黄土地区公路边坡稳定性分析
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摘要
在公路高速发展的今天,各种地质情况下的公路建设已经越来越多。黄土地区是滑坡泥石流多发的地区,边坡稳定性的研究是目前人们关注的重要问题。因此,有必要进一步对在实际工程中边坡进行理论研究和实际探讨,从而有针对性地提出可靠的研究分析方案。
本文主要通过研究山西省广灵-浑源高速公路上韩村黄土边坡段,在调研了研究区域边坡的地形地貌、天气、水文、地震等条件基础上,分析对边坡的边坡稳定性的影响因素。
采用极限平衡法中的圆弧法,对所研究的上韩村边坡进行分析,求稳定安全系数,在理论上得出边坡是否是稳定的。
运用FLAC 3D软件对上韩村黄土边坡进行建立三维数值模型。运用强度折减法对上韩村黄土边坡进行应力、位移、剪应力的分析,通过对比天然状态下、开挖时、开挖后之间的位移和应力图,表明随着开挖的进行,边坡开挖面位移增大,对边坡稳定性影响较为严重;在坡脚出现应力集中使边坡处于亚稳定状态对于黄土边坡来说,如何选择开挖的坡度,是研究的一个重要的问题。因为如果我们放坡的角度过大,边坡容易滑塌、崩塌;若放坡的坡度过小,虽然边坡会变得比较稳定、安全,但是相对的我们做的工作会增加,不经济。为了更好的选择坡度,文章对不同坡度进行了边坡稳定性的计算与分析,分析比较得出坡度为40°是开挖最优方案。
With the current quickening development of highways, highway construction is increasingly practiced in various geological conditions. Loess land usually suffers frequent landslides and debris flows and this makes the stability analysis on the side slopes an important issue and also a top concern at the moment. Therefore, it is of great necessity to do a theoretical research and practical discussion on side slope in the actual construction and state out reliable research and analysis plans by focusing on research questions.
This paper mainly studies the loess slope area of the highway from Guangling city to Hunyuan city in Shanxi province and analyzes the influencing factors affecting the stability of side slope on the basis of geographic conditions obtained in the investigation and survey within the survey region such as land form and feather, weather, hydrology, earthquake and so on.
This paper adopts the cyclographic method of the method of limit equilibrium to analyze the side slope of Shanghan village as the research object for stability factors and theoretically figures out whether the side slope is stable.
This paper then uses the software called FLAS 3D to establish a three-dimensional numerical model of the loess slope of Shanghan village. After that, strength reduction method is used to analyze the stress, displacement and shearing strength of the loess slope of Shanghan village. By comparing the displacement and stress diagrams in natural conditions, that in excavation and that after excavation, it reveals that the displacement of the cut surface of the side slope are expanding in the process of excavation and this would severely influence the stability of side slope. As to loess slope, how to select an appropriate degree of slope for excavation is a important research question, because the stress concentration at the foot of the slope makes the side slope in a metastable state. If a big degree is chose, the side slope would easily slump and collapse. If a small degree is chose, the side slope would become stable and safe but would expand our work and cost more money. In order to find out a proper degree, this paper calculates and analyzes the stability of various slopes and hold that a degree of 40 for excavation would be the best plan.
本文主要通过研究山西省广灵-浑源高速公路上韩村黄土边坡段,在调研了研究区域边坡的地形地貌、天气、水文、地震等条件基础上,分析对边坡的边坡稳定性的影响因素。
采用极限平衡法中的圆弧法,对所研究的上韩村边坡进行分析,求稳定安全系数,在理论上得出边坡是否是稳定的。
运用FLAC 3D软件对上韩村黄土边坡进行建立三维数值模型。运用强度折减法对上韩村黄土边坡进行应力、位移、剪应力的分析,通过对比天然状态下、开挖时、开挖后之间的位移和应力图,表明随着开挖的进行,边坡开挖面位移增大,对边坡稳定性影响较为严重;在坡脚出现应力集中使边坡处于亚稳定状态对于黄土边坡来说,如何选择开挖的坡度,是研究的一个重要的问题。因为如果我们放坡的角度过大,边坡容易滑塌、崩塌;若放坡的坡度过小,虽然边坡会变得比较稳定、安全,但是相对的我们做的工作会增加,不经济。为了更好的选择坡度,文章对不同坡度进行了边坡稳定性的计算与分析,分析比较得出坡度为40°是开挖最优方案。
With the current quickening development of highways, highway construction is increasingly practiced in various geological conditions. Loess land usually suffers frequent landslides and debris flows and this makes the stability analysis on the side slopes an important issue and also a top concern at the moment. Therefore, it is of great necessity to do a theoretical research and practical discussion on side slope in the actual construction and state out reliable research and analysis plans by focusing on research questions.
