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研究生： 黃智暐
Huang, Chih-Wei
論文名稱： 超高性能纖維混凝土梁構件之鋼筋搭接長度研究
Splice Length of Steel Reinforcing Bars in Ultra high performance fiber reinforced concrete beams
指導教授： 洪崇展
Hung, Chung-Chan
學位類別： 碩士
Master
系所名稱： 工學院 - 土木工程學系
Department of Civil Engineering
論文出版年： 2019
畢業學年度： 107
語文別： 中文
論文頁數： 210
中文關鍵詞： 鋼筋握裹行為 、鋼筋混凝土梁 、超高性能纖維混凝土 、鋼筋直線握裹公式 、鋼纖維
外文關鍵詞： bond behavior, Ultra-High Performance Fiber Reinforce Concrete (UHPFRC), bond strength, splice length
相關次數： 點閱：187  下載：10 
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    • 超高性能纖維混凝土(UHPFRC)為一種擁有優良性能之混凝土複合材料，其抗壓強度可大於150 MPa，抗拉強度可提升至10 MPa以上。高強度混凝土帶來的脆性行為也在添加了纖維後得到改善，具有應變硬化、多重開裂等重要特性，並且能有效增加混凝土開裂之後的延性行為。
    本研究為探討超高性能纖維混凝土梁構件之鋼筋搭接長度，設計並製作16支超高性能纖維混凝土(UHPFRC)與超高性能混凝土(UHPC)梁試體，研究參數包含：1)鋼纖維之添加、2)鋼筋搭接長度、3)有無粗粒料，以及4)握裹鋼筋尺寸，透過四點載重實驗觀察其加載後之鋼筋握裹行為。實驗結果顯示，加入1.5%纖維體積比之鋼纖維能有效提升鋼筋平均握裹應力，且鋼纖維在本次實驗中為影響鋼筋平均握裹應力之最主要因素。添加纖維除了能使握裹劈裂破壞模式變得更具延展性，在試體開裂後也持續提供強度，使得試體在破壞之前提供了充足的預警性。
    根據試驗之分析結果，證實在使用超高性能纖維混凝土(UHPFRC)與超高性能混凝土(UHPC)的情況下，確實能有效縮短鋼筋之伸展與搭接長度需求。此外，當混凝土強度不受70 MPa之上限約束時，採用ACI 318-19規範之鋼筋直線受拉伸展長度計算式進行設計亦可滿足鋼筋之伸展與搭接長度需求，且根據本研究採用之混凝土抗壓強度，其混凝土計算強度能適當放寬至100 MPa以上。

    Due to the lack of test data on the bond strength of deformed reinforcing bars embedded in Ultra-high performance fiber reinforced concrete (UHPFRC), ACI-318-19 building code requirements imposed an upper limit of 70 MPa on compressive strength of concrete that may be used in calculating tension development length and tension splice length.
    To evaluate the applicability of ACI-318-19 design provisions for calculating splice length of UHPFRC, sixteen simply supported beam specimens were fabricated and tested in this experimental program. Each beam was designed with two deformed bars spliced in a constant moment region on the tension side at mid-span. The test parameters include: 1) inclusion of the steel fiber, 2) splice length, 3) with and without coarse aggregate, and 4) bar size.
    Experimental results indicated that inclusion of a 1.5% volume ratio of fibers increased the bond strength between UHPFRC and reinforcing bars. Additionally, the splitting bond failure of beams with fibers were more ductile and allowed propagation of the flexural cracks extended upward to the top surface. The tesr results also show that UHPFRC beams could significantly reduced the required splice length based on ACI-318-19 design provisions, and the upper limitations of concrete strengths can be adjusted to over 100 MPa.

