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研究生： 顏誠皜
Yen, Cheng-Hao
論文名稱： 超高性能纖維混凝土柱軸壓圍束行為研究
Axial Behavior of Confined UHPFRC Columns
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： 2018
畢業學年度： 106
語文別： 中文
論文頁數： 283
中文關鍵詞： 純軸壓 、超高性能纖維混凝土 、柱構件 、圍束行為
外文關鍵詞： Concentrical loading, UHPFRC, Steel Fiber, Confined column
相關次數： 點閱：170  下載：19 
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    • 隨著台灣社會的發展，高樓層的建築物已然成為趨勢，但隨著樓層數的增加，柱斷面尺寸亦隨之增大，進而減少建築使用的空間。本研究利用超高性能纖維混凝土(Ultra High Performance Fiber Reinforced Concrete，簡稱UHPFRC)於柱構件中，藉由提高混凝土強度，不但可以有效縮減構件尺寸，且鋼纖維具有橋聯效應，吸收變形的能力，解決脆性的特性，抑制保護層提早剝落的問題，進而增加構件的韌性，強化整體結構物的能力。
    本研究利用新型混凝土，製作2支超高性能混凝土(UHPC)與10支超高性能纖維混凝土(UHPFRC)短柱，施加純軸壓且無側移，針對三種不同橫向鋼筋比(1.56%、1.04%及0.52%)、二種不同繫筋形式(雙向〖135〗^°耐震或雙向〖90〗^°)、二種不同鋼纖維體積比(0.75%及1.5%)與粗骨材之有無，探討鋼纖維於柱構件中的圍束行為，建立圍束效應與鋼纖維試體抗拉強度之關係，評估添加鋼纖維是否可以降低橫向鋼筋比、放大箍筋間距及取代繫筋，亦藉由抑制保護層的特點，觀察主筋是否有提早挫曲的現象，比較雙向135度耐震繫筋是否可以放寬，將彎鉤角度改為雙向90度，以增加現場施工性。
    由試驗結果評估分析，添加0.75%及1.5%體積比鋼纖維，可允許橫向鋼筋間距在d/4下，取代雙向135度耐震繫筋；設計雙向135度耐震繫筋或雙向90度繫筋，可允許橫向鋼筋間距放大至d/2；雙向90度繫筋可取代雙向135度耐震繫筋。藉由分析量化，成功建立鋼纖維試體抗拉強度與圍束鋼筋之關係。

    With the social change in Taiwan, high-rise building has become an important trend. As the floor number increase, the bigger column dimension is necessary. Unfortunately, the reduction of living space was consequent on the large column section. Using Ultra-High Performance Fiber Reinforced Concrete (UHPFRC) to replace conventional concrete materials could effectively reduce the cross-section of the column. Steel fibers in matrix not only could absorb deformation energy but also avoid premature concrete spalling. Two Ultra-High Performance Concrete (UHPC) columns and ten Ultra-High Performance Fiber Reinforced Concrete (UHPFRC) columns were fabricated and tested under concentrical loading. The experimental variables include three different lateral reinforcement ratio, two different type of crosstie and two different steel fiber volume ratio. By quantification, assess the feasibility of increase spacing of hoop, the reduction of transverse reinforcement ratio, also the substitution of crosstie. Based on the column failure mode, the columns were observed whether the occurrence of premature buckling of longitudinal bars and the possibility of both ends 90-degree crosstie as a substitute for both ends 135-degree crosstie. Due to the test result, ultra-high performance concrete(UHPC) columns showed extremely brittle behavior. Inclusion of 0.75% or 1.5% by volume of steel fiber allows the columns to replace the crosstie under the spacing of hoop is d/4, and under the biaxial 90-degree or 135-degree crosstie, the hoop of spacing could be allowed to d/2. In particular, The proposed designed formula established the relationship between the amount of confined reinforcement and uniaxial tensile strength.

