臺灣博碩士論文加值系統

加勁擋土結構常用設計垂直間距為0.6公尺，而這個相對較大的間距易導致加勁材與牆面連接張力過大。因此，在工程設計上衍生出次級加勁材的概念，意指在主加勁層之間鋪設較短的加勁材，目的就是為了減緩主加勁材軸力。雖然這項設計方法逐漸應用在實驗與工程上，並且證實了在施工應力(靜態載重)條件下得到很好的結果，但對於次加勁層的抗震效果與主加勁層關係之相關研究仍舊不足。有鑑於此，本文以二維有限元素法分析程式PLAXIS進行數值分析，對次級加勁擋土工程案例進行靜態分析，將模擬結果與工程監測值相互比對來進行參數驗證，探討準確度和可能導致誤差之原因。接著，對振動台試驗進行動態分析可靠性驗證，確認動態分析過程與動態邊界條件。最後，探討有無次級加勁材之擋土牆抗震能力表現，與牆高、主加勁材長度關係，以及不同地震力作用下最大牆位移、加勁材軸力與沉陷量之相關性程度。
研究結果顯示，在靜態方面，證實次加勁層在施工應力條件下能夠降低最大加勁材軸力、牆位移等，有助於提升整體結構穩定性。在動態方面，次級加勁層在地震力作用下可有效減緩主加勁材軸力，在不同牆高與主加勁材長度條件下可減緩比例約5-35%，大幅降低因主加勁材軸力過大而產生破壞之可能性，但對於牆位移與沉陷量影響相對較小。在次加勁材長度固定為1.3公尺之條件下，次加勁材抗震效果隨設計牆高增加而減少，主要原因為主加勁材與次加勁材長度差距過大，造成受地震力作用後，次級加勁擋土牆表現與無次級加勁擋土牆結果會較為相近。
在模擬多組不同參數之模型後可發現，在不同地震力作用下，相同模型會具有類似趨勢之結果，且最大牆位移、最大加勁材軸力以及最大沉陷量三者彼此成高度相關。因此，在相同的工程設計下，可由其中一項監測結果來初步推估其餘兩項數據值。藉由數值分析快速模擬不同參數與地震統計結果，提供未來設計與預測之方法，更顯現出數值分析在耐震設計之重要性。

Applications of geosynthetic reinforcements are commonly designed with a vertical spacing of 0.6 meters. This relatively large spacing may lead to a high reinforcement connection strength and result in connection failure. To alleviate the primary reinforcement axial force, secondary reinforcements set between primary reinforcement have recently been utilized. Such design has been proved to show some good performance under working stresses, however, the research on the seismic effect of the secondary reinforcement layer and the relationship between the primary reinforcement layer are still lacking. This study aims to investigate the effect of secondary reinforcement under static and dynamic conditions. Seismic behaviors of retaining wall with or without secondary reinforcement are evaluated and discussed considering various wall heights and primary reinforcement lengths.
Under the static condition, the results show that the secondary reinforcement layers can reduce both the maximum axial force of primary reinforcement and the wall displacement under construction stresses, capable of improving the overall stability of geosynthetic-reinforcement soil structures. Under the dynamic condition, the secondary reinforcement can effectively reduce the axial force of the primary reinforcement, greatly reducing the possibility of damages caused by the excessive axial force of the main reinforcement. It is also revealed that secondary reinforcement has a relatively small impact on the displacement and settlement of the walls.

目錄

摘要 iii
Extended Abstract iv
致謝 viii
目錄 ix
表目錄 xii
圖目錄 xiii
第一章 緒論 1
1.1 研究動機與目的 1
1.2 研究方法及內容 2
1.3 論文架構 3
第二章 文獻回顧 5
2.1 前言 5
2.2 次級加勁擋土牆 6
2.3 加勁擋土結構動態分析 9
2.3.1 解析解與經驗公式 9
2.3.2 加勁擋土結構動態試驗 11
2.3.3 加勁擋土結構動態數值分析 17
第三章 數值分析方法 25
3.1 PLAXIS程式簡介 26
3.2 組成律模型 28
3.3 靜態分析 37
3.3.1 靜態荷載 37
3.3.2 階段性施工 37
3.3.3 邊界條件 38
3.4 動態分析 38
3.4.1 材料阻尼比 38
3.4.2 動態邊界條件 40
3.4.3 時間步長 42
3.4.4 地震資料處理與輸入 42
第四章 案例驗證分析 45
4.1 工程案例靜態分析驗證 45
4.1.1 工程案例簡介 45
4.2 模型建立 47
4.3 材料參數 49
4.3.1 土壤性質 49
4.3.2 加勁材性質 51
4.3.3 介面元素 51
4.4 數值分析與監測結果比較 52
4.4.1 牆面側位移 52
4.4.2 最大加勁材軸力分佈 53
4.4.3 側向土壓力 54
4.4.4 垂直土壓力 55
4.4.5 小結 56
4.5 振動台實驗動態分析驗證 56
4.5.1 案例簡介 56
4.5.2 材料參數 59
4.5.3 數值分析與實驗結果比較 60
4.5.4 小結 63
第五章 次級加勁擋土牆受震分析 64
5.1 建立設計模型 64
5.2 地震動輸入 67
5.3 模擬結果與討論 70
5.3.1 有無次級加勁層擋土牆模型參數分析 70
5.4 不同地震力之影響規律分析 85
5.4.1 最大位移與最大加勁材軸力 86
5.4.1 最大位移與最大沉陷 88
5.4.2 最大沉陷與最大加勁材軸力 90
第六章 結論與建議 94
6.1 結論 94
6.2 建議 96
參考文獻 97

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