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完整後設資料紀錄
DC 欄位 | 值 | 語言 |
---|---|---|
dc.contributor.advisor | 陳榮河 | |
dc.contributor.author | Yu-Wen Huang | en |
dc.contributor.author | 黃渝紋 | zh_TW |
dc.date.accessioned | 2021-06-16T23:52:06Z | - |
dc.date.available | 2016-07-27 | |
dc.date.copyright | 2012-07-27 | |
dc.date.issued | 2012 | |
dc.date.submitted | 2012-07-20 | |
dc.identifier.citation | 1. 中國國家標準 (1998),『CNS 14277 A1064』,地工合成材詞彙。
2. 李咸亨、胡衍榮、謝宗榮、劉家男、張達德、謝啟萬、陳榮河、郭勝雄、李維峰、周南山 (2001),『地工合成材料加勁擋土結構設計與施工手冊』,中華地工材料協會。 3. 洪勇善 (1999),『土釘擋土結構之力學行為』,博士論文。國立台灣大學 土木工程學系。 4. 沈哲緯(2005) ,『蜂巢格網加勁土壤之力學特性』,碩士論文,國立台灣 大學土木工程學系。 5. 邱佑銘(2005) ,『蜂巢格網擋土結構模型試驗』,碩士論文,國立台灣大 學土木工程學系。 6. 陳京位(2005) ,『針縫參數對碳纖維編織複合材料混合模式破壞韌性之影 響』,碩士論文,逢甲大學纖維與複合材料學系。 7. 陳榮河、張達德 (1992),『加勁土壤結構暫行技術手冊』,交通部台灣區 國道新建工程局使用手冊。 8. 張家豪 (2004),『地工蜂巢格網加勁於砂土路基之承載能力研究』,碩士 論文,中原大學土木工程學系。 9. 謝啟萬、郭耀章、張達德、吳政翰 (1999),『地工蜂格網應用於路基加勁』 之研究,第八屆大地工程學術研究討論會,台灣。 10. 魏照榮(2009),『地工合成物包裹砂柱試體之尺寸效應探討』,碩士論文, 淡江大學土木工程學系。 11. Bathurst, R. J. and Crowe, R. E., 1994, “Recent Case Histories of Flexible Geocell Retaining Walls in North America”, Proceedings of Symposium on Recent Case Histories of Permanent Geosynthetic-Reinforced Soil Retaining Walls, Tokyo, Japan, A. A. Balkema, pp. 17. 12. Bathurst, R. J. and Karpurapu, R., 1993, “Large Scale Triaxial Compression Testing of Geocell-Reinforced Granular Soils”, ASTM Geotechnical Testing Journal, Vol. 16, pp. 296-303. 13. Bathurst, R. J. and Knight, M. A., 1998, “Analysis of Geocell Reinforced-Soil Covers over Large Span Conduits”, Computers and Geotechnics Journal, Vol.22, pp. 205-219. 14. Bathurst, R. J. and Simac, M. R., 1993, “Laboratory Testing of Modular Unit-Geogrid Facing Connection”, ASTM Special Technical Publication. 15. Bathurst, R. J., Simac, M. R. and Berg, R. R., 1993, “Review of the NCMA Segmental Retaining Wall Design Manual for Geosynthetic-Reinforced Structures”, Transportation Research Board, Annual Conference, pp. 14. 16. Bishop, A. W. and Green, G. E., 1965, “The Influence of EndRestraint on the Compression Strength of a Cohesionless Soil”, Geotechnique, Vol. 15, pp.243-266. 17. Bolton, M. D., 1986, “The Strength and Dilatancy of Sands”, Geotechnique, Vol.36, pp. 65-78. 18. Cancelli, A., Rimoldi, P. and Montanelli, F., 1993, “Index and Performance Tests for Geocells in Different Applications”, Geosynthetic Soil Reinforcement Testing Procedures, ASTM STP 1190, pp. 64-75 19. Federal Highway Administration, 1998,“Geosynthetic Design and Construction Guidelines”, FHWA-HI-98. 20. Henkel, D. J. and Gilbert, G. C., 1952, “The Effect of Rubber Membranes on the Measured Triaxial Compression Strength of Clay Samples”,Geotechnique, Vol.3, pp. 20-29. 21. Khedkar, M. S. and Mandal, J. N., 2009, “Pullout Behaviour of Cellular Reinforcements,”Geotextiles and Geomembranes, Vol. 27, pp. 262-271. 22. Koerner, R. M., 1997,“Designing with Geosynthetics”, 4th Edition, Prentice Hall,USA. 23. Marsal, R. J., 1969, “Mechanical Properties of Rockfill Materials”, Proceedings of the 7th International Conference on Soil Mechanics and Foundation Engineering, Vol. 3, pp. 499-506. 