不等向壓密飽和砂土之動態變形行為

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姓名

曾正豐(Cheng-feng Tseng) 查詢紙本館藏

畢業系所

土木工程學系

論文名稱

不等向壓密飽和砂土之動態變形行為
(Dynamic deformation behavior of saturated sandy soils under anisotropic consolidation)

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摘要(中)

本研究利用動力三軸試驗儀器量測飽和石英矽砂之動態強度試驗，主要在求得不同相對密之石英矽砂試體在等向及不等向壓密條件下之動態強度曲線。本研究控制有效圍壓為0.5及1.0 kg/cm2，進行等向壓密Kc=1.0及非等向壓密Kc=1.5和Kc=2.0狀態下三種不同相對密度之動力三軸試驗，以探討石英矽砂於不同壓密應力比下及不同相對密度下的孔隙水壓、軸向變形行為及動態強度曲線之特性，作為分析液化地盤變形行為之參考。
試驗結果顯示在等向壓密下，施加反覆應力越大所激發之極限孔隙水壓比越低，在非等向壓密下，施加反覆應力越大所激發之極限孔隙水壓比越大，當壓密應力比越大受動態荷載作用下所激發之極限孔隙水壓比越小。石英矽砂之動態剪應力比隨著相對密度及壓密應力比增加而增加，但隨著有效圍壓的增加而下降。本研究並將試驗結果整理成不同相對密度及壓密應力比下反覆剪應力與剪應變及反覆軸差應力與軸向應變關係之關係，可用於估計土壤受震所產生之動態變形量。

摘要(英)

The saturated soils beneath shallow foundation are in an anisotropic consolidation state before earthquake. Their dynamic behaviors are closely related to building settlement located in a liquefaction-susceptible ground. This study performed a series of cyclic triaxial tests on isotropically and anisotropically consolidated remolded quartz sands to deduce the residual deformation characteristics. The test conditions being varied include the relative density, the confining pressure, and the anisotropic consolidation ratio Kc. The test results show that the higher the relative density and the lower the confining pressure, the smaller the deformation deduced. The larger the Kc, the more the residual deformation and the less the cyclic component. It is also found the residual deformation of soil sample loaded first with compressive force is larger than that of soil sample loaded first with tensional force. The difference of the above two residual deformations can be used to assess the differential settlement of building located in a liquefiable ground.

關鍵字(中)

★ 相對密度
★ 動力三軸試驗
★ 有效圍壓

關鍵字(英)

★ Volumetric strain
★ Excess pore pressure
★ Differential settlement
★ Anisotropic
★ Residual deformation
★ Cyclic deformation
★ Liquefaction
★ Dynamic triaxial test

論文目次

摘要 I
Abstract II
目錄 III
圖目錄 VI
表目錄 XIV
符號說明 XV
第一章緒論 1
1.1 前言 1
1.2 研究目的 2
1.3 研究方法 2
1.4論文架構 2
第二章文獻回顧 5
2.1 動態強度與破壞準則之定義 5
2.2 以動力三軸模擬初始剪應力下之動態荷載 7
2.3 土壤受循環荷載作用下之超額孔隙水壓激發 9
2.4初始剪應力對動態強度之影響 12
2.5 有效圍壓對動態強度之影響 15
2.6相對密度對動態強度之影響 20
2.7室內動態強度試驗與現地應力之轉換 25
第三章室內試驗 28
3.1試驗規劃 28
3.2動力三軸試驗 28
3.2.1 試體準備 28
3.2.2 動力三軸試驗設備 29
3.2.3 動力三軸試驗步驟 33
第四章試驗結果與討論 44
4.1 動態強度試驗結果 44
4.2 動態荷載作用下反覆及殘餘應變之行為 60
4.3不同電壓波形作用下殘餘應變之行為 71
4.4 超額孔隙水壓之激發 74
4.5 應力路徑 82
4.6 動態強度曲線結果比較 86
4.7室內試驗動態強度與現地應力之轉換 98
4.8 體積應變與最大剪應變 122
第五章結論與建議 127
5.1 結論 127
5.2建議 129
參考文獻 130
附錄A石英矽砂結果之附圖 133
附錄B 石英矽砂壓密試驗之原始資料 223

參考文獻

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指導教授

黃俊鴻(Jin-hung Hwang)

審核日期

2011-8-29

推文