台灣中小學典型校舍常為低層加強磚造建築，此類典型校舍為採光及通風需求，常於背側及走廊側設置了許多門窗開口，造成長向壁量較少，為了增加此方向之耐震性，必須仰賴柱與開口部之間的剩餘牆體，一般稱為翼牆。這類磚翼牆只有單側鄰柱，為三邊圍束，且高寬比多大於2，仍可提供相當程度的側向強度，但過去對其強度評估與分析方式卻少有研究。本文即引用七座加強磚造翼牆面內方向側推試體之試驗結果，建立適用於加強磚造磚翼牆之初始開裂強度與初始剛度分析模型。
經試驗結果觀察發現，試體於面內側力施加過程中，柱與牆構成一拉壓桿系統，牆為對角方向之等值壓桿，柱為拉桿。因此，在試體所受總軸力固定之情形下，加強柱承受額外軸拉力，而磚牆則承受額外軸壓力。本文建立磚牆額外軸壓力之估算方式，磚牆之額外軸壓力，可藉由試體底端之拉壓力偶與水平側力所造成固端彎矩之力矩平衡概算而得，並依試驗之實際裂縫型態與柱牆受力情形對此額外軸壓力進行折減。
本文即以此額外軸壓力代入FEMA 356建議於純磚牆之拉裂強度公式，計算磚牆之開裂強度，再依經過折減之磚牆與柱剪力模數與斷面積乘積比例，計算加強柱所對應之剪力，並與ACI加強柱開裂強度之計算結果取小值，作為加強柱之強度貢獻，最後加總柱牆貢獻得加強磚造翼牆之初始開裂強度。由於磚牆之額外軸壓力與所受水平側向力有關，因此，計算磚翼牆之初始開裂強度時，需先假設水平側向力，再以疊代試誤方式計算，直到假設之水平側向力與開裂強度計算結果相符。磚翼牆之初始剛度則依照FEMA 356對填入式磚牆之建議，以對角等值壓桿之概念計算。
本文建立之初始開裂強度與初始剛度模型，經與試驗結果進行比較後，七座試體中有兩座之理論初始開裂強度略為高估，其餘試體皆為低估。理論初始剛度則有三座試體高估試驗值，其餘試體偏為保守。七座試體之分析模型側推曲線與試驗曲線比較結果大致符合，顯示本文分析模型仍屬合理。

Confined masonry is commonly used in the construction of Taiwanese school buildings. Typical schools usually have many openings along the back and corridor side for lighting and ventilation, resulting in the lack of wall along the longitudinal-direction. It is necessary to rely on the remaining walls, so-called “wing-walls”, between openings and columns for enhancing the seismic capacity in this direction. These wing-walls are only confined by three sides, having a slenderness ratio larger than 2.0. There is very little analysis on their capacity under an earthquake load. This paper uses seven wing-wall specimens under in-plane loading to establish the analytical model for their cracking strength and initial stiffness.
The experimental result show that the column and panel act as the tension and compression elements, respectively, forming a strut-and-tie system. It causes the tie-column and the panel to be subjected to additional axial tension and compression when the specimen is laterally loaded. This paper estimates the additional axial force from moment equilibrium and suggests a reduction factor according to the stress distribution between column and panel.
This paper estimates the cracking strength of wing-walls by superposing the contributions from the masonry panels and tie-columns. The additional axial force is applied to the diagonal tension strength proposed in FEMA 356 for unreinforced masonry walls to estimate the cracking strength of masonry panel. Then, the contribution of the column is obtained by a modified ratio of the product of shear modulus and sectional area between the column and the panel. However, the contribution of the column must not exceed the cracking strength proposed by ACI 318. Because the panel’s cracking strength correlates with the additional axial force, the strength is calculated with an interactive procedure. The initial stiffness of confined masonry wing-walls is estimated by using the concept of diagonal compression strut proposed in FEMA 356.
The analytical model was verified with the experimental result. The cracking strength of two specimens were slightly overestimated and the remaining specimens were underestimated. The initial stiffness of three specimens were overestimated and the remaining specimens were underestimated. However, the analytical model showed a good fit when it was compared with the experimental load-displacement curves. In conclusion, the analytical model presented in this thesis is reasonable and applicable.

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