24. Mhaiskar, S. Y. and Mandal, J. N., 1992, “Soft Clay Subgrade Stabilization Using Geocells”, Geotechnical Special Publication, Vol. 2, pp. 1092-1103. 25. Pokharel, S. K., Han, J., Leshchinsky, D., Parsons, R. L. and Halahmi, I., 2010, “Investigation of Factors Influencing Behavior of Single Geocell-Reinforced Bases under Static Loading”, Geotextiles and Geomembranes, Vol. 28, pp.570-578. 26. Presto Products Company, http://www.prestogeo.com/. 27. Presto Products Company, 2000, “The Geoweb Earth Retention System Technical Overview”. 28. Presto Products Company, 2002, “The Geoweb Earth Retention System Installation Guidline”. 29. Rajagopal, K., Krishnaswamy, N. R. and Madhavi Latha, G., 1999,“Behaviour of Sand Confined with Single and Multiple Geocells”, Geotextiles and Geomembranes, Vol. 17, pp. 171-184. 30. US Army Engineer Waterways Experiment Station, 1999, “Road Construction Using Sand-Grid (Geocell) Confinement”, Public Affairs Office, 3909 Halls Ferry Road , Vicksburg, USA. 31. Vidal, H., 1966, “The Principle of Reinforced Earth”, Highway Research Record, No. 282, pp. 1-16. 32. Webster, S. L., 1979, “Investigation of Beach Sand Trafficability Enhancement Using Sand-Grid Confinement and Membrane Reinforcement Concepts”, Report GL-79-20(1), Geotechnical Laboratory, US Army Engineer Waterways Experiment Station , Vicksburg, USA. 33. Webster, S. L., 1981, “Investigation of Beach Sand Trafficability Enhancement Using Sand-Grid Confinement and Membrane Reinforcement Concepts”, Report GL-79-20(2), Geotechnical Laboratory, US Army Engineer Waterways Experiment Station , Vicksburg, USA. 34. Wesseloo, J., Visser, A.T. and Rust, E., 2009 “The Stress–Strain Behaviour of Multiple Cell Geocell Packs”, Geotextiles and Geomembranes, Vol. 27, pp.31-38. | |
dc.identifier.uri | http://tdr.lib.ntu.edu.tw/jspui/handle/123456789/65585 | - |
dc.description.abstract | 加勁土壤結構近三十年來已發展成熟,在經濟性及安全性上皆已獲得肯定,也能符合現今各界所提倡之生態工法,故已廣泛地應用於大地工程上。其中,蜂巢格網之應用在國內外之案例雖不少,但對蜂巢格網的尺寸、形狀、格數對整體土壤加勁效果的影響仍未盡了解,又因大型蜂巢格網亦不易於實驗室進行試驗,故於設計分析蜂巢格網加勁結構時,應如何適切地選取力學參數,常令人困惑。
本研究以尼龍製成的蜂巢格網內填砂土或礫石,進行三軸壓縮試驗,試體的直徑有2.8吋及6.0吋兩種。研究中分別考慮土壤有無加勁、以及蜂巢格網的格室形狀(圓形、方形和六角形)、大小、格室數等各項變因對加勁土壤之應力-應變行為的影響。 試驗結果顯示,加勁土壤之摩擦角與未加勁土壤之摩擦角差異不大;其中以六角形格室之摩擦角較其他形狀稍高。視凝聚力則隨格室大小、形狀及格數之不同有較大的差異。最顯著者為單格之格室越小,視凝聚力越大;其中以平滑之圓形格室的視凝聚力最大,方形次之,而六角形最小。當格室大小及形狀固定而格數增加時,視凝聚力反而略為降低。此外,隨著圍壓增加,加勁效果愈不明顯;換言之,覆土壓力較小時,加勁成效較為顯著。至於土壤粒徑方面,對於礫石之加勁效果優於砂土,此亦顯示粒徑較大之土壤加勁時較能顯現成效。最後,利用理論式計算由加勁材圍束效應所增加的軸差應力增量與環向應力增量,並由分析與試驗結果比較顯示,加勁土壤於低圍壓時之行為較符合環向伸張模式(hoop tension theory),而於高圍壓時之行為則較類似薄殼壓縮模式(compression shell theory)。 | zh_TW |
dc.description.abstract | Reinforced soil structures have been developed for more than three decades. They have the merits in the aspects of economy and safety, and they also are considered as an ecological engineering method. Among them, geocells has been widely applied to geotechnical engineering; nevertheless, understanding about the effects of the size, shape, as well as number of the pocket of geocell is still unclear. Furthermore, conducting laboratory test on geocell of large size is difficult. Therefore, selecting appropriate parameters for designing geocell-reinforced structures remains a difficult task.
