本研究透過全尺梁反覆載重試驗，探討僅下排鋼筋腐蝕、上下排鋼筋皆腐蝕、及過渡區鋼筋腐蝕對梁耐震行為之影響。鋼筋腐蝕方法採用外加電流電化學腐蝕方式，共試驗七組不同通電時間的試體，其中包含五組單獨腐蝕塑鉸區下排縱向鋼筋、一組塑鉸區上下排縱向鋼筋腐蝕、及一組過渡區上下排縱向鋼筋腐蝕之梁試體。
每組腐蝕試體包含兩個受相同通電時間的試體，一為梁試體，另一為腐蝕觀察試體，其中梁試體在腐蝕試驗後進行反覆載重試驗，腐蝕觀察試體則於腐蝕試驗後敲除混凝土，以調查鋼筋腐蝕情況。本研究發現，當腐蝕鋼筋為拉力筋時，對梁的強度有顯著負面影響；極限位移則隨腐蝕程度之增加而增加，但至腐蝕後期，因鋼筋孔蝕過早斷裂之故而產生大幅下降。當腐蝕鋼筋為壓力筋時，對梁強度影響不顯著，極限位移則於腐蝕初期增加，但很快因壓力筋面積減少之故而轉成下降之趨勢。

This research examined the seismic performance of corroded beams using large-scale specimens. Three locations of corrosion were examined: corrosion only in the bottom layer of longitudinal reinforcement, corrosion in both the top and bottom layers of longitudinal reinforcement, and corrosion in the transition region that covers plastic hinge and non-plastic hinge region of a beam. Accelerated corrosion using electrochemical method was used to impose corrosion to longitudinal reinforcement. Each corroded beam was accompanied by a specimen for corrosion observation. The specimen for corrosion observation was intended to simulate the corrosion condition of the beam. After the corrosion process, the beam was tested using cyclic loading to examine the seismic performance. The specimen for corrosion observation was demolished to investigate the corrosion condition of steel reinforcement. Cyclic test results showed that when the corroded reinforcement was subjected to tension, the beam flexural strength decreased significantly. The ultimate displacement was increased in the low to moderate corrosion levels and decreased significantly at high corrosion levels due to premature fracture of corroded reinforcement due to severe pitting corrosion. On the other hand, when the corroded reinforcement was subjected to compression, the beam flexural strength was not significantly affected. As the corrosion level increased, the ultimate displacement was first increased and then decreased.

[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] Mehta, P.K., and Monteiro, P.J.M. (1993). “Concrete-Structure, Properties, and Materials,” 2nd. ed., Prentice-Hall, New Jersey.
[9] 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.
[10] 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
[11] FEMA 356 (2000). “Prestandard and commentary for the seismic rehabilitation of buildings.”
[12] Coronelli, D. and Gambarova, P. (2004). “Structural assessment of corroded reinforced concrete beamsmodeling guidelines.” Journal of Structural Engineering, ASCE, 130(8), 1214-1224.
[13] 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.