臺灣博碩士論文加值系統

本文主要是利用ABAQUS分析探討高強度鋼管混凝土(CFT)受到固定軸力下施加純彎矩行為,其中採用高強度混凝土(HSC)，並將分析結果與實驗數據比較，藉此了解鋼管混凝土在此行為下，鋼管能提供混凝土多少圍束效果，以及混凝土在受多大軸力下，混凝土軟化情形，更進一步希望能了解不同幾何斷面，對力學行為有何影響。本文中試體可分成六類，分別為圓形斷面(徑厚比40)、圓形斷面(徑厚比70)、方形未加勁斷面(寬厚比40)、方形未加勁斷面(寬厚比70)、方形加勁斷面(寬厚比40)及方形加勁斷面(寬厚比70)，在吳逸民(2001)論文中,利用普通混凝土，對圓形及方形未加勁斷面已有初步的模擬,在陳致良(2002) 論文中,又增加22個普通混凝土試體加以模擬,，故本文採用吳逸民(2001)與陳致良(2002)的模擬方式,改以高強度混凝土取代普通混凝土進行分析。
由Moment-curvature圖知，結果可分為徑厚比或寬厚比40與70來比較，寬厚比40的強度優於寬厚比70的強度；相同構造的試體，軸力比愈大，韌性則愈差；圓形斷面試體的韌性最佳，其次為方形加勁試體，再其次為方形未加勁試體。圍束力方面，寬厚比40的強度優於寬厚比70的強度；相同構造的試體，軸力比愈大，在寬厚比70時圍束力愈佳，但在寬厚比40時有不佳的趨勢，其原因為高強度混凝土的脆性影響；圓形斷面試體的圍束力最佳，其次為方形加勁試體，再其次為方形未加勁試體。分析結果可知，當試體受到彎矩作用時，試體下側受到拉力作用，明顯影響鋼管圍束效果，方形未加勁斷面因為幾何不連續影響最大，並且有局部挫屈現象，為了改善方形未加勁斷面，採用八角形加勁方法。由分析結果整理比較，可以了解混凝土軟化狀況，隨著施加固定軸力增加，混凝土軟化越為明顯。

This thesis uses ABAQUS to analysis and study concrete filled steel tubes (CFT) .And see the behavior when it is loaded by bending moment under axial force. We use the high-strength concrete (HSC) and compare between the experiment data and analysis result. By this way we can understand the CFT behavior under the condition. Steel tube can provide confinement to the concrete, and concrete has softening phenomenon. Further, we wish to understand the influence of mechanics behavior between different geometry section. In the thesis we separate specimen to six types. They are circular section (the ratio of diameter over thickness 40 and 70), square untied section (the ratio of width over thickness 40 and 70) , square untied section (the ratio of width over thickness 40 and 70) .In the thesis of Wu IM(2001) ,he had the simulation for circular section and square untied section. In the thesis of Chen CL (2002), he added twenty-two specimens to simulate. So in the thesis, we use their approach of simulation, and use HSC instead of normal-strength concrete (NSC).
In the diagram of moment —curvature, we can compare the result with the ratio of diameter (width) over thickness 40 and 70. The strength of the ratio of diameter (width) over thickness 40 is better than The strength of the ratio of diameter (width) over thickness 70. If the structure is the same ,the more axial force, the worse toughness. The toughness of circular section is best, the next is the square tied section, the next is square untied section. The confinement of the ratio of diameter (width) over thickness 40 is better than the confinement of the ratio of diameter (width) over thickness 70. If the structure is the same ,the more axial force, the better confinement in the ratio of diameter (width) over thickness 70, but the worse confinement in the ratio of diameter (width) over thickness 40. The reason is the influence of concrete’s brittleness. The confinement of circular section is best, the next is the square tied section, the next is square untied section. From the result, we can know when specimens are loading by bending moment ,the lower part is acted by tension and influence the effect of the confinement obviously. Square untied section have geometry discontinuity and have the phenomenon of local buckling. In order to improve the problem, we use the approach of octagonal tied. From the result, we can know the phenomenon of softening . With the increment of the axial force, the concrete softens obviously.

