台灣地區之古蹟及歷史建築，絕大部份在結構系統上都是依賴牆體來抵抗地震力。因此如何在地震前正確掌握每道牆體之完整行為，進而評估整體結構系統之耐震能力，並針對強度不足之牆體施做補強。對古蹟及歷史建築保存而言，實為相當重要之基礎工作。
為建立磚造古蹟歷史建築之耐震評估方法，本文之探討內容包含三個部份。首先本文以壓力斜撐模擬分析磚牆在水平力下之面內行為時，並將主拉應變對於主壓方向之強度衰減及軟化效應納入考量，建立牆體之水平加載-位移曲線計算方法。第二部份為考慮耐震能力不佳之牆體，針對具有造價便宜與保存既有空間景觀優點之鋼絲網補強工法，假定補強提昇分別由鋼絲及包覆鋼絲網之水泥砂漿粉刷層共同提供，建立牆體加載-位移關係相關計算過程。其中鋼絲網之貢獻係以剪力摩擦之觀念計算，並將鋼絲降伏對磚牆造成之額外正向力納入位移估算。第三部分為應用本文建立之計算曲線，建立磚造古蹟歷史建築整體耐震評估方法，並進行三棟歷史建築物實例評估。
經由本文之探討獲致主要結果有：
(1) 本文考慮軟化效應所建立之磚牆水平加載-位移計算曲線與實驗曲線大致相近，顯示採壓力斜撐來模擬分析磚牆，主拉應變對於主壓方向之強度衰減及軟化效應不容加以忽略。
(2) 本文之計算曲線在低軸壓牆體，其分析與實驗結果相近，對於台灣地區磚砌古蹟歷史建築大多為一或兩層樓之建築，其牆體承受之軸壓範圍乃屬低軸壓，應可採用本文之方式評估牆體在水平力作用下之加載-變位關係。
(3) 對於貼附鋼絲網補強工法，補強層之效果大部分來自鋼絲降伏之貢獻力。因此增加單位寬度牆體之鋼絲斷面積將可有效提高整體之補強效益。
(4) 本文貼附鋼絲網補強磚牆之評估方式大致可合理得到其水平極限抗剪力與對應之變位，而牆體之水平加載-位移曲線亦與實驗曲線變化趨勢大致相近，可運用於實務評估。
(5) 依本文方式所建立之水平加載-位移計算曲線，可有效評估各道受面內水平力牆體之安全指標及牆體之破壞位置、檢討是否合乎空間性能等級需求，並進而評估牆體相垂直之橫向壁體之面外安全性。

In Taiwan, the wall element is the most important part that provides the earthquake resistance for the historic building. Thus during conservation design, the completed behavior of the wall element under earthquake need to be available and uses it to assess the resistant capacity of the structure and retrofit the weak wall.
In this paper , the compressive truss model theory has be adopted to calculate the P-△ curve of URM wall , and the softening of principal compressive stress was counted in the calculation. Considering the wall that need to be retrofitted , the strengthen method that retrofitting with wire mesh in the inside surface of the wall has been adopted , due to its advantages of economic and not changing the architectural scenery. For establishing the calculation process of the P-△ curve , it assumed that the strengthening effect is contributed by wire mesh and the mortar that enclose wire mesh. The contribution of wire mesh is based on the concept of shear friction. The additional compressive stress of the brick wall due to the wire yield stress was also counted in the calculation of wall displacement. For explaining the seismic assessment application of the P-△ curve , three historic buildings are chosen to run the seismic assessment.
The main results obtained in this study are as following:
(1) For URM wall , the calculated curves considering the softened effect obtain good agreement with the test results. This result shows the softening of principal compressive stress due to the principal tensile strain should not be ignored when using the compressive truss model to analyze the masonry shear wall.
(2) The calculated curves used for the URM walls with lower vertical dead load show good agreement with the test results. Due to the historical masonry buildings in Taiwan mostly have one or two floors , and the vertical dead load acting on the wall is belong to lower vertical loading , it can adopt the assessing method established in this study to calculate the P-△ curves of the wall.
(3) For strengthening method that retrofitting URM wall with wire mesh，the strengthening effect is mainly contributed by the wire mesh, and increasing the cross-section of the wire in unit width of the wall will more effectively improve the performance of the wall than increasing the strength of the plastered mortar.
(4) For the brick wall strengthened with wire mesh , according to the comparison of calculation and five brick specimens , the calculated P-△ curves obtain a good agreement with the test results and the ultimate loading and displacement of the brick wall under in-plane loading can be obtained reasonably.
(5) In practical usage , the P-△ curve calculated by using the formula established in this study can effectively assess the in-plane safe index of the wall and whether the seismic performance reach the legal standard. Besides , it also can use to assess the out-of-plane safe of the wall which is perpendicular to the assess in-plane wall.

目錄
表目錄
圖目錄

第一章 緒 論
1-1 研究動機與目的.....................................1
1-2 文獻回顧..........................................3
1-3 研究方法與架構.....................................20
第二章 牆體面內行為之基本假設與理論推導
2-1 磚牆水平加載下之開裂模擬............................25
2-2 受壓斜磚柱應力與應變計算............................31
2-3 應力應變軟化係數 ..................................38
第三章 純磚牆水平加載-位移計算及實驗比較
3-1 牆體面內P-△曲線計算...............................43
3-2 實驗牆體基本資料...................................47
3-3 各試體分析結果.....................................56
3-4 實例計算比較與討論 ................................58
3-5 小結.............................................63


第四章 貼附鋼絲網磚牆水平加載實驗
4-1 貼附鋼絲網補強磚牆面內加載實驗規劃...................65
4-2 材料基本試驗......................................77
4-3 貼附鋼絲網補強磚牆面內加載實驗結果...................82
4-4 實驗結果比較與討論.................................99
4-4 小結............................................104
第五章 貼附鋼絲網磚牆水平加載-位移計算
5-1 補強牆體水平極限抗剪力計算.........................105
5-2 鋼絲網補強牆體之加載與位移關係......................112
5-3 鋼絲網補強磚牆之評估應用...........................117
5-4 計算與實驗結果比較................................120
5-5 小結............................................134
第六章 歷史建築評估應用
6-1 磚造歷史建築常見震害現象...........................135
6-2 磚牆面內水平加載-位移曲線之應用.....................142
6-3 評估步驟 ........................................147
6-4 實例應用.........................................152
6-5 小結.............................................196
第七章 結 論
7-1 結論............................................197
7-2 後續研究.........................................200
參考文獻 .............................................203

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