static cyclic loading test was conducted with the same axial load as the previous experiment. The experimental results show that (1) as the axial load ratios increase, the lateral force and initial stiffness are more significant, and the energy dissipation capacity is better. Since the specimen CF2R is more seriously skewed among the three test specimens, its envelope curve has the phenomenon that its strength has deviated in the -x direction. (2) The mechanical properties such as peak strength, initial stiffness, and displacement ductility of the post-fire specimens after retrofitting by the steel plate are significantly improved.
This study also proposes two analysis techniques of post-fire reinforced concrete column members retrofitted by steel plates. The first analysis method is to analyze the bending moment and curvature of the composite section through the cross-section analysis software XTRACT. After setting initial parameters in the structural analysis software ETABS, the pushover analysis is performed; the second analysis method is to evaluate the compressive strength of post-fire concrete and then calculate the equivalent compressive strength of the gross section and input it into Taiwan Earthquake Assessment for Structures by Pushover Analysis (TEASPA) to establish nonlinear hinges, and finally modify the stiffness reduction. The pushover analysis is performed using the ETABS program. Comparison among the two analysis results with the experimental values, it can be observed that the experimental results can be simulated appropriately. The maximum errors of the initial stiffness are about 8% and 6%, respectively, and the maximum errors of the maximum lateral force are about 7% and 4%, respectively.

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