本研究使用台灣彰化近海鑽探取得之原狀土樣進行共振柱試驗，依據統一土壤分類法進行土樣分類，將所得剪力模數及阻尼比等參數分析其動態性質及行為，並建立相關參數經驗式。另將剪力波速與現地標準貫入N值及深度迴歸出區域性經驗公式，並與現有迴歸式進行比較。
剪力模數關係比較，利用Hardin（1978）、Hardin 和 Richart（1963）及Lo Presti等人（1997）三種方法，將試驗迴歸所得經驗式比較差異約8.6 %，剪力模數均隨有效圍壓增加而上升；與時間效應的關係，低塑性黏土（CL）土樣時間初至1000分鐘剪力模數上升最高可達49 %，與Sas等人（2015）試驗結果50 %相近，長期效應時間因子之公式看出"I" _"G" 值隨圍壓增高而增大，但於320 kPa有下降之趨勢，而試驗"N" _"G" 值於7.2 % ~ 16.4%，與Mesri等人（1990）提出相符；剪應變分析得C及R值隨圍壓增大而減小，除沉泥質砂（SM）的R值隨圍壓增大而增大。
阻尼比關係比較，得黏土於圍壓效應比較上較為明顯，時間關係整體趨勢為阻尼比隨時間的增加而降低，但從時間點來看無法確定阻尼比隨時間增加，阻尼比隨應變之增加而增大，呈現出非線性之關係，剪應變比較砂質土樣比黏性土樣整體呈現出更高的阻尼比，與Kokusho (1987) 提出之離散材料（砂、礫石）比凝聚性土壤具有更大的能量阻尼理論相符。

This research conducts the resonant column test using the undisturbed soil sample extracted from the offshore near Changhua. The soil was first classified according to the Unified Soil Classification System, and the obtained shear modulus and damping ratio were then used to analyze its dynamic properties and behaviors. The shear wave velocity, in-situ Standard Penetration Test N-value (SPT-N), and depth were used by regression method to derive the local empirical equations, which were compared the current empirical equations.
The shear modulus increases as the confining pressure is increased. For the time effect, the shear modulus for the lean clay (CL) after 1000 minutes can be 49 % higher than that at the beginning. The "I" _"G" value increases as the confining pressure is increased, using the equation with the long term effect. When the confining pressure reaches 320 kPa, the "I" _"G" value starts decreasing. For the experimental "N" _"G" values between 7.2 % and 16.4 %, based on the relationship between shear strain and shear modulus, the values for C and R decrease as the confining pressure is increased. However, for silty sand (SM) the R value increases when the confining pressure is increased.
For the damping ratio, the effect by the confining pressure is more obvious for the clay. Overall, the damping ratio decreases with time. It cannot be concluded that the damping ratio increases with time. damping ratio increases as the shearing strain increases, and even becomes nonlinear. For the shear strain comparison, the sandy soil exhibits higher damping ratio than the clay soil.

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