This paper mainly studies the loess slope area of the highway from Guangling city to Hunyuan city in Shanxi province and analyzes the influencing factors affecting the stability of side slope on the basis of geographic conditions obtained in the investigation and survey within the survey region such as land form and feather, weather, hydrology, earthquake and so on.
This paper adopts the cyclographic method of the method of limit equilibrium to analyze the side slope of Shanghan village as the research object for stability factors and theoretically figures out whether the side slope is stable.
This paper then uses the software called FLAS 3D to establish a three-dimensional numerical model of the loess slope of Shanghan village. After that, strength reduction method is used to analyze the stress, displacement and shearing strength of the loess slope of Shanghan village. By comparing the displacement and stress diagrams in natural conditions, that in excavation and that after excavation, it reveals that the displacement of the cut surface of the side slope are expanding in the process of excavation and this would severely influence the stability of side slope. As to loess slope, how to select an appropriate degree of slope for excavation is a important research question, because the stress concentration at the foot of the slope makes the side slope in a metastable state. If a big degree is chose, the side slope would easily slump and collapse. If a small degree is chose, the side slope would become stable and safe but would expand our work and cost more money. In order to find out a proper degree, this paper calculates and analyzes the stability of various slopes and hold that a degree of 40 for excavation would be the best plan.
引文
[1]袁灿.基于强度折减法的浅变质岩风化层边坡稳定性研究[D].武汉:武汉理工大学,2008:20-23.
[2]张鑫.大直径超长桩的质量检测及数值模拟研[D].沈阳:东北大学,2009:43-44.
[3]徐杰楠.陕北子靖高速魏家楼黄土边坡稳定性分析与评价[D].西安:西安科技大学,2008:32-34.
[4]孟祥燕.浅析公路路基边坡防护方法[D].西安:西安科技大学,2008:51-53.
[5]张信兴.浅谈黄土边坡失稳机理及防治措施[J].吕梁高等专科学校学报,2009,(1):13-14.
[6]冯运涛.某工程中的天然黄土边坡稳定性分析[J].山西建筑,2009,(16):19-21.
[7]朱德开.黄土填方高边坡稳定性分析研究[J].山西建筑,2009,(17):27-28.
[8]王伟浅谈黄土边坡稳定性与防治技术研究进展[J].科技情报开发与经济,2009,(10):32-34.
[9]董建华,朱彦鹏,地震作用下土钉支护边坡稳定性计算方法[J].振动与冲击,2009,(3):41-42.
[10]李帆,杨建国.黄土边坡稳定性分析方法研究[J].铁道工程学报,2008,(12):61-62.
[11]朱彦鹏,谷玉朝,李忠.框架预应力锚杆支护黄土边坡土压力分布模型试验[J].兰州理工大学学报,2008,(3):33-35.
[12]高建勇,陈艳霞,党进谦.基于范数灰关联的黄土边坡稳定性影响分析[J].人民长江,2007,(8):47-48.
[13]赵花丽.对黄土地区深路堑边坡合理断面形式的研究[J].路基工程,2008,(2):54-57.
[14]梁伟,高德彬,倪万魁.三维网植草技术在黄土路堑边坡的应用与试验[J].路基工程,2008,(2):43-44.
[15]叶万军,王贵荣,温乃宁等.黄土路堑高边坡坡体排水断面优化计算方法[J].西安科技大学学报,2008,(1):56-57.
[16]张水生.山西某露天煤矿边坡滑坡成因及变形机理分析[J].资源环境与工程,2008,(1):31-32.
[17]王晓强.非饱和黄土土体水分入渗增湿计算[J].人民长江,2008,(1):46-48.
[18]赵花丽.黄土地区边坡侵蚀的机理[J].孝感学院学报,2007,(6):13-14.
[19]安民,杨宏丽,苏武斌.西北黄土地区边坡设计选型[J].武汉大学学报(工学版),2007,(6):19-21.
[20]叶万军,杨更社.黄土高边坡稳定性评价的改进可拓工程法[J].煤田地质与勘探,2007:39-40.
[21] Duncan. State of the the art: Limit equilibrium and Finite Element analysis of slopes [J]. Journal of Geotechnical Engineering. Vol. 122, No, 7, July. 1996:577-595.
[22] Ugai K A. method of calculation of total factor of safety of slopes by Elaso-plastic FEM[J].Soils and Foundations, 1989, 29(2): 190-195.
[23] Ugai .K, Leshchinshy D Three dimensional limit equilibrium and finite element reduction technique[J]. Soils and foundations, 1992,32,(1):59-70.
[24] Sivakumar Bubu GL, Mukesh M.D., Effect of soil variability on reliability of soil slopes[J]. Geotechnique, 2004,54(5):335-337.