This study used a geocell made of nylon and filled within it with gravels or sands to conduct triaxial compression tests in two different sizes of triaxial cells, 2.8” and 6.0” in diameter, respectively. The factors considered were soil type, soil with or without reinforcement, as well as the shape (circle, block and hexagon), size and number of the pocket. The effects of these variables on the stress-strain behavior of geocell-reinforced soils were investigated. Test results showed that the difference in friction angle between reinforced soil and unreinforced soil was not much. For various pocket shapes, hexagon pocket showed the highest friction angle. On the other hand, the apparent cohesion of reinforced soil depends largely on the size, shape, and number of the pocket, of which the most significant factor is the pocket size. In other words, the soil reinforced with geocell of smaller pocket exhibited greater apparent cohesion. Moreover, the smooth circular pocket induced the highest apparent cohesion among all shapes, while that of hexagon pocket is the lowest. Remarkably, for same size and same shape of pocket, the apparent cohesion decreased with increasing number of pocket. In addition, as the confining stress on the reinforced soil increased the reinforcing effect became less significant, meaning that the effectiveness of reinforcement is more significant when under small overburden pressure. As to the grain size of soil, reinforced-gravel displayed better reinforcing effect than reinforced-sand. This result suggests that geocell is more effective to soil with larger grain sizes. Theoretical formulae are also used to estimate the increases in deviatoric stress and hoop tensile stress that induced by geocell, respectively, and the comparison is made between analytical and test results. It was found that the behavior of reinforced soil under low confining stress is similar to the prediction by hoop tension theory. When under high confining stress the compression shell theory is appropriate to predict the behavior of reinforced soil. | en |
dc.description.provenance | Made available in DSpace on 2021-06-16T23:52:06Z (GMT). No. of bitstreams: 1 ntu-101-R99521101-1.pdf: 3797058 bytes, checksum: 3fe981c7ba60ab83c6b1bcda64f65377 (MD5) Previous issue date: 2012 | en |
dc.description.tableofcontents | 摘要..................................................... II
Abstract................................................ III 目錄 .................................................... IV 表目錄................................................... VII 圖目錄 ................................................. VIII 符號表 .................................................. XII 第一章 緒論................................................ 1 1.1 前言.................................................. 1 1.2 研究動機與目的.......................................... 1 1.3 研究方法............................................... 1 1.4 研究內容............................................... 2 第二章 文獻回顧..............................................5 2.1 加勁土壤............................................... 5 2.1.1 加勁原理..............................................5 2.1.2 加勁土壤之優點........................................ 5 2.2 蜂巢格網之應用.......................................... 6 2.2.1 簡介.................................................6 2.2.2 特性................................................ 7 2.2.3 各項應用..............................................7 2.2.4 蜂巢格網的加勁機制..................................... 8 2.3 蜂巢格網之室內實驗....................................... 9 2.3.1 三軸壓縮試驗...........................................9 2.3.2 圍束效應.............................................10 2.3.3 無圍壓縮試驗......................................... 11 2.3.4 直接剪力試驗......................................... 12 2.3.5 拉出阻抗試驗......................................... 