高強度鋼筋與超高性能纖維混凝土為極具韌性的創新材料，但現行規範與學界建議之強度計算公式與方法常造成設計上過於保守。本研究根據ACI-318規範設計並測試四座結構牆試體，觀察其耐震行為及試驗強度，並使用沈笠筠[2016]依照修正壓力場理論(MCFT)建議之OpenSees模型驗證四座試體。
根據實驗及分析結果，纖維混凝土比起傳統混凝土具備更強的抗剪強度，以及較平緩的抗拉軟化段，反覆載重作用下表現出較高的極限強度與極限位移，勁度衰退也較為平緩。針對纖維混凝土進行材料參數研究，延緩抗拉曲線之尖峰應變，使混凝土與鋼筋同時達到尖峰強度與降伏強度，剪力強度提升約23%，說明使鋼筋於混凝土軟化前充足發展，可提高結構牆之極限強度與極限位移。
統整觀察結果，保守的軟化段嚴重低估了纖維混凝土的抗剪強度，造成計算上的不精確。基於實驗結果與參數研究，修正拉壓桿模型與修正壓力場理論適用之混凝土軟化參數，使兩者更準確地預測剪力強度。

Due to the lack of appropriate estimating method, both high-strength steel and Ultra-High Performance Fiber Reinforced Concrete (UHPFRC) tend to be over designed. Four structural wall specimens are designed and tested, then verified with the ACI code, Softened Strut-and-Tie (SST) models and OpenSees models based on Modified Compression Field Theory (MCFT).
According to experimental and analytical results, UHPFRC showed higher shear strength with smooth softening, which led to better seismic performance. In the parameter study, ultimate tensile strength of UHPFRC was delayed to meet the yielding of reinforcing steel. By doing so, shear strength was lifted 23% higher, indicating that ultimate strength and drift of shear wall increase with sufficient development of reinforcing steel before softening of concrete.
Concluding from observation, conservative softening underestimates the shear strength of UHPFRC, resulting unfit prediction of shear strength. Based on experiment and parameter study, modified softening of UHPFRC were recommended to predict shear strength accurately.

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