土壤液化引致之沉陷及側向擴展會造成建築物、橋梁及地下管線的嚴重損壞，而在規模較大的地震中可觀察到由液化引致沉陷及側向擴展造成的重大損失，因此，若能對具有液化風險之地區進行液化易損度評估，並良好地預測液化引致地表變形量，事先採取預防措施，除了能防範液化災害，也能降低土壤液化所帶來的負面效果。
本研究主要利用各國液化歷史案例及圓錐貫入試驗(CPT)資料，建立評估液化引致沉陷及側向擴展之經驗模型。首先以蒐集的案例探討目前經驗模型之適用性與不足，找出現地位移量與預測位移量之關係，利用均方根誤差(RSME)比較出預測結果最佳的模型。加入三個液化易損度評估指數：液化潛能指數(LPI)、液化嚴重程度指數(LSN)以及考量地形參數之修正液化潛能指數(LPI*)，與現地位移量進行迴歸分析，結果發現不論沉陷或側向擴展案例，皆有良好的擬合情況，其中又以LPI*為最佳。LPI*計算概念簡單、方便，可作為液化引致現地位移的評估方法。此外，改變積分深度為自由面+2米評估側向擴展，可大幅縮減自由面公式高估的位移量，預測結果比現有地表變形模型更佳。
本研究延伸探討地表變形案例之地層參數分佈特性，可對土壤液化引致地表變形的影響因子有基本認知，地層參數使用CPT試驗之參數，如錐尖阻抗(qc)、錐身摩擦(fs)及動態孔隙水壓(u2)等。本研究統整出沉陷案例液化層各參數的分佈情況為錐尖阻抗(qc) 2～4.5 MPa，錐身摩擦(fs) 20～45 KPa，孔隙水壓(u2) -50～25 KPa，正規化錐尖阻抗(Qtn) 30～60；側向擴展案例液化層各參數的分佈情況為錐尖阻抗(qc) 2～7 MPa，錐身摩擦(fs) 10～60 KPa，孔隙水壓(u2) -20～60 KPa，正規化錐尖阻抗(Qtn) 30～90。

This study mainly uses historical cases of liquefaction in various countries and cone penetration test (CPT) data to establish an empirical model for evaluating liquefaction-induced ground displacement. Firstly, use the collected cases to discuss the applicability and shortcomings of the current empirical model. Next, find the relationship between the ground displacement and the predicted displacement, and use the root mean square error (RSME) to compare the models and find out the best prediction result. Three liquefaction susceptibility assessment indexes are added: Liquefaction Potential Index(LPI), Liquefaction Severity Number(LSN), and Modified Liquefaction Potential Index(LPI*) that takes into account terrain. Regression analysis is used, and the results show that regardless of the settlements or lateral spreads, all have good fitting conditions with LPI*. The calculation concept of LPI* is simple and convenient, and it can be used as an assessment method of liquefaction-induced displacement. In addition, changing the integral depth to the height of free face plus 2 meters to evaluate the lateral spread can get great prediction results better than the existing surface deformation models. The study also explored the distribution characteristics of the formation parameters of the ground deformation cases. The formation parameters use the CPT test parameters. In this study, the distribution of parameters of the liquefied layer in the settlements cases is cone resistance(qc) 2～4.5 MPa, sleeve friction resistance(fs) 20～45 KPa, pore water pressure(u2) -50～25 KPa, normalized cone resistance(Qtn) 30～60; the distribution of parameters of the liquefied layer in the lateral spreads cases is cone resistance (qc) 2～7 MPa, sleeve friction resistance (fs) 10～60 KPa, pore water pressure(u2)-20～60 KPa, normalized cone resistance(Qtn) 30～90.

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