[25] Raymond W.M., Cheng and Wilson H. Tang. Reliability of Deteriorating Slopes[J]. G eotechnical and Geoenvironmental Engineering, 2005, 131(5):589-597.
[26] R. W. M. CHEUNG and W. H. TANG. Realistic assessment of slope reliability for effective landslide hazard management[J]. Geotechnique, 2005,55(1): 85-94.
[27]徐张建.中国黄土与黄土滑坡[J].岩石力学与工程学报,2007,26(7):77-79.
[28]高德彬,倪万魁,杨泓全.高速公路黄土路堑高边坡现场冲刷试验研究[J].中外公路,2007,(3):48-50.
[29]边世斌,王琛,穆荣芳.黄土路堑高边坡坡体排水断面设计计算[J].水利与建筑工程学报,2007,(3):32-35.
[30]刘鹏.三门峡-大坝公路深路堑黄土边坡设计及稳定性评价[J].安徽建筑,2007,(3):10-11.
[31]高建勇,党进谦,陈艳霞等.考虑含水量的黄土高边坡稳定性预测模型研究[J].西北农林科技大学学报(自然科学版),2007,(6):65-67.
[32]文畅平.黄土边坡稳定性的属性识别模型[J].水利水运工程学报,2007,(2):78-79.
[33]李炜,张小荣,郑南翔.黄土边坡地质结构模型研究[J].公路交通科技(应用技术版),2007,(5):65-68.
[34]王鹏,刘倍利.黄土坡面径流量计算方法的优化分析[J].科技咨询导报,2007,(14):45-47.
[35]张丽萍.有限元强度折减法验算黄土高路堤边坡稳定性[J].西部探矿工程,2007,(5):31-33.
[36]陈希哲.土力学地基基础(第4版)[M].北京:清华大学出版社,2004:224-234.
[37] P. Cochonat, G. Ollier and J. L. Michel Evidence for slope instability and current-induced sediment transport, the RMSTitanic wreck search area, Newfoundland rise Geo-Marine Letters Volume 9, Number 3 / 1989.9: 219-221.
[38] Thomas Brey and Julian Gutt The genus Sterechinm (Echinodermata: Echinoidea) on the Weddell Sea shelf and slope (Antarctica): distribution, abundance and biomass Polar Biology Volume 11, Number 4 / 1991.8: 122-125.
[39] Ming-Chung Lin, Wen-Jye Juang and Ting-Kuei Tsay Applications of the Mild-Slope Equation to Tidal Computations in the Taiwan Strait Journal of Oceanography Volume 56, Number 6 / 2000/12:78-80.
[40] Dawson E M, Roth W H, Drescher A. Slope stability analysis by strength reduction[J].Geotechnique, 1999,49(6): 835-840.
[41] Zhen Xiang, Geb W. Thomas, Kristopher M. Thornburg, Nathalie Cabrol, Edmond Grin and Robert C. Anderson Slope Perception from Monoscopic Field Images: Applications to Mobile Robot Navigation Journal of Intelligent and Robotic Systems Volume 54, Number 4 / 2009.4: 98-100.
[42] Yao Liang, Depei Zhou, Tao Yang and Gang Zhao Application of in Situ Stress Regression Method in Rock Slope Stability Analysis Geotechnical Engineering for Disaster Mitigation and Rehabilitation Part 5: 87-89.
[43] Duncan J M.State of the art: limit equilibrium and finite element analysis of slope[J]. Journal of Geotechnical Engineering Division, ASCE, 1996, 122(7):577-596.
[44] B. K. Low, R. B. Gilbert, and S. G. Wright, members, ASCE, Slope reliability Analysis Using generalized Method Of Slices[J]. Geotechnical and Geoenvironmental Engineering, 1998(4):350-362.
[45]刘波,韩彦辉.FLAC原理、实例与应用指南[M] .北京:人民交通出版社,2005.
[46]张学言.岩土塑性力学基础[M].天津:天津大学出版社,2004:70-72.
[47]董鹏.基于ANSYS软件I拘FLAC3D实体建模[J].山西建筑,2007,33(3):350～351.
[48]苗青.边坡稳定性研究的随机分析方法[J].云南水力发电,2001,17(3):23-25.
[49]赵寿刚.蒙特卡罗法在土质边坡可靠性分析中的应用[J].人民黄河,2006,28(5):71-73.
[50]袁景.基于Monte.Carlo方法的边坡可靠性分析[J].辽宁工程技术大学学报,2005,24(增):11-12.
[51]陈祖煜等.岩质边坡稳定性分析[M].北京:中国水利水电出版社,2005:728～734.
[52]高涛.SLOPE/W程序在土质边坡稳定性分析中的应用[J].西安科技大学学报,2006,26(2):184-188.
