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| 研究生： |
陳元吉 Yuan-Chu Chen |
|---|---|
| 論文名稱： |
以加勁長度改善高含水量下粘土加勁擋土牆穩定性之研究 Effectiveness of reinforcement length in improving the stability of Mechanically Stabilized Earth Wall at high water content |
| 指導教授： |
陳慧慈
Huei-Tsyr Chen 李崇正 Chung-Jung Lee |
| 口試委員: | |
| 學位類別： |
碩士 Master |
| 系所名稱： |
工學院 - 土木工程學系 Department of Civil Engineering |
| 畢業學年度： | 92 |
| 語文別： | 中文 |
| 論文頁數： | 137 |
| 中文關鍵詞： | 黏土加勁擋土牆 、離心模型試驗 、臨界加勁長度 |
| 外文關鍵詞： | centrifuge modeling tests, Mechanically Stabilized Earth Wall with clayey s, critical reinforcement length |
| 相關次數： | 點閱：13 下載：0 |
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加勁擋土牆在設計時是以透水性佳的優良級配砂作為回填材料。但在施工現場常為了節省經費而直接使用現地透水性差的黏性土壤回填，這種作法顯然地違反當初設計時的假設。透水性差的黏土有可能因連日大雨而使含水量上升，造成土壤不排水剪力強度減低而側向土壓力增高的情況，甚至因而崩塌。
本研究主要利用大地工程離心機進行黏土加勁擋土牆的離心模型實驗，討論以改變加勁長度對改善高含水量下黏土加勁擋土牆穩定性之效果。
研究結果可得下列結論：1.土壤經水洗後，性質仍與未水洗的土壤相同。2.適當地增長加勁長度對擋土牆的穩定性幫助很大，但有極限值存在；以中大紅土為背填土的加勁擋土牆為例，在含水量為41%時，其臨界加勁長度為牆高的1.35倍。3.加勁擋土牆的加勁區末端會有沈陷區產生。4.當加勁長度為臨界加勁長度時，可改善69%的牆面頂沈陷及64%的牆面頂前傾。5.在高含水量黏土加勁擋土牆穩定性的改善對策中，以增長加勁長度的方式，在臨界加勁長度以下時，較陳柏文(2003)提出減少加勁間距的方法節省材料的使用量。
Mechanically Stabilized Earth Wall (MSEW) is required to use the high quality granular soil as reinforced backfill materials. However, in many cases the low quality in-situ clayey soil is frequently used instead to cut down the cost, which obviously violates the design assumptions. In addition, the clayey soil backfill may increase in water content during heavy rainfall, and that will result in decreasing of undrained shear stress of clayey soil and increasing of lateral earth pressure, sometimes leading to collapse of wall.
A series of centrifuge modeling tests have been performed to study the effectiveness of reinforcement length in improving the stability of MSEW with clayey soil backfill of high water content.
From this study, the conclusions can be drawn as following: (1)There is no significant difference in mechanical properties between water-purged soil sample and non-water-purged soil sample; (2)Appropriately increasing reinforcement length can improve the stability of MSEW. The critical reinforcement length of MSEW with clayey soil backfill is 1.35H at 41% water content; (3)Settlement zone will occur at the end of the reinforcement on the top of the wall; (4)Increasing reinforcement length to the critical length can reduce 69% settlement and 64% horizontal displacement of crest of the wall; (5)The way with increasing reinforcement length under the critical length can save more quantities of material than the way with reducing reinforcement spacing to achieve the same stability.
[1]李咸亨，「神戶地震中加勁擋土牆的行為」，現代營建，第210期，第24-29頁（1997）。
[2]單信瑜，「地工合成材料於山坡掩埋場之應用」，地工技術，第73期，第57-66頁（1999）。
[3]陳榮河，「地工合成材於掩埋場之應用」，地工技術，第71期，第57-63頁（1999）。
[4]Mechanically Stabilized Earth Walls and Reinforced Soil Slopes Design and Construction Guidelines, U.S., Department of Transportation Federal Highway Administration(FHWA), NHI Course, No. 132042(2001).
[5]Zornberg, J. G., Sitar, N., and Mitchell, J. K., “Limit Equilibrium as Basis for Design of Geosynthetic Reinforced Slopes,” Journal of Geotechnical and Geoenvironmental Engineering, Vol.124, No.8, pp.684-698(1998).