13 2.4 小結................................................. 13 第三章 試驗設備及材料........................................26 3.1 試驗規劃...............................................26 3.2 試驗設備及試驗方法.......................................26 3.2.1 三軸試驗儀器與相關設備..................................26 3.2.2 儀器校正.............................................28 3.2.3 橡皮膜勁度修正........................................28 3.2 土壤試體準備............................................29 3.3 蜂巢格網準備............................................30 3.3.1 蜂巢格網規劃..........................................31 3.3.2 蜂巢格網製程..........................................31 第四章 試驗材料工程性質.......................................38 4.1 砂土工程性質............................................38 4.1.1 粒徑分析.............................................38 4.1.2 含水量與比重試驗.......................................38 4.1.3 最大與最小乾單位重試驗..................................38 4.2 礫石工程性質試驗.........................................39 4.2.1 粒徑分析.............................................39 4.2.2 含水量與比重試驗.......................................39 4.2.3 最大與最小乾單位重試驗..................................39 4.3 蜂巢格網工程性質試驗.....................................40 4.3.1 材料密度.............................................40 4.3.2 厚度................................................41 4.3.3 單位面積質量..........................................41 4.4 蜂巢格網力學性質.........................................41 4.4.1 寬幅抗張強度..........................................41 4.4.2 接縫強度.............................................43 4.5 蜂巢格網之替代性材料與現地材料比較..........................44 第五章 蜂巢格網加勁土壤之三軸壓縮試驗...........................56 5.1 砂土之三軸壓縮試驗.......................................56 5.1.1 應力-應變關係 ........................................56 5.1.2 剪力強度參數..........................................56 5.2 加勁砂土(直徑2.8 吋)之三軸壓縮試驗 ........................56 5.2.1 不同格室形狀..........................................56 5.2.2 不同格室大小..........................................57 5.2.3 不同格室數量..........................................57 5.3 加勁砂土(直徑6 吋)之三軸壓縮試驗 ..........................58 5.3.1 不同格室形狀..........................................58 5.3.2 不同格室數量..........................................59 5.4 礫石三軸壓縮試驗.........................................60 5.5 加勁礫石三軸壓縮試驗.....................................60 5.5.1 小試體(直徑2.8 吋)之試驗結果 ...........................60 5.5.2 大試體(直徑6 吋)之試驗結果..............................61 第六章 討論與分析............................................88 6.1 加勁砂土三軸壓縮試驗結果與討論.............................88 6.1.1 格室形狀對剪力強度之影響................................88 6.1.2 試體尺寸對剪力強度之影響................................89 6.1.3 格室數對砂土剪力強度之影響..............................89 6.1.4 蜂巢格網張力強度對加勁砂土剪力強度之影響...................90 6.1.5 彈性模數.............................................90 6.1.6 應力強度加勁效果......................................91 6.1.7 圍束效應理論計算..................................... 91 6.1.8 徑向應變.............................................93 6.2 加勁礫石三軸壓縮試驗結果與討論.............................93 6.2.1 彈性模數.............................................93 6.2.2 應力強度加勁效果.......................................93 6.2.3 圍束效應理論..........................................94 6.3 不同加勁土壤三軸壓縮試驗結果與討論..........................94 6.4 綜合討論與總結..........................................94 6.4.1 剪力強度參數..........................................94 6.4.3 加勁效果.............................................96 第七章 結論與建議...........................................108 7.1 結論.................................................108 7.1.1 加勁砂土三軸試驗結論..................................108 7.1.2 加勁礫石三軸試驗結論..................................109 7.2 建議.................................................109 參考文獻 .................................................110 附錄A 2.8 吋三軸試驗儀校正資料...............................114 附錄B 6 吋三軸試驗儀校正資料.................................117 | |
dc.language.iso | zh-TW | |
dc.title | 三軸壓縮試驗探討蜂巢格網的圍束效應 | zh_TW |
dc.title | The Confinement Effect of Geocell under Triaxial Compression Test | en |
dc.type | Thesis | |
dc.date.schoolyear | 100-2 | |
dc.description.degree | 碩士 | |
dc.contributor.oralexamcommittee | 吳朝賢,劉家男 | |
dc.subject.keyword | 蜂巢格網,加勁土壤,三軸壓縮試驗,抗剪強度,圍束效應, | zh_TW |
dc.subject.keyword | geocells,reinforced soil,triaxial compression test,shear strength,confining effect, | en |
dc.relation.page | 120 | |
dc.rights.note | 有償授權 | |
dc.date.accepted | 2012-07-20 | |
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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