本研究旨在探討實尺寸梁柱複合構件的外柱與接頭部份在高溫中、後之結構行為，以期對建築物受火害之安全評估有所助益。實驗研究方面，依據ISO 834之標準昇溫曲線加溫測試普通混凝土試體(NC4與NC6)，外柱四面受高溫作用，主要量測項目為昇溫及冷卻過程之變形與溫度變化，並探討高溫後之殘餘強度；理論研究方面，利用套裝軟體ANSYS分析柱與接頭斷面內部之溫度變化，再以實驗結果相印證，同時納入前期研究結果 (外柱三面受火之試體NC5) 做比較。
主要研究成果如下:
1. 高溫120分鐘時，四面受火試體接頭中心混凝土溫度比三面受火試體高約11~35℃，梁在有加載情形下，四面受火與三面受火試體之梁柱接頭轉動角皆為順鐘向轉動。接頭之水平位移往爐外移動的時間，四面受火柱約在昇溫10～15分鐘後，三面受火柱約在昇溫20分鐘後，此因梁之自身膨脹變形大於柱變形造成之接頭水平位移。
2. 殘餘強度測試過程，四面受火條件下之上柱與下柱曲率較三面受火條件下大，此因柱在前者受火情況下之材料劣化較後者嚴重。
3. 高溫前、後，柱之軸向變位皆呈線性，但高溫後柱之軸向變位大於高溫前，且四面受火試體之軸向變位也大於三面受火試體。

The behavior of full-scale reinforced concrete beam-exterior column sub-assemblage during and after elevated temperature test is studied. In the experimental study, the ordinary concrete specimens (NC4 and NC6) were tested according to ISO 834 temperature-time curve. The column was subjected to four-face heating. The primary objectives were the deformation of specimens during heating and cooling stages and the distribution of temperature, and the residual strength. In the analytical study, the ANSYS program was used to predict the temperature distribution of cross section in column and joint. The predictions were then compared with the test results. Also, the results of specimen NC5 in previous study were used for comparisons.
The primary findings according to this study are as follows:
1. Upon heating 120 minutes, the temperature of concrete at center of joint under four-face heating was 13~35℃ greater than that under three-face heating. The joint rotated clockwise during heating for specimens under three-face heating and four-face heating. The time of initiation of horizontal displacement toward outside of furnace was 10~15 minutes from heating for specimens under three-face heating, and 20 minutes for those under four-face heating, The effect of thermal expansion of beam on joint displacement was more pronounced than thermal deformation of column, which leads to the difference of horizontal displacement in joint during heating.
2. The curvatures of upper and lower columns under four-face heating were greater than those under three-face heating. Because the column in the former case is subjected to severe material deterioration than the latter.
3. Before and after heating stages the axial deformation of column was almost linear. The axial deformation of column after heating was larger than that before heating. The axial deformation of column under four-face heating specimens was greater than that under three-face heating.

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