[6]Porbaha, A., and Goodings, D. J., “Centrifuge Modeling of Geotextile-Reinforced Steep Clay Slopes,” Canadian Geotechnical Journal, Vol. 33, pp696-704(1996).
[7]Porbaha, A., and Goodings, D. J., “Centrifuge Modeling of Geotextile-Reinforced Cohesive Soil Retaining Walls,” Journal of Geotechnical Engineering, Vol.122 No.10 pp.840-847(1996).
[8]周南山，「加勁擋土結構之分析設計及其在公路與高鐵之應用（一）」，現代營建，第216期，第11-18頁（1997）。
[9]周南山，「加勁擋土結構之分析設計及其在公路與高鐵之應用（二）」，現代營建，第217期，第23-30頁（1997）。
[10]周南山，「加勁擋土結構之分析設計及其在公路與高鐵之應用（三）」，現代營建，第218期，第19-28頁（1997）。
[11]Yang, Z., “Strength and Deformation characteristics of Reinforced Sand”,Ph.D Dissertation,University of California at Kos Angeles(1972).
[12]Jewell, R. A., Millilgan, G. W. E., Sarsby, R. W., and Dubois, D., “Interaction Between Soil and Geogrids,” Proc. Symp. On Polymer Grid Reinforcement in Civil Engineering, Science and Engineering Research Council and Netlon Limited, March 22-23(1984).
[13]陳景文、吳宗欣、Claybourn, A. F.，「不同地工織物擋土牆設計方法之比較」，地工技術雜誌，第43期，第43-49頁（1993）。
[14]Huang, C. C., “Report on Three Unsuccessful Reinforced Walls,” Recent Case Histories of Permanent Geosynthetic-Reinforced Soil Retaining Walls, (eds. Tatsuoka & Leshchinsky), Balkema, Rotterdam pp. 219-222(1994).
[15]Porbaha, A., and Goodings, D. J., “Laboratory Investigation of Nonuminformly Reinforced Soil-Retaining Structures,” Geotechnical Testing Journal, Vol. 20, No. 3, pp289-295 (1997)
[16]Suah, P. G., and Goodings, D. J., “PART 4 GEOSYNTHETICS IN TRANSPORTATION FACILITIES - Failure of Geotextile-Reinforced Vertical Soil Walls with Marginal Backfill,” Transportation Research Record, No. 1772, pp. 183-189 (1989).
[17]Goodings, D. J., and Santamarina, J. C., “Reinforced Earth and Adjacent Soils: Centrifuge Modeling Study,” Journal of Geotechnical Engineering, Vol. 115, No. 7, pp. 1021-1025(1989).
[18]Leshchinsky, D., Volk, J. C., and Reinschmidt, A. J., ”Stability of Geotextile-Retained Earth Railroad Embankments,” Geotextiles and Geomembranes, 3, 105-128(1986).
[19]Shahar, Y., and Frydman, S., ”Centrifuge modeling of narrow reinforced retaining walls,” Physical Modeling in Geotechnics, pp. 1005-1010 (2002).
[20]章為民、賴忠中、徐光明，「加筋擋土牆離心模型試驗研究」，土木工程學報，第33卷，第3期，第84～91頁（2000）。
[21]楊錫武、歐陽仲春，「加筋高路堤陡坡邊坡離心模型的研究」，土木工程學報，第33卷，第5期，第88～91頁（2000）。
[22]Zornberg, J. G., Sitar, N., and Mitchell, J. K. , ”Performance of Geosynthetic Reinforced Slopes at Failure,” Journal of Geotechnical and Geoenvironmental Engineering, Vol.124, No.8, pp.670-683 (1998)
[23]陳柏文，「以離心模型試驗探討高含水量黏性背填土加勁擋土牆之穩定性」，碩士論文，國立中央大學土木工程學系，中壢。
[24]沈茂松，實用土壤力學試驗，文笙書局，台北，第380-387頁（1989）。
[25]李崇正，林志棟，林俊雄，「大地工程研究者之新具：離心模型試驗」，岩盤工程研討會論文集，中壢，第649-669頁（1994）。
[26]Acutronic, Civil Engineering Centrifuge Model 665-1 Installation Manual 5941E, France (1992).
[27]Acutronic, Geotechnical Centrifuge Model 665-1 Product Description 5933H, France (1993).
[28]Acutronic, Geotechnical Centrifuge Model 665-1 Technical Proposal 6022, France (1993).
