本論文建立三維非線性有限元素數值模型，模擬火害前後普通鋼與高性能鋼之H型鋼柱半柱試體於反覆側推試驗下之結構行為，並與實際試驗結果進行比較以驗證數值模型之準確性，之後再針對全柱試體進行反覆側推試驗之數值模擬與分析。本論文的普通鋼與高性能鋼柱試體皆進行三種不同溫度處理，分別為「未受火害」、「受900℃高溫後空冷」與「受900℃高溫後水冷」，以模擬火害前後鋼材之材質變化。本論文之全柱試體模型之數值模擬結果顯示：高性能鋼柱與普通鋼柱在相同的軸力載重比的情況下，高性能鋼柱所受之實際軸力大於普通鋼柱，再加上高性能鋼在900℃高溫火害後的材料強度皆低於相同溫度處理的普通鋼，因此，在相同的溫度處理下，高性能鋼柱之耐震性能低於普通鋼柱，其中A9高性能鋼柱柱底彎矩強度折減較大。R2高性能鋼柱於3%層間位移角前之柱底彎矩強度皆大於普通鋼柱試體；於4%以後，R2高性能鋼柱之柱底彎矩強度小於普通鋼柱試體；A9高性能鋼柱之柱底彎矩強度皆小於普通鋼柱；W9高性能鋼柱雖然耐震能力較R2高性能鋼柱為佳，但其柱底彎矩強度仍小於W9普通鋼柱。

In this thesis, the three-dimensional nonlinear finite-element numerical models were developed to simulate the pre-fire and post-fire seismic-resistant behaviors of the normal steel and high-performance steel (HPS) H-shaped half-column specimens subjected to the lateral cyclic loadings, and the numerical results were compared with the actual test results to verify the developed numerical models. After that, the numerical simulations and analyses of the full-column specimens subjected to the lateral cyclic loadings were carried out. The normal steel and HPS column specimens in this thesis were treated by three different temperature treatments, named as R2, A9 and W9, to simulate the material property variations before and after fire. The numerical simulation results of the full-column specimen models in this thesis showed that the actual axial compressive force of the high-performance steel column was greater than that of the normal steel column at the same axial load ratio. In addition, the material strength of high-performance steel after being subjected to 900℃ high temperature was lower than that of normal steel with the same temperature treatment. Therefore, under the same temperature treatment, the seismic performance of the HPS column was lower than that of the normal steel column. The moment strength of the A9 HPS column was greatly reduced after being subjected to 900℃ high temperature. The moment strength of the R2 HPS column before 3% interstory drift was greater than that of the normal steel column. After 4% interstory drift, the moment strength of the R2 HPS column became less than that of the normal steel column. The moment strength of the A9 HPS column was less than that of the normal steel column. Althogh the the seismic resistance of W9 HPS column was higher than that of the R2 HPS column, the moment strength of the W9 HPS column was still lower than that of normal steel columns.

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