飽和砂土等向及非等向壓密不排水三軸試驗力學特性之研究

陳嘉謙

doi:10.6833/CJCU.2008.00118

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飽和砂土等向及非等向壓密不排水三軸試驗力學特性之研究

Behavior of Saturated Sand in Isotropic and Anisotropic Consolidation Triaxial Undrained Tests

陳嘉謙 , Masters　　Advisor：陳怡睿　　Co-advisor ：謝舜傑

繁體中文 DOI： 10.6833/CJCU.2008.00118

等向壓密；非等向壓密；飽和砂土；力學特性；三軸試驗；收縮性；膨脹性； isotropic consolidation ； anisotropic consolidation ； saturated sand ； mechanical characteristics ； triaxial test ； contraction ； dilatancy

Abstract │ Reference (46) │ Times Cited (2) │ Altmetrics

Abstract 〈TOP〉

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In this research, isotropic and anisotropic consolidation triaxial undrained test was used to test Mai Liao sand. The mechanical characteristics of the saturated sand were investigated under various initial conditions and stress paths. Under the initial conditions: sand sample with three different relaqtive densities of 40%, 50%, 60%, cyclic undrained shear test was performed. In isotropic case, the initial effective normal stresses were 100, 200, 300kPa. In anisotropic case, the initial values of lateral earth pressure coefficient kc were 0.4, 0.5, 0.67 under various effective lateral and normal stresses.

The results showed that for saturated sand with different relative density the larger the relative density, the higher shear resistance and damage was not easy to occur. When stress ratio was so great that the sand sample failed, phase transformation occurred in both compression and tension sides. Loose sand showed plastic contraction (corresponding to elastic dilatancy), while dense sand shows plastic dilatancy (corresponding to elastic contraction). That is, with different relative density, plastic contraction or dilatancy may occur.

In the beginning of shear test, the pore pressure increased rapidly, and then slowly or even decreased with the increment of shear strain. Therefore, the changes of plastic contraction or dilatancy, and pore pressure depend on relative density of the sand and effective confined pressure.

The results in anisotropic case showed that the mechanical behavior of plastic contraction or dilatancy were the same as that in isotropic case. When the value of kc was changed, the residual stress path always followed the stress path of damage curve. It also showed that with the same relative density and different kc, initial effective lateral stresses did not affect stress path of damage of the sample in both isotropic and anisotropic cases.

Reference ( 46 ) 〈TOP〉

4. 范恩碩(2004)，以九二一集集地震案例探討細料對液化潛能評估之影響，國立成功大學土木工程研究所博士論文。
連結：
9. 陳致銘(2006)，動力三軸試驗應用於評估土壤液化潛能之適用性研究，國立成功大學土木工程研究所碩士論文。
連結：
10. 廖元憶(2005)，台灣西南沿海高細粒料含量砂土的探討，國立成功大學土木工程研究所碩士論文。
連結：
11. 廖仲凱(2006)，飽和砂土三軸試驗力學特性之研究，私立長榮大學土地與管理開發研究所碩士論文。
連結：
12. 廖展豐(2004)，砂質土層承受地震荷重之試驗沉陷分析與數值模擬，國立成功大學土木工程學研究所碩士論文。
連結：

Times Cited (2) 〈TOP〉

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