鋼筋混凝土結構耐火性能設計為國內外之研究及推動重點，已有之參考文獻大都為小尺寸之單一構件測試資料，大型梁柱複合構件之試驗還很少見 ，尤其是目前逐漸被重視的自充填混凝土結構在高溫下的行為有待進一步探討。本研究旨在印証一幢七層樓鋼筋混凝土住宅之耐火特性，此項耐火特性包括高溫中，冷卻過程及高溫後之變形特性、損害狀態與殘餘強度。
在理論研究方面，利用ＡＮＳＹＳ軟體分析試體斷面內部之溫度分佈，並與試驗結果比較。在試驗研究方面，本文測試一支常溫下之全尺寸梁柱複合構件試體SCC1與一支相同大小受高溫之SCC2試體，來比較試體在高溫中與高溫後之變形與殘餘強度，高溫加載測試時間為3小時，升溫曲線採用 ISO834。
受過高溫之試體SCC2與常溫試體SCC1的明顯差異為勁度及破壞載重，前者的梁之總載重加至使用載重之2.5倍後仍然呈線性行為，前者在破壞時的梁總載重約為常溫試體的0.84倍。試體SCC2受高溫3個小時後，梁加載點的撓度增量為52.22㎜～66㎜是常溫的約12倍，即使冷卻15小時後加載點的殘餘撓度也有41~46㎜，約為常溫之8~10倍。
在高溫作用3小時混凝土保護層內緣箍筋位置之實測溫度約為500℃~600℃，梁底角隅處之撓曲鋼筋溫度約為650℃，而在混凝土試體中心位置所量測到的溫度約為110℃~120℃。用ANSYS軟體配合Ellingwood的混凝土熱性質能夠有效的預測混凝土斷面溫度。

The performance based fire resistant codes are the focused topics being studied and developed worldwide. The available test results are primarily based on the single small scale specimens. Tests on the large scale beam-column assemblage are still very limited. More study is still needed for reinforced concrete buildings subjected to the elevated temperature. This research aims at the validation for the fire resistance of a seven-story residential reinforced concrete building designed by the current building code. The features include the deformation characteristics, damage state observation, and residual strength during the tests of elevated temperature and cooling stages as well as the post fire condition.
In the analytical work, the ANSYS program was used to predict the temperature distribution at the inside of the cross section and compare with the test results. In the experimental work, a full scale beam-column sub-assemblage SCC1 was tested in room temperature, and a separate identical specimen SCC2 was tested in elevated temperature for the comparison of the deformations and residual strength. The elevated temperature test followed the ISO 834 time-temperature curve and took three hours.
The primary differences in the behavior of SCC2 and SCC1 specimens are the flexural stiffness and failure load. Linear load-deflection behavior was observed in specimen SCC2 up to the load level of 2.5 times of the service load. The total loads on specimen SCC2 was about 0.84 times of those at service load condition. After three hours of elevated temperature test, the increases in the vertical deflections of load points of specimen SCC2 were about 52.2 mm to 66 mm which was about 12 times of the deflections in the room temperature. The residual deflections, after 15 hours of cooling, were about 41 to 46 mm, which was about 8 -10 times of the deflections in room temperature.
The measured temperature at the corner of stirrup after three hours elevated temperature test was about 500-600℃, at the corner flexural reinforcement was about 650℃, and at the center of the cross section was about 110-120℃. Using the ANSYS program incorporated with the thermal properties of Ellingwood can reasonably predict the temperature distribution of the cross section.

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