中文摘要................................................... I
英文摘要..........................................................II
誌謝..........................................................Ⅳ
目錄..........................................................Ⅴ
圖表目錄..........................................................Ⅷ
符號對照表..........................................................V
第一章緒論............................................... 1
1.1 研究動機與目的⋯⋯⋯⋯⋯⋯⋯⋯⋯⋯⋯⋯⋯⋯⋯⋯⋯⋯⋯⋯⋯⋯⋯ 2
1.2 本文內容.....................................................3
第二章高強度鋼管混凝土的材料行為.......................... 4
2.1 混凝土的材料特性.............................................4
2.1.1 混凝土單軸行為.........................................4
2.1.2 混凝土雙軸行為.........................................9
2.1.3 混凝土三軸行為.........................................10
2.2 鋼板的材料特性..............................................15
2.3 本文所分析之試體及其材料性質................................17
2.3.1 歐洲EuroCode4 規範....................................17
2.3.2 試體編號及材料性質....................................20
第三章材料組合率與降伏準則............................... 23
3.1 應力不變量..................................................23
3.1.1 應力向量..............................................23
3.1.2 主應力及其不變量......................................25
3.1.3 偏差應力張量與其不變量................................26
3.1.4 八面體應力............................................28
3.2 降伏判斷準則................................................30
3.2.1 Haigh-Westergaard Stress Space.......................30
3.2.2 降伏準則說明..........................................33
3.2.3 The Tresca 降伏準則..................................34
3.2.4 The Von Mises 降伏準則...............................35
3.2.5 The Mohr-Coulomb 降伏準則............................36
3.2.6 The Drucker-Prager 降伏準則..........................40
3.3 模擬混凝土之降伏準則........................................40
3.3.1 降伏方程式............................................41
3.3.2 材料參數之決定........................................44
第四章試體的模擬與分析方法............................... 47
4.1 元素介紹及接觸面模擬........................................47
4.1.1 C3D27R 元素...........................................47
4.1.2 B32 元素..............................................48
4.1.3 T3D2 元素.............................................49
4.1.4 接觸面模擬.............................................49
4.2 試體的模擬..................................................49
4.2.1 CFT 彎矩分析的模擬....................................49
4.3 收斂性分析..................................................54
4.3.1 圓形斷面...............................................55
4.3.2 方形斷面...............................................56
4.3.3 加勁方形斷面...........................................57
第五章CFT 數值分析結果與討論............................. 58
5.1 寬厚比70 斷面分析結果.......................................60
5.1.1 寬厚比70 方型未加勁斷面................................60
5.1.1.1 SU70-0.3-1072.....................................60
5.1.1.2 SU70-0.5-1786.7...................................62
5.1.2 寬厚比70 方型加勁斷面.................................64
5.1.2.1 SS70-0.2-714.7....................................64
5.1.2.2 SS70-0.3-1072.....................................66
5.1.2.3 SS70-0.4-1429.4...................................68
5.1.2.4 SS70-0.5-1786.7...................................70
5.1.3 寬厚比70 圓形斷面.....................................72
5.1.3.1 CU70-0.3-896.3....................................72
5.2 寬厚比40 斷面分析結果.......................................74
5.2.1 寬厚比40 方型未加勁斷面...............................74
5.2.1.1 SU40-0.3-844.5....................................74
5.2.1.2 SU40-0.5-1407.5...................................76
5.2.2 寬厚比40 方型加勁斷面.................................78
5.2.2.1 SS40-0.3-844.5....................................78
5.2.2.2 SS40-0.4-1126.....................................80
5.2.2.3 SS40-0.5-1407.5...................................82
5.2.3 寬厚比40 圓形斷面.....................................84
5.2.3.1 CU40-0.3-706.7....................................84
5.2.3.2 CU40-0.4-942.2....................................86
5.2.3.3 CU40-0.5-1177.8...................................88
5.4 fl和k3和k4及K 與軸應力比之關係........................93
5.4.1 寬厚比70 方形未加勁斷面...............................93
5.4.2 寬厚比70 方形加勁斷面.................................93
5.4.3 寬厚比70 圓形斷面.....................................94
5.4.4 寬厚比40 方形未加勁斷面...............................94
5.4.5 寬厚比40 方形加勁斷面.................................95
5.4.6 寬厚比40 圓形斷面.....................................96
5.4.7 寬厚比40 與70 之K 與k3 比較...........................106
5.5 中央斷面應力分佈情況........................................108
5.5.1 寬厚比70 方形未加勁斷面...............................109
5.5.2 寬厚比70 方形加勁斷面.................................109
5.5.3 寬厚比70 圓形斷面.....................................110
5.5.4 寬厚比40 方形未加勁斷面...............................110
5.5.5 寬厚比40 方形加勁斷面.................................111
5.5.6 寬厚比40 圓形斷面.....................................112
5.6 P-M 圖......................................................143
5.6.1 相同寬厚比............................................143
5.6.2 相同斷面形狀..........................................143
第六章結論與建議................................................146
參考文獻..........................................................151
附錄A(固定軸力四點彎矩SU70-0.3-1072) ............................154
附錄B(固定軸力四點彎矩SS70-0.2-714.7) ...........................155
附錄C(固定軸力四點彎矩CU70-0.3-896.3)............................173
附錄D(固定軸力四點彎矩SU40-0.3-844.5)............................181
附錄E(固定軸力四點彎矩SS40-0.3-844.5)............................191
附錄F(固定軸力四點彎矩CU40-0.3-706.7)............................202
附錄G 試體設計圖..................................................211

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