臺灣博碩士論文加值系統

粉土質砂土為台灣中南部沖積平原常見的土壤形式，且在此等土壤上曾多次的發生地層下陷、基樁沉陷以及土壤液化等大地工程災害，顯示對於此類土壤現有知識存在著許多缺陷。作者在針對三種分布於台灣中南部的粉土質砂土(麥寮砂(MLS)、員林砂(YLS)、高雄砂(KHS))進行等速應變壓密試驗(CRS)、單向度壓密不排水三軸試驗(CKoU)，並依據過去的經驗公式標定出此等土壤的靜止土壓力與過壓密比(Ko-OCR)之間的關係、剪力模數與孔隙比以及應力狀態三者間的關係，且修改MIT-S1模式對壓縮曲線的結果進行闡述。試驗結果顯示，此等土壤的壓縮性高而剪力強度則低於一般常見的砂土，且壓縮量的貢獻並非來自於土壤顆粒的破碎(與過去的研究成果相牴觸)。另外，此等土壤受到細料含量的不同，其剪力波速、壓縮係數、剪力強度以及不排水剪強度與過壓密比(OCR)之間的關係也因此有明顯的不同。另外，研究結果也發現，台灣中南部的粉土質砂土在細料含量介於某個區間時會表現出介於砂土與黏土之間的過渡性行為(transitional behavior)。

The alluvial soils that consist of silty sand to sandy silt can be found in most parts of Central and Southern Taiwan. There have been continued and excessive settlement in the region due to compression of this alluvial deposit, foundation settlement and soil liquefaction have also been reoported. The exisiting theories that deal with the compressibility and srength of clean sands have been found to be inadequate to predict the behavior of silty sands in Central and Southern Taiwan. As part of a long term research effort, the author conducted a series of constant rate of consolidation (CRS) and CKoU triaxial tests with shear-wave velocity measurements on Mail Liao Sand (MLS), Yuan Lin Sand (YLS) and Kao Hsiung Sand (KHS). Based on the available data, the author calibrated the Ko-OCR and Gmax-e-stress state relationships. The MIT-S1 model was modified to describe the compressibility behavior of MLS, YLS and KHS. Test results revealed that MLS, YLS and KHS had higher compressibility and lower strength than unifrmlygraded quartz sand typically reported in literatures. The compressibility of MLS, YLS and KHS did not involved significant grain crushing as in the case of clean quartz sand. The fine content played a significant role in stiffness, compressibility, undrained shear strength and its relationship with stress history. Under certain range of fines contents, the compressibility of the studied silty sand had a transitional behavior.

第一章 前言 1
1.1 研究動機與目的 1
1.2 研究流程 2
1.2.1麥寮砂(MLS) 2
1.2.2員林砂(YLS) 2
1.2.3高雄砂(KHS) 3
1.3 論文內容概述 3
第二章 麥寮砂、員林砂與高雄砂之基本性質 6
2.1 麥寮砂 6
2.1.1 麥寮砂之來源 6
2.1.2 麥寮砂之基本物理性質 6
2.2 員林砂 7
2.2.1員林砂之來源 8
2.2.2員林砂之基本性質 8
2.2.3員林砂之非擾動取樣工法 9
2.3高雄砂 9
2.3.1高雄砂之來源 9
2.3.2高雄砂之非擾動取樣工法 10
2.3.3高雄砂之基本性質 10
第三章 文獻回顧 29
3.1砂土的壓縮行為 29
3.1.1應力狀態 29
3.1.2顆粒組構 30
3.1.3顆粒破碎 31
3.2單向度壓密試驗 32
3.2.1等速應變壓密試驗(constant rate of strain consolidation, CRS) 32
3.2.2 等速應變壓密理論 33
Wissa’s theory 33
Lee’s theory 35
3.3 MIT-S1土壤壓縮模式 36
3.3.1 MIT-S1壓縮模式理論 37
3.3.2 MIT-S1壓縮模式的參數標定 40
3.4 Ko-壓密三軸試驗(CKoU) 40
3.4.1 Ko壓密之必要性 40
3.4.2三軸Ko壓密試驗方式 41
3.4.3 Ko壓密三軸試驗之要求與影響Ko值之因素 42
3.5剪力波速量測 43
3.5.1剪力波速的判斷準則 43
3.5.2初始剪力模數(G0) 44
第四章 試驗程序與設備 57
4.1 CRS壓密儀 57
4.1.1 CRS壓密儀 57
軸壓加載系統 58
氣壓與水壓控制系統 58
4.1.2 CRS壓密試驗程序 58
試體架設流程 58
壓密速率決定 59
4.2 CKoU三軸試驗儀 60
4.2.1 CK0U三軸儀器 60
軸壓加載系統 61
軸壓控制系統 61
氣壓與水壓控制系統 62
量測系統 62
4.2.2 PID軸向應變控制系統 63
4.2.3剪力波速量測 63
剪力波元件 64
激發頻率 65
4.2.4 CKoU三軸室驗程序 66
試體架設流程 66
壓密與不排水剪動速率 66
第五章 結果與討論 77
5.1 剪力波速與剪力模數 77
5.1.1剪力波速 77
5.1.2剪力模數 78
5.2 CRS壓密試驗 79
5.2.1壓縮模式的修改 79
5.2.2壓縮曲線與數值模擬 82
麥寮砂 82
員林砂 84
高雄砂 84
5.2.3砂土的壓縮性 84
5.3 CKoU三軸試驗 86
5.3.1不排水剪力強度 86
麥寮砂 86
員林砂 88
高雄砂 89
5.3.2 Ko與垂直有效應力之間的關係 89
正常壓密 90
過壓密試體 91
第六章 結論與建議 150
6.1結論 150
6.2建議 151
參考文獻 153
附錄A 161
CKoU試驗在Ko壓密過程中的總體積變化與垂直向體積變化監測結果

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