台灣典型加強磚造街屋常因機能需求使得底層平行街道方向牆量偏少，且牆上必有門窗開口，導致此方向為結構弱向，因此如何評估其受力行為為一重要課題。針對此類因開口造成只有三邊圍束之加強磚造磚牆，目前國內外研究皆相當缺乏，故本文旨在探討三邊圍束加強磚造磚牆受力行為，並建立適用於本土三邊圍束加強磚造磚牆之非線性側推分析模型，以供耐震評估使用。
本文根據國內既有三邊圍束加強磚造磚牆試驗結果歸納試體受力行為及破壞路徑，作為推導分析模型之根據。加強磚造受側力時，柱牆可視為複合構件，磚牆之對角等值壓桿於柱端造成集中應力，破壞時可能造成柱剪力破壞。磚牆之主要破壞特徵包括對角開裂、角隅壓碎及橫縫滑移，三邊圍束加強磚造磚牆可以剪力元素高寬比(H/L)等於1.2為界，分為高窄型(H/L≧1.2)或矮寬型(H/L<1.2)；高窄型磚牆較少發生橫縫滑移，也較不容易發生柱剪力破壞，破壞路徑自剪力元素兩對角往內斜向延伸後，於柱牆介面處垂直連接；矮寬型破壞路徑則於牆體高度中線水平連接，裂縫以上牆體常往無柱側滑移。
本文以前人分析模型為基礎發展新分析模型，分析性能曲線為開裂、極限、破壞等性能點定義之折線。磚牆開裂前將柱牆視為複合斷面，以垂直懸臂變形模式計算初始剛度，開裂強度以前人公式修正，並加入介面開裂之考量；磚牆達極限強度時，假設柱牆以混合剛構架之拉壓桿機制來抵抗側力，磚牆強度由灰縫滑移強度與對角壓力強度較小值控制；開裂與極限強度皆依柱牆側向剛度比例加計柱之側力貢獻。破壞點強度及變位反映磚牆破壞模式及柱剪力破壞之差異，並加入磚牆殘餘強度貢獻之考量，同時另以柱喪失軸向承載力變位定義性能曲線強度歸零之終止點。
本文新建分析模型與國內外文獻試驗結果比對結果顯示，分析理論曲線與試驗曲線大致吻合，且能反映磚牆殘餘強度之貢獻。理論開裂強度與變位多為保守低估，理論極限強度則有效改善前人分析模型強度普遍高估之問題，且磚牆理論破壞模式及柱剪力破壞之判定與試驗結果亦較為相符。

A nonlinear push-over analytical model for Taiwan’s partially confined masonry in RC frames is re-established in this research, which is based on the existing analytical model and the inductive conclusions of the structural behavior observed in the experiments. By comparing the results of the new analytical model and those of studies at home and abroad, it is observed that theoretical curves and performance points’ strength can effectively reflect experimental results. Furthermore, the determination of both masonry panels’ failure mode and whether shear failure occurred in columns is also accurate.

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