不同於傳統混凝土到達拉應力降伏後隨即破壞，高韌性纖維混凝土於拉力作用下具有應變硬化之能力，其最大容許拉應力將近為傳統混凝土的一百倍，於壓力作用時，纖維可以提供類似箍筋之圍束效果，使高韌性纖維混凝土具有比傳統混凝土更為優越之強度與韌性，這些材料行為之優勢，大幅提升了高韌性纖維混凝土結構物之抗剪能力、韌性、損害容忍力、與消能能力。本研究目的在於建立高韌性纖維混凝土之結構尺寸模型，其可用以有效分析大型高韌性纖維混凝土結構物之地震行為。所發展之數值模型採用梁柱元素模擬高韌性纖維混凝土桿件受軸力與彎矩之行為，並結合彈簧模型，描述桿件剪力行為與鋼筋滑移對桿件行為之影響。數值模型之性能使用數種不同結構桿件之實驗結果進行評估，結果證實所發展之模型能有效分析高韌性纖維混凝土重要之非線性行為。
本文使用所發展之模型建立二十層樓的耦合牆系統，分別建立兩種系統，第一種為傳統鋼筋混凝土耦合牆系統，第二種為高韌性纖維混凝土耦合牆系統，其使用高韌性纖維混凝土於結構牆之塑性鉸區，並對兩種系統分別使用20%、40%以及60%的耦合率，探討不同材料與耦合率對高樓層耦合牆系統的效能影響，其結構行為以非線性側推分析與反覆側推分析進行調查，結果顯示出，高韌性纖維混凝土耦合牆系統在不同耦合率下皆有效提升系統的基底降伏剪力，且在反覆側推分析中，所呈現的遲滯圈也較為飽滿，而系統的地震行為則以兩種不同層級地震作用下進行調查，透過樓層位移、結構牆轉角、連接梁轉角與層間相對變位角等系統行為參數，比較兩種不同材料之耦合牆系統之性能，分析結果指出，高韌性纖維混凝土耦合牆系統能達成性能化設計法的中級與強烈地震的設計目標，且減少結構牆的最大轉角，證實高韌性纖維混凝土的材料優勢確實能提高大型結構物的抗震能力。

Highly ductile fiber reinforced cement-based composites (HDFRCCs) are distinguished from regular concrete material by their strain hardening behavior accompanied by multiple narrow cracking under tension. It was reported that the maximum tensile strain of HDFRCC can be 2 orders in magnitude larger than that of regular concrete. When HDFRCCs are under compression, the introduced fibers act like stirrups, making HDFRCCs behave like confined concrete with improved strength capacity and ductility. These advantages in material scale transform into the enhanced shear resistance, ductility, damage tolerance, and energy dissipation capacity in structural scale. One objective of this dissertation is to develop a structural scale model for HDFRCCs that can be used to effectively analyze the seismic behavior of large structures made of HDFRCCs. The developed HDFRCC element consists of a beam column element, a rotational spring, and a translational spring. While the axial and flexural behavior of HDFRCC structures are simulated using beam-column elements with fiber sections, the effects of shear response and bond slip on the HDFRCC structures are addressed using spring models. The performance of the HDFRCC element is evaluated using extensive experimental data from tests on several types of HDFRCC structures. It is concluded that the developed numerical model is capable of modeling the general nonlinear behavior of HDFRCC structures under cyclic loading with reasonable accuracy. In addition, the developed material model is employed to compare the seismic performance of traditional RC coupled walls with the counterpart incorporating HDFRCC. The analysis results provide value insights into the advantage of using HDFRCC to replace regular reinforced concrete in the critical regions of coupled walls.

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