    目錄 摘要 I 誌謝 VII 目錄 VIII 表目錄 XVI 圖目錄 XIX 第一章 緒論 1 1.1 研究動機 1 1.2 研究目的 1 1.3 研究方法 2 第二章 文獻回顧 3 2.1 高性能纖維混凝土 3 2.2 超高性能纖維混凝土 4 2.3 鋼筋與混凝土間之握裹機制 5 2.3.1 握裹力作用行為 7 2.3.2 握裹破壞模式 11 2.3.2.1 拉拔式破壞(Pullout failure) 11 2.3.2.2 劈裂破壞(Splitting failure) 12 2.3.3 超高性能纖維混凝土之握裹特性 12 2.4 影響握裹力之因子 15 2.4.1 鋼筋配置 15 2.4.1.1 混凝土之保護層厚度與縱向鋼筋間距 15 2.4.1.2 鋼筋之伸展與搭接長度 16 2.4.1.3 橫向鋼筋之配置 17 2.4.2 混凝土性質 18 2.4.2.1 混凝土之抗壓與抗拉強度 18 2.4.2.2 鋼纖維之使用 21 2.4.2.3 混凝土之粒料強度與數量 22 2.4.3 鋼筋性質 23 2.4.3.1 握裹鋼筋尺寸 23 2.4.3.2 鋼筋表面之幾何性質 24 2.4.3.3 鋼筋應力與降伏強度 26 2.5 鋼筋直線握裹模型之介紹 27 2.5.1 ACI 318-63, 71, 89 (1963, 1971, 1989) [37, 38, 39] 28 2.5.2 OJB Model (1977) [17] 28 2.5.3 CEB-FIP (2010) [46] 29 2.5.4 Darwin et.al (1992) [21] 31 2.5.5 Darwin et.al (1996) [36] 32 2.5.6 Zuo and Darwin (1998, 2000) [24, 25] 33 2.5.7 Esfahani and Rangan (1998) [22, 23] 34 2.5.8 ACI 408R -03 (2003) [8] 35 2.5.9 AIJ-2010規範 (2010) [41] 36 2.5.10 ACI 318-19 (2019) [61] 37 2.5.11 材料強度於各鋼筋握裹模型之計算上限 40 第三章 試驗規劃與方法 43 3.1 試體材料 43 3.1.1 超高性能纖維混凝土 43 3.1.2 鋼筋 51 3.1.3 其他輔助工具 53 3.2 試體規劃 54 3.3 實驗與試體設計 55 3.3.1 試體尺寸 57 3.3.2 斷面設置 57 3.3.2.1 需求強度計算 57 3.3.2.2 斷面鋼筋設置 61 3.3.3 試驗配比 64 3.4 試驗程序 64 3.4.1 力量加載設備 65 3.4.1.1 500噸萬能試驗機 65 3.4.1.2 100噸動態萬能試驗機 65 3.4.1.3 100噸萬能試驗機 66 3.4.2 量測系統 67 3.4.2.1 位移計(Displacement Transducer): 67 3.4.2.2 資料擷取系統(Data Logger)： 68 3.4.2.3 電阻式應變計 69 3.4.2.4 表面變形測量(NDI Optotrak ® Certus HD) 70 3.4.3 混凝土拌合 72 3.5 試體製作 72 3.5.1 應變計黏貼作業 72 3.5.2 應變計位置 75 3.5.3 梁試體綁紮 76 3.5.4 梁試體灌漿 78 3.5.4.1 事前準備工作 78 3.5.4.2 混凝土拌合 79 3.5.4.3 混凝土澆置 80 3.5.5 拆模與養護 81 3.6 試驗流程 82 3.6.1 試體架設 82 3.6.2 量測系統架設 83 3.6.3 進行加載與影像記錄 84 3.7 材料試驗 85 3.7.1 圓柱抗壓試驗 85 3.7.2 狗骨頭抗拉試驗 85 3.7.3 鋼筋拉力試驗 86 第四章 試驗結果 87 4.1 材料試驗 87 4.1.1 混凝土抗壓強度 87 4.1.2 混凝土抗拉強度 94 4.1.3 鋼筋拉力強度 100 4.2 實驗數據之整理 102 4.2.1 載重與梁中點撓度 102 4.2.2 鋼筋應變 102 4.2.3 鋼筋之平均握裹應力 102 4.2.4 鋼筋應力之計算 103 4.2.4.1 斷面彎矩-曲率分析(Moment-curvature method) 103 4.2.4.2 ACI 318-19公式預測之鋼筋應力 107 4.2.4.3 應變計量測值 107 4.3 梁試驗結果 109 4.3.1 # 6 (D19)握裹鋼筋試體(含粗粒料) 109 4.3.1.1 B6-F0-300-Y 109 4.3.1.2 B6-F0-200-Y 113 4.3.1.3 B6-F0-100-Y 116 4.3.1.4 B6-F150-300-Y 119 4.3.1.5 B6-F150-200-Y 122 4.3.1.6 B6-F150-100-Y 126 4.3.2 # 11(D36)握裹鋼筋試體(含粗粒料) 129 4.3.2.1 B11-F0-650-Y 129 4.3.2.2 B11-F0-530-Y 132 4.3.2.3 B11-F0-430-Y 136 4.3.2.4 B11-F150-650-Y 139 4.3.2.5 B11-F150-530-Y 142 4.3.2.6 B11-F150-430-Y 146 4.3.3 # 11(D36)握裹鋼筋試體(不含粗粒料) 149 4.3.3.1 B11-F0-530-N 149 4.3.3.2 B11-F0-430-N 153 4.3.3.3 B11-F150-530-N 156 4.3.3.4 B11-F150-430-N 159 4.3.4 梁試驗結果總表 163 第五章 試驗結果討論 164 5.1 破壞模式 164 5.2 梁之撓曲行為 169 5.2.1 梁之載重-位移關係曲線 169 5.2.2 梁之最大撓曲強度 172 5.3 鋼筋之最大平均握裹應力 176 5.3.1 鋼纖維對於握裹應力之貢獻 179 5.3.2 粗粒料對於握裹應力之貢獻 182 5.3.3 鋼筋搭接長度對於握裹應力之貢獻 183 5.4 實驗結果與其他鋼筋直線握裹模型公式之比較 185 5.5鋼筋直線握裹模型之探討 189 5.6鋼筋直線受拉搭接長度 192 第六章 結論與建議 196 6.1 結論 196 6.2 建議 199 參考文獻 200 附錄A. 實驗結果與其他研究之握裹應力比較 208

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