本實驗主要針對高強度鋼筋混凝土梁耐震行為做實驗探討。研究內容主要是實驗T形懸臂梁，並採用其他矩形梁實驗數據作比較，用以瞭解T形梁與矩形梁耐震行為差異。其中T形梁試體，上與下層主筋是根據美國ACI與紐西蘭NZS規範作截斷設計。
本研究試體梁主筋採用台灣自行生產之螺紋節SD685MPa-#8之高拉力鋼筋，箍筋則採用一般竹節SD785MPa-#4高拉力鋼筋，均按ACI318規範作耐震配筋。實驗結果主要是探討T形梁整體耐震行為觀察、T形梁與矩形梁消能比較、鋼筋截斷對耐震行為影響以及塑性鉸長度探討等。
研究結果顯示，版的消能貢獻量介於12%到25%之間，且第一迴圈，版的消能貢獻量最大，第二與第三迴圈相對較小。根據實驗結果計算塑性鉸長度，在分別針對各家學者提出之經驗公式作比較，最後發現皆與Paulay 與 Priestley[10]提出之塑性鉸長度較接近本實驗高強度螺紋節鋼筋混凝土梁之量測長度。

The purpose of this study is to observe the seismic behavior of high strength reinforced concrete beam. The study investigates the T-shaped cantilever beam and compares to the experimental data of other rectangular beams. In order to realize the difference of seismic behavior between T-beams and rectangular beams. The T-beam specimen of the upper and lower steel bars were curtailed according to the design of ACI 318-11 and NZS3101-2006.
The test specimens were designed using #8 screwed SD685 high strength bars for beam main bars and #4 deformed SD785 bars for beam web shear reinforcement. These specimens were also designed according to seismic design of ACI318-11. The experimental discuss explore the overall seismic behavior of T- beam and compare with rectangular beams energy dissipation. The study also investigate steel bar curtailment impact on the seismic behavior as well as the plastic hinge length.
The results showed that the energy dissipation contribution of slab was ranged from 12% to 25%. The largest contribution was appeared in the first cycle at each controlled drift ratio. According to the results on plastic hinge length and comparison with the empirical formula proposed by various researchers, it was found that the measured length of the high-strength reinforced concrete beam is closer to the plastic hinge length proposed by Paulay and Priestley [10].

[1]ACI Committee 318, Building Code Requirement for Structural Concrete, ACI318-11 & Commentary, American Concrete Institute, 2011.
[2]ACI Committee 374, "Acceptance Criteria for Moment Frames Based on structural Testing and Commentary (ACI 374.1-05), "American Concrete Institute, Farmington Hills, MI,2005, pp.1-9.
[3]CNS560，「鋼筋混凝土用鋼筋」，民國九十一年十二月修訂。
[4]CNS1232，「混凝土圓柱試體抗壓強度檢驗法」，民國九十一年十二月修訂。
[5]CNS2111，「金屬材料拉伸試驗法」，民國八十五年七月修訂。
[6]Elmenshawi, A. and Brown, T. and Metwally, S.E.“Plastic Hinge Length Considering Shear Reversal in Reinforced Concrete Elements,”Journal of Earthquake Engineering, 2012
[7]Lehman, D. E. and Moehle, J. P.“Seismic Performance of Well-Confined Concrete Bridge Columns,”PEER Report
No.9801,2000.
[8]Panagiotakos, T. B. and Fardis, M. N.“Deformations of Reinforced Concrete Members at Yielding and Ultimate,”ACI Structural Journal98(2), pp. 135-148.
[9]Park, R. and Paulay, T. Reinforced Concrete Structures, John Wiley & Sons, 1975.
[10]Paulay, T. and Priestley, M. J. N. Seismic Design of Reinforced Concrete and Masonry Building, John Wiley & Sons, 1992.
[11] Standards Association of New Zealand, NZS 3101: New Zealand Concrete Structures Standard, Part 1- The Design of Concrete Structures, Part 2- Commentary on The Design of Concrete Structures, New Zealand, 2006.
[12] Walker, A.“Assessment of Material Strain Limits for Defining Different Forms of Plastic Hinge Region in Concrete Structures,”Master Thesis, University of Canterbury, Christchurch, New Zealand.
[13]中國土木水利工程學會，「混凝土工程設計規範與解說」，土木406-100，2011。
[14]徐富威，「新高強度鋼筋混凝土梁柱接頭梁下層筋採用機械式續接錨定之實驗研究」，國立雲林科技大學，碩士論文，民國一百零一年。
[15] 許禎祐，「有鋼筋截斷之RC梁耐震行為探討」，國立中央大學，碩士論文，民國一百零一年。
[16] 鄭智仁，「預鑄施工梁與版間冷縫對T形斷面梁耐震行為之影響」，國立中央大學，碩士論文，民國一百零一年。
[17]鄭世駿，「有鋼筋截斷之超高拉力鋼筋混凝土梁耐震行為探討」，國立中央大學，碩士論文，民國一百零二年。
[18] 路景文、詹穎文與陳振川，「台灣地區混凝土抗壓強度與彈性模數探討特性研究」，中國土木水利工程學會學刊，第十四卷，第三期，第371-379頁，民國九十三年。