臺灣博碩士論文加值系統

本研究主要探討鋼筋混凝土深梁在垂直載重作用下試體破壞之行為，以15個試體探討深梁剪力跨度與有效深度比 、水平剪力筋量 及垂直剪力筋量 對深梁極限剪力強度之影響。根據試驗之結果，本研究分別檢核李宏仁及黃世建【1】所建議之軟化壓拉桿模型簡算法(Softened Strut-and-Tie Model)、ACI318-02規範【2】附錄A之壓拉桿模型 (Strut-and-Tie Model)及Mattock【3】建議公式在鋼筋混凝土深梁設計時之適用性。整體而言，李宏仁及黃世建【1】所建議之軟化壓拉桿模型簡算法可以較為精確地預測鋼筋混凝土深梁之極限剪力強度。ACI318-02規範【2】附錄A之壓拉桿模型對於深梁剪力強度之預測基本上相當保守，尤其在a/d<1時，深梁剪力強度幾乎均由規範上限值所控制，而使得剪力強度之預測有過於保守之現象。而Mattock【3】建議公式之預測值過於保守，尤其在剪力筋量較少時，會有過於低估深梁剪力強度之現象。

This study presents an experimental investigation of reinforced concrete deep beams subjected to vertical loads. Fifteen specimens were tested to study the effects on ultimate shear strengths of deep beams of shear span-to-effective depth ratio (a/d), horizontal shear reinforcement (Ah) and vertical shear reinforcement ( ). Test results indicate that Mattock’s proposals【3】 are overly conservative for design of deep beams, especially for deep beams with fewer shear reinforcement. The ultimate shear strengths of deep beams calculated using the provisions contained in Appendix A of ACI318-02【2】are still quite conservative. Test results also indicate that the design recommendations proposed by Hwang and Lee【1】can more accurately predict the shear strengths of reinforced high-strength concrete and normal-strength concrete deep beams.

中文摘要..................................................................................................Ⅰ
英文摘要................................................................................................ Ⅱ
誌謝..................................................................................................Ⅲ
目錄........................................................................................................Ⅳ
表目錄......................................................................................................Ⅶ
圖目錄.................................................................................................Ⅹ
第一章 緒 論.................................................................1
1.1 研究背景.............................................................1
1.2 研究目的.............................................................1
1.3 文獻回顧.............................................................2
第二章 試 驗...............................................................14
2.1 試驗計畫...........................................................14
2.2 試體使用材料..................................……………..14
2.2.1 鋼筋………...............................................14
2.2.2 混凝土……...............................................15
2.3 試體製作...........................................................15
2.3.1 鋼筋籠製作...............................................15
2.3.2 模版製作................................................16
2.3.3 放樣..........................................................16
2.3.4 澆置...............................................17
2.3.5 養護...................................................17
2.4 試驗設備...........................................................18
2.5 試驗步驟...........................................................18
2.5.1 準備工作.....................................................19
2.5.2 試體架設.....................................................19
2.5.3 試驗過程.....................................................20
第三章 試驗結果..........................................................21
3.1 前言..................................................................21
3.2 鋼筋混凝土深梁極限剪力強度之影響因素……21
3.3 載重與應變之關係............................................22
3.4 試體裂縫分佈情形............................................23
第四章 分析與討論......................................................25
4.1 前言..........................................................25
4.2 軟化壓拉桿模型簡算法.....…..............................25
4.3 ACI318-02附錄A設計方法..…......................31
4.4 Mattock設計方法……………………………………..36
第五章 結 論...............................................................39
符 號 說 明............................................................................................41
參 考 文 獻............................................................................................44
附 錄.....................................................................................................142

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