鋼筋混凝土剪力牆為結構抗倒塌破壞之關鍵構材，故有了解其行為的必要性。由於目前國內外既有之剪力牆倒塌實驗數據並不多，且其測試布置多以單曲率變形為主，為探討影響剪力牆崩塌位移行為之可能因素，本研究共設計八座低矮型未開孔剪力牆試體，改變參數為試體的作用軸壓與水平鋼筋量，進行雙曲率布置、反覆載重試驗。
除了進行實驗外，本研究亦收集國內外之剪力牆相關實驗結果，使用美國ASCE/SEI 41-17 (ASCE 2017)規範與曹君婕(2018)之建議方法，對剪力牆倒塌點位移進行預測與比較。透過觀察實驗與分析結果，提出一套針對不同變形方式之剪力牆倒塌點位移預測的建議方法，此分析模型可適時反應單雙曲率變形對試體倒塌點位移之影響，亦綜合考量試體作用軸壓、垂直主筋量與水平鋼筋量，對倒塌點位移做良好預測。

The reinforced concrete shear wall is the key member against collapse and damage of a structure. Thus, it is necessary to understand its behavior. Because there are only few experimental data available on the collapse test of shear wall, and most testing layouts were based on single-curvature bending test. In order to investigate the influential parameters of shear wall during collapse, 8 low-rise shear walls without openings were tested in this study, along with the varied parameters of the axial load and the horizontal shear reinforcement. Tests were carried out using reversed cyclic testing with a double-curvature bending layout.
In addition to experimental study, available experimental results, relevant to shear wall, were collected. By using the ASCE/SE1 41-17 specification (ASCE 2017) and the proposed method by Tsao (2018), this study proposed a method to predict the displacement of the shear wall at collapse point. The proposed model could reasonably reflect the influence of either single or double-curvature bending effect on the collapse displacement of shear wall. Moreover, it comprehensively takes into the account of the acting axial load, the amount of vertical primary steel bars and the amount of horizontal steel bars, to make a reasonable prediction on the collapse displacement of shear wall.

口試委員審定書 i
誌謝 ii
摘要 iv
Abstract v
目錄 vi
表目錄 x
圖目錄 xii
第一章 緒論 1
1.1 研究動機與目的 1
1.2 研究內容與方法 2
第二章 文獻回顧 3
2.1 美國混凝土學會ACI 318-14規範 (ACI 2014) 3
2.2 美國土木工程師學會ASCE/SEI 41-17 (ASCE 2017) 5
2.3 Weng et al. (2017)剪力破壞之剪力牆側力位移曲線 6
2.3.1 開裂點(Cracking Point) 6
2.3.2 強度點(Strength Point) 7
2.3.3 崩塌點(Collapse Point) 10
2.3.4 Lopes (1991)和Hidalgo et al. (2002)之實驗 10
2.4 曹君婕(2018)鋼筋混凝土剪力牆倒塌位移預測 11
2.4.1 分析一 11
2.4.2 分析二 12
2.5 實驗文獻 13
2.5.1 Massone (2006) 13
2.5.2 Looi (2017) 14
2.5.3 Terzioglu (2011) 14
2.5.4 吳怡謙(2017) 15
2.5.5 曹君婕(2018) 16
第三章 試體規劃 17
3.1 測試規劃 17
3.2 試體設計 18
3.2.1 ALR10_1.0_0.00、ALR20_1.0_0.00 18
3.2.2 ALR10_1.0_0.25、ALR20_1.0_0.25 19
3.2.3 ALR10_1.0_0.56、ALR20_1.0_0.56、ALR30_1.0_0.56 19
3.2.4 ALR30_1.0_0.56S 19
3.3 試體施作 19
3.3.1 施作前之準備 19
3.3.2 基礎施作 21
3.3.3 牆、反應梁施作 22
3.4 測試布置 22
3.4.1 系統概述 23
3.4.2 載重平台 23
3.4.3 反力梁 24
3.4.4 施力系統 24
3.4.5 鋼製夾具 25
3.4.6 高週波袋 26
3.5 量測系統 27
3.5.1 內部量測系統 27
3.5.2 外部量測系統 27
3.6 測試流程 29
3.6.1 鋼製夾具安裝 29
3.6.2 測試步驟 30
第四章 試驗結果 32
4.1 材料試驗 32
4.1.1 混凝土抗壓試驗 32
4.1.2 鋼筋抗拉試驗 32
4.2 裂縫發展與破壞模式 33
4.2.1 ALR10_1.0_0.00 33
4.2.2 ALR10_1.0_0.25 34
4.2.3 ALR10_1.0_0.56 35
4.2.4 ALR20_1.0_0.00 36
4.2.5 ALR20_1.0_0.25 37
4.2.6 ALR20_1.0_0.56 37
4.2.7 ALR30_1.0_0.56 38
4.2.8 ALR30_1.0_0.56S 38
4.3 載重位移遲滯迴圈 39
4.3.1 ALR10_1.0_0.00 40
4.3.2 ALR10_1.0_0.25 40
4.3.3 ALR10_1.0_0.56 41
4.3.4 ALR20_1.0_0.00 42
4.3.5 ALR20_1.0_0.25 42
4.3.6 ALR20_1.0_0.56 43
4.3.7 ALR30_1.0_0.56 43
4.3.8 ALR30_1.0_0.56S 44
4.4 應變計量測 45
4.4.1 ALR10_1.0_0.00 45
4.4.2 ALR10_1.0_0.25 45
4.4.3 ALR10_1.0_0.56 46
4.4.4 ALR20_1.0_0.00 46
4.4.5 ALR20_1.0_0.25 47
4.4.6 ALR20_1.0_0.56 47
4.4.7 ALR30_1.0_0.56 47
4.4.8 ALR30_1.0_0.56S 48
第五章 分析與討論 49
5.1 開裂點 49
5.2 強度點 50
5.2.1 撓曲強度 50
5.2.2 剪力強度 51
5.2.3 強度點位移 51
5.3 崩塌點 52
5.3.1 崩塌點強度 52
5.3.2 崩塌點位移 52
第六章 結論與建議 56
6.1 結論與建議 56
6.1.1 試驗觀察 56
6.1.2 分析結果 57
6.2 未來研究展望 57
參考文獻 58
附錄A 量測儀器頻道對照表 254

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