本研究主要目的在研究台灣南部恆春地區泥岩動態性質與單向加載行為，使用剪力波速量測系統、動力三軸系統與靜態三軸系統對不同深度的現地泥岩岩心進行系列試驗。試驗分為兩部分，第一部分為泥岩動態性質試驗，包含壓密後剪力波速量測試驗，控制不同有效壓密應力由剪力波速變化求取現地泥岩預壓密應力(σ_p^')與最大剪力模數(Gmax)，並結合動力三軸試驗推求泥岩動態特性，控制不同有效圍壓與應力狀態，探討對泥岩動態特性的影響再與共振柱試驗結果互相整合，獲得台灣南部泥岩完整動態特性曲線。第二部分則為泥岩單向加載試驗，以靜態三軸壓密不排水壓縮試驗獲得泥岩單向加載下完整應力應變關係、超額孔隙水壓變化及剪力強度參數。由系列試驗試驗結果顯示，本研究之現地泥岩推估為正常壓密至輕度過壓密狀態，而泥岩動態特性試驗結果，大致落在Vucetic and Dobry (1991) 提出的典型黏土曲線中低塑性區域，與泥岩組成為黏土之特徵相符，在不同有效圍壓、過壓密比條件下，皆會影響泥岩動態特性。泥岩單向加載下，剪力強度參數:凝聚力約17~36 kPa，有效摩擦角約23°~42°。壓密狀態下正割楊氏模數E50約9~27 MPa，而其對應軸向應變ε_50約1~2.4 % ;本研究泥岩屬極軟弱岩石或硬黏土。

The purpose of this research is to investigate the dynamic properties and monotonic loading behaviors of mudstone extracted from southern Taiwan. The experiments are divided into two parts, first part is the dynamic properties of mudstone, including the shear wave velocity measurement test after consolidation to estimate preconsolidation pressure of mudstone by its shear wave velocity. After that, combining with dynamic triaxial test to investigate dynamic properties of mudstone, and discussing the influence of effective confining pressure and stress state. Finally, to obtain completed dynamic properties curves of mudstone in southern Taiwan, the result of resonance column tests were combined. The second part is monotonic loading behaviors of mudstone, variation of stress and excess pore water pressure with axial strain, shear strength parameters of mudstone under monotonic loading are obtained by triaxial test under consolidated-undrained state.
The results show that the mudstone in the field estimated to be normally consolidated to slightly overconsolidated. The dynamic properties of mudstone that normalized shear modulus reduction curves and damping ratio curves are roughly at the low plasticity area suggested by Vucetic and Dobry (1991), this results are correspond to classification of mudstone by Unified Soil Classification System. Effective confining pressures and OCR affect the dynamic properties of mudstone like clay. As to shear strength parameters, cohesion is about 17~36 kPa and effective friction angle is about 23°~42°. Secant Young’s modulus (E50) is about 9 ~27 MPa, which is very weak rock or stiff clay.

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