摘 要
當土壤承受荷重，如興建結構物或填土時，會發生變形，而低滲透性的軟弱黏土壓密變形行為與時間相關。Taylor 和Merchant於1940年提出了一維壓密組合方程式，其中假設土壤孔隙比僅為有效應力及時間之函數，該方程式包含兩個壓縮性參數 及 ，分別描述在主壓密過程中的和有效應力相關的壓縮性及和時間相關的壓縮性。Mesri和共同研究者曾對此二參數進行研究，其中最主要的成果是獲得等向壓密條件下 及 之數據，並驗證了Taylor 和Merchant的壓密組合方程式，但尚未了解此二壓縮性參數之特性。
本研究主要是進行四聯式單向度壓密試驗來獲得軟弱粘土在主壓密過程中之 及 值，並探討此二參數在主壓密過程中的行為。由試驗所獲得之結果中應變率（ ）實測值及計算值之間具有良好的一致性，達到驗證壓密組合方程式的目的，此外觀察壓縮性參數在主壓密過程中並非維持常數，其變化的趨勢： 在主壓密初期具較大之變化量，之後則漸趨平緩； 則會隨應變增加至一最大值後開始遞減。

Abstract
When a soil layer is subjected to an imposed load, such as during the construction of a structure or fill, deformation will occur. Consolidation behavior of soft clay with low permeability is highly dependent on time. Taylor and Merchant proposed a constitutive equation of one- dimensional consolidation in 1940, which contains two compressibility parameters, i.e. with respect to effective stress, , and with respect to time, , during primary consolidation. Mesri and co-workers have studied these two compressibility parameters, and the most important achievements were a collection of the data of and under isotropic consolidation condition and confirmation of the validity of the constitutive equation by Taylor and Merchant. However, the characteristic of these two compressibility parameters is still in question.
The purposes of this study are to obtain the compressibility parameters of and of soft clay during primary consolidation and to discuss the behavior of these two compressibility parameters. Four oedometers connected in series are used to observe consolidation process of soft clay specimens. According to the test results, there is well consistency between the measured and computed strain rate ( ). Furthermore, compressibility parameters do not remain constant during primary consolidation, i.e. increases rapidly in early part of the primary consolidation stage and decreases with time, and increases to a maximum value with the increase in strain and then decrease.

目 錄
中文摘要…………………………………………………………Ⅰ
英文摘要…………………………………………………………Ⅱ
誌 謝…………………………………………………………Ⅳ
目 錄…………………………………………………………Ⅴ
表 目 錄…………………………………………………………Ⅷ
圖 目 錄…………………………………………………………Ⅸ
符 號 表…………………………………………………………ⅩⅨ

第一章 緒論……………………………………………………1
1.1 前言………………………………………………………1
1.2 研究方法…………………………………………………2
1.3 論文架構…………………………………………………2

第二章 文獻回顧………………………………………………3
2.1 前言………………………………………………………3
2.2 土壤壓密組合方程式……………………………………3
2.2.1 主壓密沉陷量推導………………………………….4
2.2.2壓密組合方程式的檢核……………………………..5
2.3 主壓密過程中的壓縮性參數……………………………6
2.3.1 和 在主壓密期間的行為…………… 7
2.3.2 和 之間的相互關係………………....8
2.4 主壓密歷時與壓縮量的關係……………………………9
2.5 串聯式壓密儀……………………………………………10
第三章 試驗計劃與方法………………………………………23
3.1 試驗材料…………………………………………………23
3.2 試驗項目…………………………………………………23
3.3 土壤一般物理性質試驗…………………………………23
3.4 中型壓密儀試驗…………………………………………24
3.4.1 試驗計劃…………………………………………….24
3.4.2 重製試樣製作步驟………………………………….25
3.5 傳統單向度壓密試驗……………………………………26
3.5.1試驗步驟……………………………………………..26
3.6 中原大學串聯式單向度壓密儀試驗……………………27
3.6.1儀器簡介……………………………………………..28
3.6.2主要機件……………………………………………28
3.6.3試驗步驟……………………………………………30
第四章 試驗結果………………………………………………38
4.1 一般物理性質試驗………………………………………38
4.2 傳統單向度壓密試驗……………………………………38
4.3 四聯式單向度壓密試驗…………………………………38
第五章 試驗結果分析與討論…………………………………….59
5.1 試體單元的分析…………………………………………59
5.1.1 試體單元的壓縮量與超額孔隙水壓……………….59
5.1.2 試體單元的有效應力與應變……………………….60
5.2 壓縮性參數 和 的評估方法……………….61
5.3 應變速率( )的實測值與計算值之關係…………..…..62
5.4 探討 和 在主壓密過程中的行為….………63
5.4.1 C*α與C*c之相互關係……………………………..63
5.4.2 和 與應變的關係……………………..63
5.4.3 與時間的關係……..65
5.5 不同試體厚度的主壓密完成時間………………………66
第六章 結論與建議………………………………………………128
6.1 結論……………………………………………………….128
6.2 建議……………………………………………………….129
參考文獻…………………………………………………………130

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