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系統識別號 U0026-0812200911410410
論文名稱(中文) 壓密應力比 相對密度與細料含量對砂土液化行為影響之研究
論文名稱(英文) none
校院名稱 成功大學
系所名稱(中) 土木工程學系碩博士班
系所名稱(英) Department of Civil Engineering
學年度 93
學期 2
出版年 94
研究生(中文) 鍾仁彰
研究生(英文) Ren-Zhang Zhong
學號 n6692133
學位類別 碩士
語文別 中文
論文頁數 182頁
口試委員 指導教授-李德河
口試委員-林炳森
口試委員-胡邵敏
口試委員-陳景文
口試委員-古志生
中文關鍵字 液化  壓密應力比 
英文關鍵字 consolidation stress ratio  liquefaction 
學科別分類
中文摘要   根據921集集大地震曾發生液化災害地區之現場調查研究,結果發現液化災害區除了常見於地表空曠的水平地層之外。於土壩、填土堤以及結構物基礎周邊區域,同樣有液化災情發生。由於水平地層下的土壤元素與結構物附近下之土壤元素其最大不同處,在於後者承受反覆剪應力的作用面上,已存在有初始靜態剪應力。因此有關不同初始剪應力狀態對土體液化行為影響,實有探討之必要。本研究一併將壓密應力比、相對密度與細料含量納入對砂土液化強度與體積應變之影響因素。

  關於本研究之試驗規劃除針對等向與非等向壓密試驗,均規劃有Dr=40%、50%、60%等3種之外,並針對試體內所添加之無塑性細料含量亦均包含有FC=<5%、16%、40%等三種配比,而另於等向壓密試體部份,再增加FC=28%。再則對於試體壓密應力比(Kc)部份,除Kc=1.0為等向壓密外,再增選定Kc=1.5與Kc=2.0等兩種非等向壓密應力比。

  根據上述規劃進行一系列動態三軸試驗,並歸納出幾點成果如下:

A. 等向壓密試體部份
1.當相對密度不論為40%、50%、60%,砂土抗液化強度隨著細料含量增加而逐漸減少。在相同細料含量下,則隨相對密度增加而增加。
2.液化後體積應變,則隨相對密度增加或細料含量減少而減少。

B. 非等向壓密試體部份
1.當以εmax=5%或10%作為破壞準則判定時,試體動態強度值隨著Kc值增加呈現增加趨勢,且在高相對密度下其趨勢更是明顯。
2.在體積應變部份,主要視試體受動態作用所激發孔隙水壓比大小而 定,一般隨著激發孔隙水壓比愈大,體積應變亦愈大。並且非等向壓密試體均較等向壓密試體之體積應變來得為小。
3.壓密應力比對體積應變之影響比相對密度與細料含量來的大且顯著。
英文摘要 none
論文目次 摘要 Ⅰ
誌謝 Ⅱ
目錄 Ⅲ
表目錄 Ⅶ
圖目錄 Ⅸ
符號說明 ⅩⅨ
第一章 緒論 1
1-1 研究背景 1
1-2 研究目的 2
1-3 論文內容 2
第二章 文獻回顧 5
2-1 土壤液化 5
2-1-1 液化之現象及定義 6
2-2 反覆動態三軸之試驗原理 9
2-3 土壤液化阻抗之影響因素 10
2-3-1 試體準備方法 11
2-3-2 相對密度 12
2-3-3 圍壓 13
2-3-4 顆粒特性 13
2-3-5 過壓密比(OCR)與側向土壓力係數(Ko) 14
2-3-6 前期應力與應變歷史 15
2-3-7 飽和度、背水壓與滲透性 15
2-3-8 取樣擾動之影響 16
2-3-9 試體尺寸與橡皮模屈從(貫入)效應 16
2-3-10 細粒料含量對液化潛能之影響 17
2-3-11 細粒料塑性對液化潛能之影響 22
2-3-12 初始剪應力與壓密應力比 23
2-4 液化後之體積應變 25
2-5 液化後土壤之液化阻抗 29
第三章 試驗計劃與內容 58
3-1 試驗砂樣 58
3-2 試驗計劃 59
3-3 試驗儀器與設備 60
3-3-1 軸壓系統與土壤三軸室 61
3-3-2 空氣與水控制單元 61
3-3-3 訊號放大器 62
3-3-4 量測系統 62
3-3-5 資料擷取系統 63
3-4 試驗方法 64
3-4-1 試體準備方式及製作 64
3-4-2 試體飽和 66
3-4-3 試體壓密 67
3-4-4 動態加載 68
3-4-5 體積應變試驗 68
3-4-6 試驗資料處理 69
第四章 等向壓密下液化試驗結果與分析 80
4-1 常用名詞之定義 80
4-2 破壞準則之定義 81
4-3 試驗組數及其結果 84
4-4 不同相對密度對土壤液化強度曲線之影響 84
4-4-1 相對密度與液化阻抗之關係 84
4-4-2 相對密度與反覆剪應力比之關係 85
4-5 細粒料含量對土壤液化強度之探討 85
4-5-1 細粒料含量對液化曲線之影響 85
4-5-2 細粒料含量與反覆剪應力比之關係 86
4-6 土壤孔隙比與液化強度之關係 87
4-7 土壤乾密度與液化強度之關係 88
4-8 反覆荷重作用下土壤內孔隙水壓之變化 88
4-8-1 土壤孔隙水壓激發情形 89
4-8-2 土壤相對密度對孔隙水壓激發之影響 90
4-8-3 土壤細粒料含量對孔隙水壓激發之影響 90
4-9 土壤液化後體積應變之探討 91
4-9-1 相對密度與體積應變之關係 91
4-9-2 細粒料含量與體積應變之關係 92
4-9-3 反覆剪應力比與體積應變之關係 92
第五章 非等向壓密下液化試驗結果與分析 122
5-1 動態三軸試驗土壤之破壞模式 122
5-2 破壞準則之定義 122
5-3 土壤動態強度之定義 123
5-4 土壤動態變形之行為 124
5-5 不同相對密度與細粒料含量,Kc值對
動態強度之影響 125
5-5-1 細粒料含量FC=<5% 125
5-5-2 細粒料含量FC=16% 126
5-5-3 細粒料含量FC=40% 127
5-6 體積應變試驗結果與分析 129
5-6-1 地震與土壤沉陷之關係 129
5-7 不同相對密度與細粒料含量,Kc值對體積應變之影響 130
5-7-1 細粒料含量FC=<5% 130
5-7-2 細粒料含量FC=16% 131
5-7-3 細粒料含量FC=40% 131
5-8 動態三軸之有效應力路徑 132
5-9 動態三軸之破壞包絡線 133
第六章 結論與建議 170
6-1 結論 170
6-1-1 等向壓密試體部分 170
6-1-2 非等向壓密試體部分 171
6-2 建議 172
參考文獻 174
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