    摘要 II 誌謝 IX 目錄 XI 表目錄 XVI 圖目錄 XVIII 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 韌性指標 5 2.4 鋼筋混凝土柱 7 2.4.1 柱軸向強度 7 2.4.2 圍束效應 10 2.4.3 鋼筋凝土柱實驗 21 2.5 纖維混凝土柱 26 2.5.1 纖維混凝土柱圍束效應 26 2.5.2纖維混凝土柱實驗 28 2.6 超高性能纖維混凝土細長柱 38 2.7 應力應變曲線 42 2.7.1 混凝土應力應變曲線 42 2.7.2 圍束混凝土應力應變曲線 49 2.7.3 混凝土極限壓應變 53 2.8 鋼筋混凝土柱圍束設計 58 2.9 保護層剝落 65 2.10 破壞平面預測 66 2.11 鋼纖維拉拔行為 68 2.12 縱向主筋應力應變關係 70 第三章 試驗規劃及方法 73 3.1 試驗材料 73 3.1.1 超高性能纖維混凝土 73 3.1.2 鋼筋 79 3.1.3 其他輔助材料 79 3.2 試體規劃 80 3.3 試體設計 81 3.3.1 試體尺寸 83 3.3.2 斷面配置 84 3.3.3 箍筋間距 86 3.3.4 試驗配比 87 3.3.5 加載方式 87 3.4 試驗儀器與設備 88 3.4.1 試驗儀器 88 3.4.2 應變量測系統 90 3.4.3 外部量測系統. 91 3.4.4 混凝土拌合機具 96 3.5 試體製作 96 3.5.1 應變計黏貼步驟 96 3.5.2 應變計黏貼 98 3.5.3 柱試體綁紮 100 3.5.4 灌漿前準備 101 3.5.5 超高性能纖維混凝土拌合 103 3.5.6 試體澆置 104 3.5.7 拆模與養護 105 3.6 試驗流程 106 3.6.1 試驗前置作業 106 3.6.2 試體架設 107 3.6.3 量測系統架設 110 3.7 材料試驗 113 3.7.1 圓柱抗壓試驗 113 3.7.2 混凝土拉力測試 119 3.7.3 鋼筋拉力試驗 127 第四章 試驗結果 129 4.1 柱軸壓試驗行為 129 4.1.1 試體編號：H9TA-F0N 129 4.1.2 試體編號：H9TA-F0 136 4.1.3 試體編號：H9TB-F75 143 4.1.4 試體編號：H9TB-F150 150 4.1.5 試體編號：H9TN-F75 157 4.1.6 試體編號：H9TN-F150 164 4.1.7 試體編號：H18TA-F75 170 4.1.8 試體編號：H18TA-F150 176 4.1.9 試體編號：H18TB-F75 182 4.1.10 試體編號：H18TB-F150 188 4.1.11 試體編號：H18TN-F75 194 4.1.12 試體編號：H18TN-F150 200 4.2 試驗結果整理 207 第五章 綜合討論 209 5.1 柱構件綜合討論 209 5.2 軸向強度 209 5.2.1 最大軸向強度 209 5.2.2 最大軸向強度之預測 215 5.2.3 軸向強度計算結果與比較 216 5.2.4 殘餘軸向強度 221 5.2.5 核心混凝土圍束應力 221 5.3 軸向應變 223 5.3.1 尖峰軸向應變 223 5.3.2 50%尖峰強度之軸向應變 225 5.4 橫向膨脹(Dilatation) 227 5.5 鋼筋應變 229 5.5.1 縱向主筋應變 229 5.5.2 橫向鋼筋 232 5.6 破壞 234 5.6.1 保護層剝落 234 5.6.2 主筋挫屈 236 5.7 韌性行為 237 第六章 分析與設計建議 243 6.1 分析與設計 243 6.2 橫向鋼筋圍束計算 243 6.2.1 有效圍束係數(k_e) 243 6.2.2 有效圍束力 247 6.3 鋼纖維圍束力計算 248 6.3.1 鋼纖維抗拉拔握裹力 248 6.3.2 鋼纖維圍束力 249 6.4 柱圍束計算 250 6.4.1 柱標稱軸向強度 250 6.4.2 柱核心區圍束行為 251 6.4.3 分析公式驗證 253 6.5 設計 254 6.5.1 橫向鋼筋設計 254 6.5.2 柱設計範例 258 6.5.3 柱設計軸向強度 259 第七章 結論 263 參考文獻 269 附錄A 設計算例 277 附錄B 281

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