臺灣博碩士論文加值系統

在過去的四十年間，室內試驗關於控制乾淨砂微小應變下土壤勁度衰減之行為的影響因子，已經有相當好的結果。然而，在自然界中，許多砂土都具有細粒料，但目前關於細粒料含量對砂土的影響，多著重於土壤抗液化強度之研究上。關於細粒料含量對於粉土細砂微小應變土壤勁度衰減行為影響之報告有限。本研究所使用的麥寮砂（MLS）為台灣西部地區典型砂土，具有相當高含量的粉土（silt）。根據過去試驗結果顯示，麥寮砂具有高壓縮性且膨脹性不高的特性。
本研究目的主要以不同麥寮砂細粒料含量進行往復式及單向式微小應變三軸試驗，並於三軸試驗設備中加入剪力波元件（Bender Element），以求得完整且連續之模數遞減曲線及阻尼比遞增曲線，以分析細粒料之影響。本論文中敘述研究之背景、目的、試驗程序與試驗結果資料，並對於粉土細砂中剪力模數衰減特性進行分析、討論並提供建議。

During the past four decades, laboratory studies on the modulus degradation of clean sands under small strain conditions have been plentiful. However, natural sands often contain various amounts of fines. Available reports on the behavior of silty sands are mostly related to the cyclic shear strength rather than stiffness of the material. This research concentrated on Mai Liao sand (MLS), which was a typical silty sand along the West Coast of Taiwan. MLS was relatively compressible and had a less tendency to dilate when sheared.
A series of strain controlled cyclic and monotonic triaxial tests have been performed on MLS in this research. The triaxial cell was equipped with bender elements to measure shear wave velocities of the triaxial specimen. A complete modulus degradation curve was then established by combining the moduli values deduced from the shear wave velocities and cyclic triaxial compression tests. The thesis describes the background of the research, it’s objectives, research procedures of the small strain triaxial test. The test results were analyzed and the influence of silt contents on MLS were discussed.

中文摘要 i
英文摘要 ii
致謝 iii
目錄 iv
圖目錄 viii
表目錄 xv
符號表 xvi
第一章 前言 1
1.1研究背景 1
1.2研究目的 2
1.3研究方法 3
1.4論文內容概述 5
第二章 麥寮粉土細砂之基本性質 6
2.1麥寮粉土細砂之來源 6
2.2麥寮粉土細砂之工程特性 6
2.2.1 基本物理性質 6
2.2.2 壓縮性 7
2.3 麥寮粉土細砂基本物性之檢核 8
第三章 文獻回顧 22
3.1應變定義 22
3.2土壤動態特性 22
3.2.1剪力波速與初始剪力模數 24
3.2.1.1室內試驗評估法 25
3.2.1.2現地試驗評估法 30
3.2.2 微應變試驗之量測 33
3.2.3單一試體大應變範圍之動態試驗 34
3.3剪力模數衰減分析方法 36
3.4影響剪力波速之因素 37
3.4.1有效圍壓 37
3.4.2孔隙比 38
3.4.3剪應變振幅 38
3.4.4主應力比 38
3.4.5顆粒形狀及尺寸 39
3.4.6反覆載重次數及頻率 39
3.4.7含水量 39
3.5影響剪應變振幅與剪力模數衰減關係之因素 40
3.5.1有效圍壓及塑性指數 40
3.5.2孔隙比 43
3.5.3反覆載重次數及排水狀況 43
3.5.4階段試驗技術之影響 47
3.5.5載重頻率/剪動速率之影響 49
3.5.6振動方式的影響 50
3.5.7靜態載重與動態載重試驗之比較 50
3.6影響阻尼比特性之影響 51
3.6.1剪應變振幅 52
3.6.2有效圍壓 52
3.6.3塑性指數 54
3.6.4孔隙比 55
3.6.5砂土顆粒特性之影響 56
3.6.6反覆載重次數及排水狀況之影響 57
3.6.7階段性試驗技術 58
3.6.8振動方式 59
第四章 試驗設備與方法 88
4.1試驗規劃流程 88
4.2微應變三軸試驗設備 90
4.2.1三軸室 90
4.2.2軸壓加載及控制系統 91
4.2.3氣壓與水壓控制系統 92
4.2.4量備系統 92
4.2.4.1剪力波元件試驗（Bender Element Test） 93
4.2.4.2局部應變之量測 95
4.2.4.3軸向荷重及水壓之量測 96
4.2.5訊號擷取系統 97
4.3試驗方法 97
4.3.1三軸試驗試體材料之準備 98
4.3.2試體之製作 99
4.3.3試體之飽和 100
4.3.4三軸室之壓密 100
4.3.5剪力波元件試驗 100
4.3.6往復式微小應變三軸試驗 101
4.3.7單向式微小應變三軸試驗 103
第五章 試驗結果與討論 117
5.1試驗內容與控制參數 117
5.1.1往復式微小應變三軸試驗 117
5.1.2單向式微小應變三軸試驗 118
5.2往復式微小應變三軸試驗結果 125
5.2.1試驗結果 125
5.2.2分析方法 127
5.2.3孔隙比之影響 129
5.2.4細粒料含量之影響 130
5.2.5試驗方法之影響 131
5.3剪力波元件試驗結果 132
5.4單向微小應變載重試驗結果 133
第六章 結論與建議 185
6.1結論 185
6.2建議 186
參考文獻 188

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