| 姓名 | 黃曉屏(Hsiao-ping Huang) | 電子郵件信箱 | E-mail 資料不公開 | |
| 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 | 92學年第2學期 | |
| 論文名稱(中) | 卵礫石層中垂直地錨之錨碇行為 | |||
| 論文名稱(英) | Anchorage Behavior of Vertical Anchors in Gravel Formation | |||
| 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 | 校內外完全公開 | |
| 論文語文/頁數 | 中文/290 | |||
| 摘要(中) | 本文以台中盆地之卵礫石層中垂直地錨為研究對象，利用卵礫石土三軸試驗結果，套用應變硬化-軟化與體積膨脹模式(SHSE模式)，求取SHSE模式所需之參數，進行卵礫石層中垂直地錨拉出行為之數值分析，並以現場地錨試驗結果驗證數值分析之正確性。最後，本研究進行各項地錨影響參數之研究，以瞭解卵礫石層中垂直地錨之錨碇行為。經由驗證顯示，本研究所撰寫之分析程式對於卵礫石層中垂直地錨之模擬可得到良好的結果。 由研究結果發現，地錨之拉拔力隨著覆土深度、錨碇段長度及地錨直徑的增加而提高，其中又以增加錨碇段長度之效果最佳。由於淺層地錨面承力俱有明顯之尖峰值，而深層地錨則無明顯之尖峰值，經由降伏面承力之定義可得發揮地錨降伏面承力 所需之位移量 約55%D(D：地錨直徑)。 在卵礫石層中之垂直地錨於尖峰拉拔力下，摩擦側向土壓力係數 隨錨碇段長度和覆土深度之增加而減少，但其值遠大於砂土中地錨之土壓力係數。利用面承力係數之發展情形可將覆土深徑比Z/D＜11之地錨定義為淺層地錨，Z/D=11~21為轉換地錨，Z/D＞21為深層地錨。由數值分析的結果可知，承拉式地錨之荷重傳遞方式係由錨頂向錨底傳遞；承壓式地錨則由錨底向錨頂傳遞。對於短地錨而言，除了錨頂和錨底附近外，摩擦應力的分佈大致呈矩形分佈；當錨碇段長度大於3m時，錨碇段周圍土壤將產生漸進式降伏行為。 | |||
| 摘要(英) | To evaluate the
uplift behavior of cylindrical anchors installed in gravel formation, a
series of triaxial test results were used to obtain the parameters
needed for a strain hardening-softening and volume dilation model named
“SHSE”. Using this model, a numerical study was carried out to analyze
the behavior of vertically pulled out anchors in gravel formation. A
field test program was conducted to verify the applicability of the
numerical program. Finally, parametric studies on the factors affecting
the anchorage behavior were performed as well. The numerical results indicate that the load-displacement of anchors calculated from this numerical model was almost in close agreement with those of field tests. When overburden depth, fixed length or diameter of an anchor increased, the anchorage capacity also increased. Increasing fixed length should be the optimum method to increase the anchorage capacity. No peak value of end resistance can be found from a depth anchor. According to the definition of yielding end-resistance, the yielding end-resistance of a depth anchor develops anchor displacement about 55%D. The coefficient of lateral earth pressure Kf decreases with fixed length and overburden depth of an anchor in gravel formation, however it is greater than the lateral earth pressure coefficient Kf of an anchor in sand. Based on the development of end resistance coefficient Nq, it can be defined as a shallow anchor when overburden-diameter ratio Z/D<11, Z/D=11~21 of an anchor is classified to a transited anchor, Z/D>21 is belong to a depth anchor. For tension anchor, the load transfers from the top to the bottom of fixed end; however, the load of a compression anchor transfers from the bottom to the top of fixed end. For a short anchor, a rectangular shaped distribution of friction stress along fixed end can be found except the top and bottom of fixed end. However, the friction stress along the fixed anchor end shows progressive yielding when the fixed length is greater than 3m. | |||
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