| 姓名 | 林英傑(Ying-Chieh Lin) | 電子郵件信箱 | s9411628@mail.cyut.edu.tw | |
| 畢業系所 | 營建工程系碩士班(Department and Graduate Institute of Constrction Engineering) | |||
| 畢業學位 | 碩士(Master) | 畢業時期 | 95學年第2學期 | |
| 論文名稱(中) | 沉泥質砂土中傾斜多段錨碇式地錨之受力行為 | |||
| 論文名稱(英) | Anchorage Behavior of the Inclined-Multiple-Anchorage Anchors in Silty Sand | |||
| 檔案 |
請遵守中華民國著作權法之相關規定，切勿任意重製、散佈、改作、轉貼、播送，以免觸法。 |
論文使用權限 | 校內外都二年後公開 | |
| 論文語文/頁數 | 中文/143 | |||
| 摘要(中) |
為探討沉泥質砂土中傾斜多段錨碇式摩擦型地錨之錨碇行為，本文使用SHASOVOD模式(A Continuous Strain
Hardening-Softening and Volumetric Dilatancy
Model)配合FLAC3D軟體進行傾斜多段錨碇式摩擦型地錨之受力行為之數值分析，並以現場試驗結果驗證數值分析程式的適用性，再進行參數研究。 由研究過程發現，數值分析的結果與現場試驗的結果相近。傾斜多段錨碇式摩擦型地錨之錨碇力主要來自於摩擦力。兩段錨碇式地錨上方承載體位置選擇在距錨碇段底部6m處可得到最大錨碇力，三段錨碇式地錨之上半段承載體最佳位置為距中間承載體12m處。但即使在最佳的錨碇間距下，因發揮地錨各承載體尖峰拉拔力所需的位移量並不一致，因此地錨的錨碇力並不等於各承載體尖峰拉拔力之和。 無論是增加埋入深度、覆土深度或錨碇段長度皆可提升兩段錨碇式地錨之錨碇力，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為60kN/m。但當兩段錨碇式地錨錨碇段長度超過30m之後，錨碇段周圍土壤的摩擦應力有漸進式降伏行為，造成錨碇力隨錨碇段長度呈凹向下的方式增加。此時可採用三段錨碇式地錨來克服兩段錨碇式地錨錨碇段長度之上限值。研究顯示，多段錨碇式地錨的承載體下方錨碇體承受拉力，因此錨碇段需採用雙重保護，以避免水泥漿體開裂衍生鋼絞線繡蝕的問題。 |
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| 摘要(英) | A
continuous strain hardening-softening and volumetric dilatancy
model named SHASOVOD, and FLAC3D software were adopted to study
the anchorage behavior of inclined-multiple-anchorage anchors in
silty sand. To enhance the applicability of numerical analyses,
the results of field tests are compared with those from
numerical analyses. After the calibration, parametric studies
were then carried out by numerical analyses. It was found that the numerical results are in a good agreement with those by field tests. The friction force dominates the anchorage capacity of a shaft multiple anchorage anchor. It can be inferred, the optimum position of the upper anchorage body is 6m form the bottom for a double-anchorage anchor. Moreover, for a triple-anchorage anchor, a distance of 12m is the best location for upper anchorage body from the middle one. Even though anchorage bodies were installed in the condition of optimum location, the anchorage capacity could not be the summation of the ultimate load of each anchorage body, this phenomenon is caused by carried load of each anchorage body do not reach peak values at same anchor displacement. Whether embedded depth, overburden depth or fixed length of an anchor increased, the anchorage capacity of an anchor also increased. For a multiple-anchorage anchor, increasing fixed length should be the best choice to increase the anchorage capacity, ultimate load per unit fixed length was around 60kN/m. However, as the fixed length of a double-anchorage anchor is greater than 30m, the anchorage capacity per unit fixed length was decreased due to progressive yield of friction stress along fixed end. Instead, a triple anchorage methodology could be applied to conquer the progressive yield of above situation. A tension force was generated beneath the anchorage body, Hence the grouted body was cracked and led to an erosive steel strand. No utilization to a multiple-anchorage anchor is really complete without applying a double protection on fixed length. |
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| 口試日期 | 2007-07-06 | 繳交日期 | 2007-08-24 | |