本研究透過柱反覆載重試驗，探討鋼筋腐蝕對柱耐震行為之影響。鋼筋腐蝕方法採用外加電流電化學腐蝕方式，共試驗8組柱試體，其中包含四組不同重量損失率的試體，分別為0%、10%、20%、30%，以及每組皆測試兩種不同的軸力大小，分別為10%、20%。
本研究目前只試驗二組試體，分別為0% 及10% 並皆施加10% 軸力。試驗結果顯示，有腐蝕之試體裂縫比較集中於腐蝕區域且裂縫寬度較大，未腐蝕之試體裂縫則較為分散及均勻，另外未腐蝕試體之極限位移比約10%，而有腐蝕之試體則是9%，有腐蝕之試體剪應變較大，因此造成剪力位移百分比較高，約大於未腐蝕之試體10%左右，另外在施加10% 軸力的情形中主筋挫屈的行為並不明顯，因此可能需要作20%軸力方能看出差異。

This research the columns was tested using cyclic loading to examine the seismic performance of corroded columns. Accelerated corrosion using electrochemical method was used to impose corrosion to reinforcement. A total of eight column specimens are tested. The specimens containing four different weight loss rate was 0%, 10%, 20%, 30%, and were each tested in two different sizes of the axial force, namely 10 %, 20%.
This research only tested two specimens, namely weight loss rate was 0%, 10% and add 10% axial force. Experimental results show that the specimen with 10% corrosion the crack width is bigger than another. The ultimate displacement ratio of the uncorrosion specimen is 10% and another one is 9%. Corrosion specimen has lager Shear strain so that the shear displacement ratio is higher than another up to 10%. In addition, the specimen apply 10% of axial force the buckle is not clear .It may be necessary for 20% of axial force can see the difference.

[1] 黃然, 楊仲家, 張正忠 (1995). “腐蝕混凝土梁構件力學行為之研究,” 碩士論文, 國立台灣海洋大學河海工程所, 台灣基隆.
[2] 中國土木水利工程學會, （2007）. 「混凝土工程設計規範與解說(土木401-96)」,科技圖書公司.
[3] 徐勤威 (2007). “利用電化學沉積法探討鋼筋混凝土修補成效之研究,” 碩士論文,國立台灣海洋大學河海工程所, 台灣基隆.
[4] 何明錦, 邱建國, 歐昱辰, 蔡立倫, 何家維 (2009). “鋼筋腐蝕對於鋼筋混凝土建築構件耐震性能與生命週期之影響,” 內政部建築研究所協同研究報告.
[5] 何明錦, 歐昱辰, 邱建國, 陳君弢, 蔡煒銘, 范鴻達 (2011). “鋼筋腐蝕對於鋼筋混凝土建築構件耐震性能與生命週期之影響-含腐蝕橫向鋼筋的梁構件,” 內政部建築研究所協同研究報告.
[6] 陳厚亨 (2011) “腐蝕橫向鋼筋之鋼筋混凝土梁耐震行為” 碩士論文,國立台灣科技大學營建工程系.
[7] 卓奕杉 (2012) “RC梁鋼筋腐蝕之剪力行為評估與縱向鋼筋腐蝕之耐震行為” 碩士論文,國立台灣科技大學營建工程系.
[8] 葉勁宏 (2013) “梁主筋腐蝕位置對桿件韌性行為之影響” 碩士論文,國立台灣科技大學營建工程系.
[9] Mehta, P.K., and Monteiro, P.J.M. (1993). “Concrete-Structure, Properties, and Materials,” 2nd. ed., Prentice-Hall, New Jersey.
[10] Molina, F. J., Alonso, C., and Andrade, C. (1993). ‘‘Cover cracking as a function of rebar corrosion. IINumerical model.’’ Materials and Structures, 26, 532–548.
[11] Belarbi, A., and Hsu, T.T.C. (1995). “Constitutive laws of softened concrete in biaxial tension compression.” ACI Structural Journal, 92(5), pp. 562-573
[12] FEMA 356 (2000). “Prestandard and commentary for the seismic rehabilitation of buildings.”
[13] Coronelli, D. and Gambarova, P. (2004). “Structural assessment of corroded reinforced concrete beamsmodeling guidelines.” Journal of Structural Engineering, ASCE, 130(8), 1214-1224.
[14] Lee, H-S., and Cho, Y-S. (2009). ”Evaluation of mechanical properties of steel reinforcement embedded in concrete speciment as a function of the degree of reinforced corrosion.” International Journal Fract., 157, 81-88.