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完整後設資料紀錄
DC 欄位 | 值 | 語言 |
---|---|---|
dc.contributor.advisor | 翁作新 | |
dc.contributor.author | Shau-Hua Wu | en |
dc.contributor.author | 吳紹華 | zh_TW |
dc.date.accessioned | 2021-06-13T05:46:08Z | - |
dc.date.available | 2007-07-21 | |
dc.date.copyright | 2006-07-21 | |
dc.date.issued | 2006 | |
dc.date.submitted | 2006-07-11 | |
dc.identifier.citation | 參考文獻
[1] Seed, H. B. and Lee, K. L. (1966), “Liquefaction of saturated sands during cyclic loading, ” Journal of the Soil Mechanics and Foundation Division, ASCE, Vol. 92, No. SM6, pp. 105-134. [2] 陳嘉裕,(1999),「細粒料含量對砂土液化潛能之影響研究」,國立成功大學土木工程學研究所,碩士論文。 [3] 陳界文,(2001),「細粒料特性對土壤抗液化強度之影響」,國立台灣大學土木工程學研究所,碩士論文。 [4] Koester, J. P. (1993), “Effects of fines type and content on liquefaction potential of low-to-medium plasticity fine-grained soils, ” Proc. , Nat. Earthquake Conf. , Central United States Earthquake Consortium, Memphis, Tenn. , Vol. 1, pp. 67-75. [5] Guo, T. and Prakash, S. (1999), “Liquefaction of silts and silt-clay mixtures, ” Journal of Geotechnical and Geoenvironmental Engineering, ASCE, Vol. 125, No. 8, pp. 706-710. [6] Prakash, S. and Sandoval, J. A. (1992), “Liquefaction of low plasticity silts, ” Soil Dynamics and Earthquake Engineering, Vol. 11, pp. 373-379. [7] Puri, V. K. (1984), “Liquefaction behavior and dynamic properties of loessial (silty) soils, ” PhD thesis, University of Missouri-Rollo, Mo. [8] El Hosri, M. S., Brarez, H., Hicher, P. Y. (1984), “Liquefaction characteristics of silty clay, ” Proc. , 8th World Conf. on Earthquake Engrg. , Prentice-Hall, Englewood Cliffs, N. J. , No. 3 , pp. 277-284. [9] Martin, G. R. and Liam Finn, W. D. (1978) , “Effects of system compliance on liquefaction tests, ” Journal of the Geotechnical Engineering Division, Vol. 104, No. GT4, pp. 463-479. [10] 葉俊麟,(2005),「高細料土壤動力三軸試驗試體孔隙水壓激發之探討」,國立台灣大學土木工程學研究所,碩士論文。 [11] Kramer, Steven L. (1996), Geotechnical Earthquake Engineering , Prentice Hall, New Jersey. [12] Ishihara, K. (1996), Soil Behavior in Earthquake Geotecthnics, Oxford Science Publications, USA. [13] Head, K. H. (1986), Manual of Soil Laboratory Testing, Pentech Press, London, Vol. 3. [14] 詹松儒,(2000),「排水狀況對台北盆地粉土質砂土液化特性行為之研究」,國立台灣大學土木工程學研究所,博士論文。 [15] Seed, H. B. (1979), “Soil liquefaction and cyclic mobility evaluation for level ground during earthquakes”, Journal of the Geotechnical Engineering Division, ASCE, Vol. 105, No. GT2, pp. 201-255. | |
dc.identifier.uri | http://tdr.lib.ntu.edu.tw/jspui/handle/123456789/33786 | - |
dc.description.abstract | 摘要
一般動力三軸試驗水壓量測系統,於土壤試體頂部與底部以硬質Teflon管線連接至外部水壓計來進行水壓量測。不排水動力三軸試驗均假設土壤試體、儀器設備及水壓量測系統沒有體積變化;而實際上體積變化行為是存在於整個動態試驗系統中,如壓力變化將使連接管線及量測設備產生體積變化。因此,當試體某一點孔隙水壓改變時,不只是在試體中水壓之傳遞作用,也會使端部外接水壓量測系統產生體積變化,體積變化的空間必須要有水流產生來遞補,端部水壓計才能感受到試體內孔隙水壓的變化。細料含量較少的試體,其滲透性高,水流流動可迅速補水壓量測系統體積變化之空間,水壓計可即時反應孔隙水壓的變化;細料含量高之試體,滲透性低,水流流動遞補水壓量測系統體積變化之時間較長,使試體端部外接水壓計,不能即時反應土壤內部孔隙水壓變化之情形。 本研究為探討砂土細料含量對動力三軸試驗,超額孔隙水壓量測之影響,採用改良型動力三軸試驗儀,於試體內部不同高程位置裝設水壓計,並於動態試驗過程中量測試體端部、1/2及3/4高程處之孔隙水壓值。試驗結果發現,於細料含量較少之土壤試體,無論試體任何部位所量得之水壓值幾乎一致;細料含量較多之土壤試體,其試體3/4高程處水壓計水壓量測值會先達有效初始圍壓,1/2高程處水壓值次之,端部水壓值最慢。故於高細料含量試體,採用端部水壓計量測水壓值來判定土壤試體之抗液化強度,可能會有高估之情形。本研究採用不同位置水壓計量測值作為判定試體液化之依據,求得不同滲透係數試體,其內部不同位置水壓量測值判定試體所能承受的反覆作用次數,並與此試體端部水壓量測值判定試體所能承受的反覆作用次數相比。依不同試體滲透係數,用以修正一般動力三軸試驗,採用端部外接水壓計量測水壓值判定液化之反覆作用次數。 | zh_TW |
dc.description.abstract | Abstract
