本研究探討受火害鋼筋混凝土柱及梁之溫度分布，以推測梁柱之慣性矩折減，再了解不同火場條件及工址下結構物之耐震性能。首先利用有限元素分析軟體Abaqus進行火害後鋼筋混凝土柱及梁的熱傳分析，模擬鋼筋混凝土方形柱斷面30 cm，柱長150 cm之溫度分布，依照CNS12514-1標準升溫曲線進行火害延時180分鐘，以升溫時間(分)為變數計算出火害溫度(攝氏溫度)，並且將模擬結果與先前實際火害試驗之鋼筋混凝土柱做比對，以探討模擬結果與實驗結果之適用性與準確性，並利用此模擬方法預測不同斷面在不同受火時間後之溫度分布。
本研究亦參考Eurocode 2中500度等溫線法之觀念發展火害慣性矩修正係數，邊長30公分方柱受火2小時及3小時之火害慣性矩修正係數分別為0.68和0.50；邊長45公分方柱受火2小時及3小時之火害慣性矩修正係數分別為0.72和0.69；30公分X50公分梁受火3小時之火害慣性矩修正係數為0.74。
最後利用ETABS及TEASPA 4.0進行非線性靜力側推分析以評估火害延時3小時後三層樓2D構架之耐震性能，其模型為兩跨三層樓之2D構架，梁及柱尺寸為上述之邊長45公分方柱及30公分X50公分矩形梁，工址分別設定於北部、中部、南部三處，並將火場條件分為六種情形，可以從側推容量曲線及耐震性能曲線疊圖看出，耐震能力最佳為模型3(3F受火害)，接續為模型2、模型2+3、模型1、模型1+2，耐震能力最差為模型ALL(全樓層受火害)，且一樓柱受火害而進行慣性矩折減導致勁度下降，會使整體結構耐震能力大幅下降且影響其安全性，需進行補強工作。

This study investigates the temperature distribution of fire-damaged reinforced concrete columns and beams to estimate the reduction in moment of inertia of the members. The aim is to understand the seismic performance of structures under different fire conditions and at different construction sites. Firstly, the finite element analysis software Abaqus is used to conduct thermal analysis of fire-damaged reinforced concrete columns and beams. The simulated results are compared with previous experimental fire tests on reinforced concrete columns to explore the applicability and accuracy of the simulation results. This study also references the concept of the 500-degree isotherm method in Eurocode 2 to develop correction factors for moment of inertia reduction due to fire damage. The correction factors for a square column 30 cmX30 cm subjected to 2-hour and 3-hour fire exposures are 0.68 and 0.50, respectively. For a square column 45 cmX45 cm, the correction factors for 2-hour and 3-hour fire exposures are 0.72 and 0.69.

Finally, ETABS and TEASPA 4.0 software are used to perform nonlinear static pushover analysis to assess the seismic performance of a three-story 2D frame after a 3-hour fire exposure. The model consists of a two-span three-story 2D frame with beam and column dimensions. Six different fire scenarios and three sites are considered. From the overlaid lateral load capacity curve and seismic performance curve, it can be observed that the optimal seismic capacity is achieved in Model 3 (3rd floor exposed to fire), the lowest seismic capacity is observed in Model ALL (all floors exposed to fire).

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