| 姓名 | 陳瑞龍(Jui-Lung Chen) | 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 | 94學年第1學期 | |
| 論文名稱(中) | 砂土層深開挖側向土壓力與壁體變形監測之探討 | |||
| 論文名稱(英) | Case Study on Lateral Earth Pressure and Deformation Monitoring During Excavation in a Sandy Deposit | |||
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論文使用權限 | 校內外均一年後公開 | |
| 論文語文/頁數 | 中文/184 | |||
| 摘要(中) | 摘 要 本研究藉由蒐集基礎開挖工程案例之監測資料進行統計歸納與分析，以期瞭解濁水溪下游側砂土層於深開挖過程中，擋土結構物壁體變形行為及地表特性之相互關係。利用水平支撐軸力的正規化，建立具地域性之視土壓力圖，以提供作為日後深開挖初步設計及施工階段參考之依據。經由案例工程之壁體變位圖形分析結果發現，其壁體最大變位量與開挖深度並無明顯的關係，最大之側向變位量發生於基礎開挖完成至結構體構築階段，且壁體最大側向位移量發生位置，約有63﹪發生在擋土壁頂下方0.5公尺處，其壁體變位曲線呈懸臂梁的型式。因此，在基礎開挖階段應多注意表土層之壁頂變位的管控及壁體變位之安全監測，並加強其觀測次數，俾便即時掌握壁體變位狀況並迅速處理突發性災變，以避免造成工安事件發生。 經由支撐軸力統計資料顯示，當砂土層選用摩擦角ψ＝30°，土體單位重γ約為2.1t/m2時，利用Peck所建議之緊砂視土壓力圖之幾何包絡線，來推估砂土層之土壓力是相當可行的。當考慮有異常軸力時，其視土壓力係數TN約為0.27左右，而視土壓力包絡線呈矩形分佈。由本研究所推估之砂土層之視土壓力分佈圖，可作為日後深開挖擋土支撐系統設計時，其視土壓力分佈之參考依據。藉由案例工程監測所得統計出的視土壓力係數與支撐軸力換算出的土壓力係數，可概略反算出砂土層強度參數C＝0~0.7t/m2、ψ＝25°~35°。另由H型鋼水平支撐規格化斷面的選擇可發現，當開挖深度小於10公尺之水平支撐系統時，建議採用H300×300×10×15及H400×400×13×21之型鋼相配合，其支撐垂直間距約為3.5~5公尺左右，而水平支撐之最大水平間距約5~7.5公尺，可增加其施工作業空間與節省工程成本，惟須特別注意其施工技術上品質及管理維護。 | |||
| 摘要(英) | ABSTRACT The objective of this thesis is to study the behavior of earth retaining systems during braced excavation in a sandy deposit at downstream of the Chou-Shui river. To achieve this goal, strain gauges were glued on the surface of the struts and inclined tubes were installed behind the sheet pile walls. Data of strut forces, inclinations and deformations of sheet pile walls during the excavation of 8 foundations were collected and analyzed Results of the inclined tube data show that the lateral deformation profiles of the sheet pile walls were similar to those of a cantilever beam. The maximum lateral deformations are unrelated to the depth of excavation, and the maximum values occurred during the period when the excavation had been finished and the foundation was placed. Also, about 63% of the data read from the inclinometers indicate that the maximum displacements are located within 0.5 meters below top of the sheet pile walls. From the results of strut force measurement, the normalized equivalent earth pressure appears in the shape of a rectangular. The back calculated coefficient of apparent earth pressure is about 0.27, similar to those values suggested by Peck et al. The back calculated shear strength parameters of sands is about 0~0.7t/m2 for the cohesion intercept, and the friction angle is around 25°~35°. These values are similar to results from site investigation. Since the depth of excavation is about 10 meters, it is suggested to use two levels of struts at a vertical spacing between 3.5 to 5 meters：H300×300×10×15 H steel at a horizontal spacing between 5 to 7.5 meters for the first level of struts, and H400×400×13×21 at the same horizontal spacing for the second level of struts is recommended. | |||
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