臺灣博碩士論文加值系統

宜蘭地區位於台灣東北部地震帶附近，地震相當頻繁，為了更詳細的了解加勁邊坡動態行為，本研究在佛光大學地工合成材加勁邊坡所在位置，分別於加勁邊坡底層、中層以及頂層位置裝設地震加速度儀，收集並彙整現地地震監測資料，為研究動態反應作為驗證依據。由監測所得資料可以得知，加勁邊坡在地震的作用下最大加速度會隨著加勁邊坡高度放大，並再利用所蒐集地震資料與有限元素程式模擬加勁邊坡地震動態行為。
為能更詳細瞭解地震波在加勁邊坡內部的傳遞行為，本研究利用PLAXIS有限元素程式進行動態分析，由數值模擬結果得知，加勁邊坡在邊坡中層以及頂層放大行為明顯。在進行動態分析時往往需要耗費大量的計算時間，為近一步瞭解地震波於有限元素之間地震波的傳播對加勁邊坡影響，本研究利用不同節點元素進行動態分析，使用6節點與15節點有限元素單元，以減少計算時間有效解讀加勁邊坡動態行為。
模擬出加勁邊坡地震加速度的變化值時，一般而言以最大加速度及反應譜為最常用之地表震動參數，地震反應譜是可以將模擬地震之動態行為，更加詳細的檢視討論。本研究對現地監測加勁邊坡地震歷時圖資料整合，將不同階層所監測所得加速度歷時圖轉換為加速度反應譜，可得知同一個地震在不同的階層位置，有不同的週期波峰變化。本研究分析模擬加勁邊坡受震情形，再將模擬之地震加速度歷時圖進行轉化為地震加速度反應譜，於探討最大加速度之外，研究地震週期變化，以為更深入去了解邊坡動態行為，並以土壤參數對加速度反應譜影響進行探討。由於影響加勁邊坡模型動態分析結果之土壤參數種類繁多，本研究特別針對材料阻尼比以及材料彈性模數進行探討。

The Ilan area is near the seismic zone of northeastern Taiwan, and the earthquakes are quite frequent. In order to understand the seismic behavior of the geosysthetic reinforced slope comprehensively, this study is carried out by installing seismic accelerometers at the different positions of the geosysthetic reinforced slope built in the FoGuang University. Earthquake monitoring data recorded on the site are used as validation basis for the studying dynamic responses. From the data obtained by the monitoring program, it can be recognized that the maximum acceleration of the geosynthetic reinforced slope under the action of the earthquake will be amplified with the height of the slope. The recorded seismic data will be used by the PLAXIS finite element program to simulate the seismic behavior of the geosynthetic reinforced slope.
In order to understand more about the seismic wave propagation behavior inside the geosynthetic reinforced slope, this study uses the PLAXIS finite element program to perform dynamic analysis. From the results of numerical simulation, it is found that the geosynthetic reinforced slope has obvious scale-up behavior in the middle layer and the top layer. In the dynamic analysis, it often takes a lot of calculation time for numerical simulation process. In order to further understand the impact of seismic wave propagation between finite elements on geosynthetic reinforced slopes, this study tries to use different nodal elements for dynamic analysis, namely 6-node and 15-node finite elements. The 6-nodal unit effectively interprets the dynamic behavior of geosynthetic reinforced slopes with condensed computational time.
In this study, we integrate the acceleration time history data of the earthquakes on the site, and convert the acceleration duration graphs monitored at different positions into acceleration response spectra. It can be seen that the same earthquake has different periodic peak changes in different position. This study analyzes the predicted results of the geosysthetic reinforced slope, and then converts the simulated earthquake acceleration duration graphs into seismic acceleration response spectrum as well. In this study, in addition to the maximum acceleration, the change of the acceleration response spectrum is studied to understand the dynamic behavior of the slope and to discuss the influence of soil parameters on the acceleration response spectrum using PLAXIS. Due to the wide variety of soil parameters affecting the results of the dynamic analysis of the FEM model, this study specifically focuses on the material damping ratio and the elastic modulus of the soil material.

目錄
摘要 I
ABSTRACT II
誌謝 III
目錄 IV
表目錄 VII
圖目錄 VIII
第一章 緒論 1
1.1 前言 1
1.2 研究動機與目的 1
1.3 研究方法與流程 2
1.4 論文架構 3
第二章 文獻回顧 5
2.1 前言 5
2.2 加勁擋土結構發展 6
2.3 加勁擋土結構動態相關研究 7
2.4 佛光大學加勁邊坡現地地震監測資料 10
2.5 地震反應譜 13
第三章 數值模擬分析 21
3.1 PLAXIS有限元素程式 22
3.1.1 PLAXIS程式之基本概述 23
3.1.2 PLAXIS程式基本操作 23
3.1.3 PLAXIS程式計算流程概述 24
3.2 PLAXIS模擬分析佛光大學加勁邊坡 26
3.2.1 佛光大學加勁邊坡幾何模型建立 27
3.2.2 佛光大學加勁邊坡土壤材料參數設定 28
3.2.3 加勁邊坡地震源輸入 28
3.2.4 加勁邊坡網格生成 29
3.2.5 計算步驟設定 29
3.2.6 佛光加勁邊坡模擬結果探討 30
3.3 PLAXIS有限程式節點元素 31
3.3.1 PLAXIS元素節點介紹 31
3.3.2 PLAXIS元素節點分析 36
3.3.3 PLAXIS元素節點分析結果 37
第四章 地震反應譜應用 52
4.1 地震加速度反應譜 52
4.1.1 佛光加勁邊坡地震反應譜比較 54
4.1.2 PLAXIS單自由度系統的加速度反應譜 55
4.1.3 佛光大學PLAXIS加速度地震反應譜 56
4.2 土壤材料阻尼比參數對反應譜影響 58
4.2.1 PLAXIS阻尼比定義 59
4.2.2 阻尼比參數對加勁邊坡反應譜動態模之影響 60
4.3 土壤參數彈性模數E值對反應譜影響 61
4.3.1 彈性模數E值定義 62
4.3.2 彈性模數E值對地震反應譜影響 62
第五章 結論與建議 81
5.1 結論 81
5.2 建議 83

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