為探討沉泥質砂土中傾斜承拉式摩擦型地錨之錨碇行為，本文使用SHASOVOD模式(A Strain Hardening-Softening and Volumetric Dilatancy Model)配合FLAC3D軟體進行傾斜承拉式摩擦型地錨之三向度分析，並以現場試驗結果驗證數值分析結果之正確性。
由研究過程發現，傾斜承拉式摩擦型地錨之錨碇力主要係來自摩擦力。在相對密度Dr＝30%的沉泥質砂土中，發揮尖峰摩擦力所需之位移量約為35%D(D：地錨直徑)，達殘餘摩擦力之位移量約為65%D。
為避免傾斜地錨降伏範圍可能會發展至地表與結構壁體，本研究建議傾斜地錨之最小覆土深度Hmin應大於3m，最小埋入深度Zmin應大於2m。當相對密度較高或錨碇段長度較長，於地錨達極限拉拔力時，其降伏範圍也較大。而當相對密度提升時，降伏面呈更對稱的橢圓型；而增加錨碇段長度時，降伏面將呈較扁平的橢圓型。
無論是增加埋入深度、覆土深度或錨碇段長度皆可提升地錨之錨碇力，其中以增加錨碇段長度來提升錨碇力之效果為最佳，單位錨碇長度之錨碇力增量為55kN/m。但當錨碇段超過30m之後，其增加效果已呈低於線性之方式增加，此因地錨錨碇段周圍土壤的摩擦應力有漸進式降伏行為所致。當傾斜角度、埋入深度、覆土深度或錨碇段長度增加時，尖峰摩擦力下之側向土壓力Kf均呈現減少的現象，且小於被動土壓係數，但大於靜止土壓力係數。

A strain hardening-softening and volumetric expansion model named “SHASOVOD” and FLAC3D software were quoted to study the anchorage behavior of inclined shaft tension anchors in silty sand. A field test program was conducted to verify the applicability of the numerical program as well.
It was found that the friction force dominates the anchorage capacity of a shaft tension anchor. Of anchors installed in silty sand with relative density Dr of 30%, an anchor displacement of 35% D (D is the diameter of an anchor) is needed for the shaft friction reaches peak value, shaft friction approaches residual state at an anchor displacement of about 65% D.
It could avoid the yielding zone of an anchor develops to ground surface and structural wall, when the overburden depth and embedded depth are greater than 3m and 2m, respectively. As relative density of soil or fixed length of an anchor increased, the yielding zone also expanded when the anchor was stressed to ultimate load. A more symmetric elliptical yielding zone surround an anchor was found when relative density of sand increased, whereas a more flatter elliptic yielding zone can be seen while increasing fixed length of an anchor.
Whether embedded depth, overburden depth or fixed length of an anchor increased, the anchorage capacity also increased. Increasing fixed length should be the optimum method to increase the anchorage capacity, ultimate load perunit fixed length was about 55kN/m. However, when the fixed length of an anchor is greater 30m, the incremental of anchorage capacity per unit fixed length was decreased due to progressive yield of friction stress along fixed end. According to the numerical results, when the inclination angle, overburden depth, embedded depth, or fixed length increased, the coefficient of lateral earth pressure Kf decreased. The coefficient Kf always less than the coefficient of passive earth pressure Kp; however, it was greater than the coefficient of earth paessure at rest K0.

摘 要 I
ABSTRACT II
誌 謝 IV
目錄 V
表目錄 X
圖目錄 XI
照片目錄 XXI
符號說明 XXII
第一章 導論 1
1.1前言 1
1.2研究動機 2
1.3研究方法 2
第二章 文獻回顧 4
2.1地錨之構造 4
2.2 地錨之分類 5
2.3 地錨錨碇行為之研究方法 9
2.3.1 模型試驗 9
2.3.2 現場試驗 10
2.3.3 極限平衡理論 17
2.3.4 數值分析 17
2.4 地錨行為模式 20
2.4.1 地錨之受力行為 20
2.4.2 淺層地錨與深層地錨的分界 23
2.4.3 地錨破壞模式 26
2.4.4 地錨之錨碇力 29
2.4.5 地錨之荷重傳遞與摩擦力分佈情形 29
2.5 數值分析模式 31
2.5.1 塑性模式 31
2.5.2 砂土彈性-完全塑性行為 36
2.5.3 砂土的應變硬化-軟化與體積膨脹模式 38
2.6傾斜地錨之相關研究 46
第三章 數值分析模式與步驟 50
3.1 砂土之力學行為模式之建立 50
3.1.1 砂土之摩擦角 50
3.1.2 砂土的彈性模數與體積模數 51
3.1.3 砂土的應變硬化參數 52
3.1.4 砂土的應變軟化參數 54
3.1.5 砂土的膨脹參數 55
3.2 FLAC3D數值分析軟體介紹 56
3.2.1 FLAC3D的基本理論架構 57
3.2.2 FLAC3D內建的組合律模式 59
3.2.3 FLAC3D基本術語 61
3.2.4 FLAC3D之符號規定 62
3.2.5 FLAC3D基本分析步驟 63
3.2.6 FLAC3D基本網格型式 64
3.2.7 FLAC3D基本語法使用 66
3.3 數值分析的基本假設 68
3.4 網格之建立 68
3.5 灌漿材料參數選擇 69
3.6 模式應用於三軸試驗 69
3.7 邊界範圍的測試與邊界束制之選擇 70
3.8 材料模式之修正 72
3.9 數值分析步驟 74
第四章 地錨之施工與模擬 77
4.1 地錨之施工 77
4.2現場地錨之模擬 78
4.2.1地質概況與地錨配置 78
4.2.2現地地錨試驗結果 78
4.2.3數值分析參數 79
4.2.4數值分析之模擬結果 79
第五章 數值分析結果 81
5.1地錨拉拔力與位移之一般性描述 81
5.2不同條件下傾斜摩擦型地錨尖峰拉拔力以及降伏面之發展 82
5.2.1最小覆土深度與埋入深度 83
5.2.2不同相對密度之影響 83
5.2.3不同錨碇段長度之影響 83
5.3不同條件下地錨之錨碇行為 84
5.3.1不同埋入深度之影響 84
5.3.2不同覆土深度之影響 85
5.3.3不同錨碇段長度之影響 85
5.4應力的轉換 86
5.5地錨之側向土壓力係數 87
5.6地錨之荷重傳遞行為與摩擦應力分佈情形 88
5.7地錨周圍土壤之降伏情況 89
第六章 結論與建議 91
6.1結論 91
6.2建議 92
參考文獻 93

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