第五章 結論與建議
照片 4 15 F3 試體最終照片
第五章 結論與建議
法( performance based design) 發展，而唯有藉由了解鋼結構系統及其各結構構 件在火場中的結構行為、火害破壞模式、及其各影響參數，才能在不低估構件之 耐火性能，亦能提供不同功能需求層次所需的鋼結構耐火設計依據。惟建立完善 之建築結構耐火設計需投入大量的人力、物力與時間，以下就依據本研究之成果 規劃有關建築結構耐火設計之近期可行研究及中、長期研究。立即可行建議事項如下:
建議一：高溫下內灌混凝土耐火鋼箱型鋼柱軸向受力行為
附 錄 一 期 中 審 查 會 議 紀 錄
(3) 真正的火災最高溫度會達 1000℃左右，混凝土中之空氣(如果是新灌一年內
同。本案期末報告將列表彙整比較目前國內外相關研究之差異，以突顯本 研究之特色。
(7) 鋼柱試體在頂部及底部區域，以設計內部加勁，期能降低邊界效應之影響。
(8) 雖然火災最高溫度可達 1000℃以上，惟鋼板溫度高於 600℃後，其強度與 勁度降至常溫之 40%以下，已不符合安全及經濟需求。
(9) 直至目前試驗結果顯示，並未有混凝土受熱膨脹造成箱型柱爆裂之現象發 生。
(10) 由於目前對於內灌混凝土箱型柱高溫下之溫度分佈及試體強度等資料相當 缺乏，因而無法於試驗前先進行數值模擬，擬規劃於實驗後取得足夠數據，
在進行分析數值模擬比較。
附 錄 二 期 末 審 查 會 議 紀 錄
下端之束制情形是否與實驗相同？
1. 同斷面箱型柱(□410×410×12×12，L=1250mm)共 12 個試體，其中 11 根柱內 填充混凝土，僅一根未灌混凝土(B-1)，辦理三類高溫下之試驗，其試驗工
楊副教授國珍回應
12. 混凝土之高溫強度依據熱耦線實際量測之溫度及 Eurocode 建議之混凝土之 高溫強度計算。
13. 試驗完成後剖開試體，觀察發現鋼與混凝土間並無分離現象，符合分析時 變形一致之假設。
14. 圖表編號有誤及符號標示不清楚處於報告定稿中修正。
參考書目
中文部分
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