RC構架內填高型磚牆常見於台灣既有典型中小學校舍，由於採光通風或留設出入口之需求，形成開口部旁通常僅約60~100cm寬之磚牆。此類磚牆多為三邊圍束或上下兩邊圍束，且高寬比多大於1，故多因撓曲造成破壞。本文透過典型校舍現地試驗觀察高型磚牆面內受力下之破壞行為，並引用現有磚牆面外受震分析概念，從受撓的觀點推導其開裂與極限強度分析模型，期望能提供含磚牆之RC建築物耐震評估之參考。
經由現地試驗的觀察發現，構架內填高型磚牆在頂部受面內水平集中載重下，因磚牆缺乏抗拉能力，會先於牆頂及牆底受撓最嚴重處的拉力側發生開裂，並形成彷彿上下鉸接之二力桿，使開裂面間牆體呈現剛體旋轉現象。然而因為上下邊界構架的束制，仍可於對應的壓力側構成壓桿，以拱機制提供側向抵抗。
本文即根據拱機制推導高型磚牆面內受力分析模型，先藉由幾何關係計算壓力區深與壓力區壓應變，利用應力-應變關係曲線找出所對應的應力，再將壓應力積分求得合力及其作用位置。並由上下壓力區合力偏心距所構成力偶與側向外力所造成彎矩之平衡關係，可計算任意側向變位角所對應之側向力大小，以繪出側向力-側向變位角之關係曲線，曲線中側向力最大值即為磚牆之撓曲極限強度。本文模型並同時考慮軸壓對磚牆撓曲強度的影響，結果發現撓曲強度與磚牆高寬比約成反比關係，與磚墩極限抗壓強度成正比。而起始軸壓力增加在一定範圍內，可使撓曲極限強度有所提升，但軸壓力超過某一程度後，反而迅速下降，在磚牆高寬比愈大時愈明顯。
本文亦引用現有構架內填磚牆剪力強度公式共同建立破壞模式判定機制，經與文獻試驗結果比較，破壞模式判定大致準確，且計算之理論值與試驗值相較略偏保守，顯示本文分析模型應屬合理可行。

Slender unreinforced masonry (URM) walls can easily be found in typical RC school buildings in Taiwan, in-filled between RC frames and doors or windows due to the need for opening. Since the walls are only 60~100cm wide with a slenderness ratio more than 1 and lack of vertical boundary members, they are usually damaged by flexural bending in earthquakes. Based on the failing behavior investigated from in-site tests and the concept from former researches, an analytical model for flexural cracking and ultimate strength of slender URM walls is established in this thesis.
From the observation in in-site tests for existing school buildings, it is found that when the slender URM wall is subjected to lateral loading comes from the top slab, horizontal flexural cracks appears along its top and bottom edges at once due to lack of tensile capacity. However, with sufficient vertical confinement by RC boundary frame, an inclined strut can form between the top and bottom compressive zones and provide lateral resistance by arching action.
In the analytical model, the lateral resistance is derived from equilibrium of the couple by eccentric resultant compression at the top and bottom compressive zones and the moment resulted from lateral load. By assuming the wall is nearly rigid between cracked sections, the strain and depth of compressive zone can be derived geometrically. A stress-strain relationship for masonry is then employed to calculate the compressive stress and resultant compression. The lateral load-drift curve can be obtained by repeating the calculation for any given drift and the maximum load in the curve means the flexural ultimate strength of the wall. The model shows that analytical flexural ultimate strength of URM walls is proportional to its uniaxial compressive strength and almost inversely proportional to the slenderness ratio. The effect by simultaneously applied axial loading is also considered in this model. It appears that the analytical flexural strength increases slightly with the increase of initial axial loading less than about 60% of the ultimate axial strength but decreased rapidly after axial loading exceeds the range.
Determination of analytical failure mode by introducing an existing model for shear strength is presented in the thesis as well. Comparison with experimental results shows that the analytical flexural strength and load-drift curves are conservative and reasonable.

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