根據921集集大地震曾發生液化災害地區之現場調查研究，結果發現液化災害區除了常見於地表空曠的水平地層之外。於土壩、填土堤以及結構物基礎周邊區域，同樣有液化災情發生。由於水平地層下的土壤元素與結構物附近下之土壤元素其最大不同處，在於後者承受反覆剪應力的作用面上，已存在有初始靜態剪應力。因此有關不同初始剪應力狀態對土體液化行為影響，實有探討之必要。本研究一併將壓密應力比、相對密度與細料含量納入對砂土液化強度與體積應變之影響因素。

　　關於本研究之試驗規劃除針對等向與非等向壓密試驗，均規劃有Dr=40%、50%、60%等3種之外，並針對試體內所添加之無塑性細料含量亦均包含有FC=<5%、16%、40%等三種配比，而另於等向壓密試體部份，再增加FC=28%。再則對於試體壓密應力比(Kc)部份，除Kc=1.0為等向壓密外，再增選定Kc=1.5與Kc=2.0等兩種非等向壓密應力比。

　　根據上述規劃進行一系列動態三軸試驗，並歸納出幾點成果如下：

A. 等向壓密試體部份
1.當相對密度不論為40%、50%、60%，砂土抗液化強度隨著細料含量增加而逐漸減少。在相同細料含量下，則隨相對密度增加而增加。
2.液化後體積應變，則隨相對密度增加或細料含量減少而減少。

B. 非等向壓密試體部份
1.當以εmax=5%或10%作為破壞準則判定時，試體動態強度值隨著Kc值增加呈現增加趨勢，且在高相對密度下其趨勢更是明顯。
2.在體積應變部份，主要視試體受動態作用所激發孔隙水壓比大小而 定，一般隨著激發孔隙水壓比愈大，體積應變亦愈大。並且非等向壓密試體均較等向壓密試體之體積應變來得為小。
3.壓密應力比對體積應變之影響比相對密度與細料含量來的大且顯著。

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