第六章 結論與建議
第二節 建議
1. 建議一
高載重比例情況下進一步探討最小鋼筋軸距及箍筋間距對 CFTC 耐火時效的影響：立
即可行建議
主辦機關：內政部建築研究所 協辦機關：行政院國家科學委員會
一般包覆型 SRC 構材中，因鋼骨存在，鋼筋之施工較為複雜，尤其是在 SRC 梁 柱接頭處之圍束箍筋施作。相較於包覆型 SRC 柱，填充型 SRC 柱具備施工較易及成 本較低之優點，還具有環保上的優勢，它是非常適合在國內研發、推廣的構材型式。
就鋼管混凝土柱（Concrete-Filled Steel Tubular Column，CFTC）而言，主要使用無縫 鋼管或是由兩個槽鋼銲接而成之方形斷面；至於填充型箱型柱（Concrete Filled Box Column，或簡稱 CFBC），則是由四塊鋼板組合而成之箱型柱。在標準升溫條件下，
CFTC 與 CFBC 之耐火時效與其所承受的軸向荷重有密切關係。我國對於 SRC 構造防 火性能之相關研究較欠缺，實為現今防火計畫的一大缺憾。由於試驗經費有限，本研 究僅有四支 CFTC 試體。因此，有必要在較高載重比例情況下進一步探討最小鋼筋軸 距及箍筋間距對 CFTC 耐火時效的影響，以實現在實際設計中考慮到經濟和安全的消 防設計及火災後的修復與評估。
2. 建議二
驗證 Eurocode 4 規範建議值之適當性：中長期建議 主辦機關：行政院國家科學委員會
協辦機關：內政部建築研究所
現行 Eurocode 4 規範將 CFTC 與 CFBC 之火害設計荷重等級（ηfi,t）分為 3 種（即
≤0.28、≤0.47 及≤0.66），並將其耐火時效區分為 5 個等級（R30、R60、R90、R120 及 R180）。在固定ηfi,t條件下，針對不同耐火時效需求之 CFTC 與 CFBC，Eurocode 4 已 訂定其最小斷面尺寸（或最小直徑）、最小鋼筋比（AS/(AS+AC)，AS=鋼筋面積；AC= 混凝土面積）及最小鋼筋軸距（us，鋼筋中心至鋼板內側之距離），以供業界參酌使用。
根據試驗結果，可提供下列有關 CFTC 耐火時效之建議。CFTC 擁有優良的結構特性，
它提供一個實用的解決方案，在無任何外部防火被覆情況下，亦可確保空心結構鋼柱
擁有適當的防火性能。因此，政府與學界應制定混凝土填充鋼柱防火設計之指導方針，
以進一步促成其在國內營建業的應用。建議後續研究規劃系列填充型 SRC 柱火害試驗，
以驗證 Eurocode 4 規範建議值之適當性，俾供國內編撰 CFTC 耐火時效規範之參考依 據。
附錄一 審查意見與答覆
壹、期初審查意見與答覆
會議日期：102年2月21日下午2時00分 地點：內政部建築研究所簡報室
洪建興甄審成員
最新年版，如 ISO 834-1、BS 476-20、ASTM E119（UL 263）。
參酌委員意見，妥適引用試驗方法標 準，並引用最新年版。
13
貳、第一次學者專家座談會審查意見與答覆 會議日期：102年3月29日上午10時30分
地點：台中市國光路250號國立中興大學土木館2樓會議室
第一次學者專家座談會審查委員發言單及廠商回應一覽表
項次 學者專家意見 廠商回應
顏聰教授
1
Us(鋼筋軸距)宜註明為鋼筋保護層。 遵循委員之建議。2
宜分析 EC4 SRC 柱設計建議是否已納 入耐震考量。遵循委員之建議，查核 EC4 是否已納入 耐震考量。
3
試驗規劃方面，建議對鋼骨貢獻比 δ 份量取小，如取﹤0.5。遵循委員之建議，將鋼骨貢獻比 δ 份量 取小。
4
火害試驗時，建議先執行火害設計等 級為 0.47 者，再調整其等級。遵循委員之建議，先執行火害設計等級 為 0.47 者。
黃玉麟技師
5
是否在未來設計裏面，設計一根常溫的試體。 因經費有限，無法設計一根常溫的試體。
6
請妥適考量 δ 值，再決定試體規畫的 細節，進而決定ηfi,t值，而且，何者先 作。
遵循委員之建議方式，先執行火害設計 等級為 0.47 者。
林宜清教授
7
建議後續研究能考量國內耐震設計之 SRC 斷面尺寸。遵循委員之建議方式，於後續研究考量 國內耐震設計之 SRC 斷面尺寸。
8
試體規劃宜適選效有重大關係。 δ 值，該值與耐火時 遵循委員之建議，妥善規劃鋼骨貢獻比 δ。9
試驗時試體內之溫度計安排位置需能 量得溫度變化之走勢，以作為數值分 析參考用。
遵循委員之建議，妥善規劃試體測溫線 位置。
呂東苗教授
10
尺寸校應宜參考，日本、AISC、紐西 蘭等有地震之國家規範。(40cm 尺寸不 符合台灣尺寸)
參酌委員意見，妥善規劃試體尺寸。
11
下次座談，宜針對實驗部分及電腦分 析模型之設計討論。參酌委員意見，下次將針對實驗部分及 電腦分析模型之設計進行討論。
參、期中審查意見與答覆
會議日期：102年7月10日下午2時30分 地點：內政部建築研究所簡報室 Eurocode 4)
• P.79 壹.試驗開始前下一行中
巫垂晃審查委員 及包括 0.28、0.47、0.66 三種載重 比 P.63 表 3-4 中只列出 0.28 及 0.47
林克強審查委員 fy=245MPpa，但在第五章第四節為 BOX column,材質為 SN490B,此因 素為何? Abagus。
24 使用高強度混凝土爆裂產生的影
離，以及溫度分佈對混凝土之損害 會議日期：102年10月8日上午10時30分 地點：正修科技大學土木館四樓會議室
沈永年諮詢委員
6
研 究 計 畫 完 成 實 驗 研 究 (A1 、 A2&B1、B2 管柱試體)與分析研究 (ANSYS 數值模擬)，成果對結構防 12514 之規定，而我國 CNS 12514 規範主要參考 ISO834 規範修訂，
與現階段業界設計條件不同，建議
會議日期：102年11月5日下午2時30分 地點：內政部建築研究所簡報室 好，惟 thermocouple 之導線宜在中 間位置才不會在高溫下失效。?
試 驗 前 各 熱 電 偶 線 均 使 用 石 棉 包 覆，受高溫影響不大。
2 P19 有提及兩種防火失效時之壓縮 P19 提及兩項試體試體承重能力失
量標準，文中宜採用說明之。 敗之性能基準，試驗即依此標準停止 試驗，已於試驗成果部分說明為何種 條件先到達。
3 P17 nominal fire curve：標準火害曲 線(用名義二字不宜)
A1 試體(400×400mm，載重比 0.28) 之防火時效為 168 min.，與另案(陳 誠直教授研究實驗 600×600mm，
載 重 比 0.3) 之 防 火 時 效 結 果 9.81mm/min 決定防火時效，有限元 素分分析可得到相同結果。
到相同結果時？
22
熱傳分析再加作 3D 之分析，和 2D 比較。
已加作 3D 之熱傳分析。
23 文獻列出和文中引用不對應。 已修改引用不對應之處。
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