In the ordinary cyclic triaxial tests, the researchers often use small and stiff Teflon tubes to connect the cap and bottom of the specimen to the water pressure transducer. They assume that there is no change in the volume of specimen and measurement system in undrained tests. In fact, the volume change exists in the dynamic testing. When the pore water pressure changes in a certain location of the specimen, not only the water pressure transmission within the specimen, but the pressure would probably lead to the volume change of the water pressure measuring system. There must be water flow to fill the volume change, that the ends pore water pressure transducer can experience the pore water pressure changes. Water flow can occur quickly and the measurements reflect the pore water pressure change immediately for low fines contents specimen with higher permeability. Howerer, for the high fines contents specimen with lower permeability, the measurements cannot reflect the pore water pressure changes inside the specimen immediately. This study evaluates the effects of the fines contents on pore water pressure measurements. The pore water pressures at different locations (both ends, mid-height, 3/4-height) in the test specimen were measured in the dynamic triaxial tests. It is found that in an ordinary triaxial test, for specimen of lower fines contents, the pore water pressure sensors can obtain the same pore water pressure value. For specimen with higher fines contents, different pore water pressure values were obtained at different locations. The pore water pressure at 3/4-heigh of the specimen reach the initial effective pressure first, followed by that at mid-height of the specimen, and then that at the ends. Therefore, there is probable overestimate of the liquefaction resistance of the specimen with high fines contents in the ordinary dynamic triaxial test with pore water pressure measurements at the ends. This study obtain the correction ratios to adjust the liquefaction resistances obtained in the ordinary dynamic triaxial tests according to the permeability of the specimens. | en |
dc.description.provenance | Made available in DSpace on 2021-06-13T05:46:08Z (GMT). No. of bitstreams: 1 ntu-95-R93521101-1.pdf: 3828813 bytes, checksum: 34dbe9eee6ed10a52e4e4915bf5d1697 (MD5) Previous issue date: 2006 | en |
dc.description.tableofcontents | 目錄
誌謝 I 摘要 II Abstract III 目錄 IV 圖目錄 VII 表目錄 X 照片目錄 XI 第一章 緒論 1 1-1 研究動機與目的 1 1-2 研究內容與方法 2 第二章 文獻回顧 4 2-1 反覆動力三軸儀之試驗原理 4 2-2 細料成份對土壤抗液化潛能之影響 4 2-2-1 以相對密度為控制條件 5 2-2-2 以乾密度或孔隙比e為控制條件 5 2-2-3 以土壤塑性指數為控制條件 6 2-3 試驗系統體積變化對土壤抗液化潛能之影響 7 2-3-1 橡皮膜貫入效應 7 2-3-2 土壤試體飽和度 7 2-3-3 水壓量測系統體積變化之影響 8 第三章 試驗內容 17 3-1 試驗土樣 17 3-2 試驗儀器設備 17 3-2-1 CKC動力三軸試驗儀 17 3-2-2 改良型動力三軸室 19 3-3 試驗步驟 20 3-3-1 重模試體準備 20 3-3-2 試體安裝 21 3-3-3 通氣通水階段 22 3-3-4 反水壓飽和階段 22 3-3-5 壓密階段 23 3-3-6 試體滲透係數之量測 23 3-3-7 液化強度試驗與動態攝影 23 3-3-8 試驗數據彙整與分析 24 3-4 試體頸縮區段之量測方式 24 第四章 試驗結果與討論 38 4-1 不同細料含量砂土之滲透性 38 4-2 不鏽鋼管水壓計對土壤動態強度影響之驗證 38 4-3 不同細料含量試體之動態性質 39 4-3-1動力三軸試驗土壤液化判定準則 39 4-3-2 不同細料含量砂土之抗液化強度 39 4-3-3 細料含量對砂土動態強度特性之影響 40 4-4 細料含量對砂土試體超額孔隙水壓量測之影響 40 4-5 細料含量試體超額孔隙水壓量測與初始液化定義之關係 41 4-6 動力三軸試驗孔隙水壓量測影響之修正 42 4-6-1 砂土滲透性對動力三軸試驗孔隙水壓量測之影響 42 4-6-2 反覆作用次數之修正 43 4-6-3 CRR之修正 45 4-7 試體軸向應變量與土壤液化破壞行為之探討 45 4-8 細料含量對動態試驗試體頸縮行為之描述 47 第五章 結論與建議 74 5-1 結論 74 5-2 建議 75 參考文獻 76 | |
dc.language.iso | zh-TW | |
dc.title | 砂土細料含量對動力三軸試驗超額孔隙水壓量測之影響 | zh_TW |
dc.title | Effects of the fines contents on pore water pressure measurements in dynamic triaxial tests | en |
dc.type | Thesis | |
dc.date.schoolyear | 94-2 | |
dc.description.degree | 碩士 | |
dc.contributor.oralexamcommittee | 林美聆,李崇正 | |
dc.subject.keyword | 細料含量,液化,動力三軸試驗,體積變化,孔隙水壓,量測系統, | zh_TW |
dc.subject.keyword | fines contents,liquefaction,dynamic triaxial test,volume change,pore water pressure,compliance,measurements, | en |
dc.relation.page | 77 | |
dc.rights.note | 有償授權 | |
dc.date.accepted | 2006-07-13 | |
dc.contributor.author-college | 工學院 | zh_TW |
dc.contributor.author-dept | 土木工程學研究所 | zh_TW |
顯示於系所單位: | 土木工程學系 |
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