[2]张鑫.大直径超长桩的质量检测及数值模拟研[D].沈阳:东北大学,2009:43-44.
[3]徐杰楠.陕北子靖高速魏家楼黄土边坡稳定性分析与评价[D].西安:西安科技大学,2008:32-34.
[4]孟祥燕.浅析公路路基边坡防护方法[D].西安:西安科技大学,2008:51-53.
[5]张信兴.浅谈黄土边坡失稳机理及防治措施[J].吕梁高等专科学校学报,2009,(1):13-14.
[6]冯运涛.某工程中的天然黄土边坡稳定性分析[J].山西建筑,2009,(16):19-21.
[7]朱德开.黄土填方高边坡稳定性分析研究[J].山西建筑,2009,(17):27-28.
[8]王伟浅谈黄土边坡稳定性与防治技术研究进展[J].科技情报开发与经济,2009,(10):32-34.
[9]董建华,朱彦鹏,地震作用下土钉支护边坡稳定性计算方法[J].振动与冲击,2009,(3):41-42.
[10]李帆,杨建国.黄土边坡稳定性分析方法研究[J].铁道工程学报,2008,(12):61-62.
[11]朱彦鹏,谷玉朝,李忠.框架预应力锚杆支护黄土边坡土压力分布模型试验[J].兰州理工大学学报,2008,(3):33-35.
[12]高建勇,陈艳霞,党进谦.基于范数灰关联的黄土边坡稳定性影响分析[J].人民长江,2007,(8):47-48.
[13]赵花丽.对黄土地区深路堑边坡合理断面形式的研究[J].路基工程,2008,(2):54-57.
[14]梁伟,高德彬,倪万魁.三维网植草技术在黄土路堑边坡的应用与试验[J].路基工程,2008,(2):43-44.
[15]叶万军,王贵荣,温乃宁等.黄土路堑高边坡坡体排水断面优化计算方法[J].西安科技大学学报,2008,(1):56-57.
[16]张水生.山西某露天煤矿边坡滑坡成因及变形机理分析[J].资源环境与工程,2008,(1):31-32.
[17]王晓强.非饱和黄土土体水分入渗增湿计算[J].人民长江,2008,(1):46-48.
[18]赵花丽.黄土地区边坡侵蚀的机理[J].孝感学院学报,2007,(6):13-14.
[19]安民,杨宏丽,苏武斌.西北黄土地区边坡设计选型[J].武汉大学学报(工学版),2007,(6):19-21.
[20]叶万军,杨更社.黄土高边坡稳定性评价的改进可拓工程法[J].煤田地质与勘探,2007:39-40.
[21] Duncan. State of the the art: Limit equilibrium and Finite Element analysis of slopes [J]. Journal of Geotechnical Engineering. Vol. 122, No, 7, July. 1996:577-595.
[22] Ugai K A. method of calculation of total factor of safety of slopes by Elaso-plastic FEM[J].Soils and Foundations, 1989, 29(2): 190-195.
[23] Ugai .K, Leshchinshy D Three dimensional limit equilibrium and finite element reduction technique[J]. Soils and foundations, 1992,32,(1):59-70.
[24] Sivakumar Bubu GL, Mukesh M.D., Effect of soil variability on reliability of soil slopes[J]. Geotechnique, 2004,54(5):335-337.
[25] Raymond W.M., Cheng and Wilson H. Tang. Reliability of Deteriorating Slopes[J]. G eotechnical and Geoenvironmental Engineering, 2005, 131(5):589-597.
[26] R. W. M. CHEUNG and W. H. TANG. Realistic assessment of slope reliability for effective landslide hazard management[J]. Geotechnique, 2005,55(1): 85-94.
[27]徐张建.中国黄土与黄土滑坡[J].岩石力学与工程学报,2007,26(7):77-79.
[28]高德彬,倪万魁,杨泓全.高速公路黄土路堑高边坡现场冲刷试验研究[J].中外公路,2007,(3):48-50.
[29]边世斌,王琛,穆荣芳.黄土路堑高边坡坡体排水断面设计计算[J].水利与建筑工程学报,2007,(3):32-35.
[30]刘鹏.三门峡-大坝公路深路堑黄土边坡设计及稳定性评价[J].安徽建筑,2007,(3):10-11.
[31]高建勇,党进谦,陈艳霞等.考虑含水量的黄土高边坡稳定性预测模型研究[J].西北农林科技大学学报(自然科学版),2007,(6):65-67.
[32]文畅平.黄土边坡稳定性的属性识别模型[J].水利水运工程学报,2007,(2):78-79.
[33]李炜,张小荣,郑南翔.黄土边坡地质结构模型研究[J].公路交通科技(应用技术版),2007,(5):65-68.
[34]王鹏,刘倍利.黄土坡面径流量计算方法的优化分析[J].科技咨询导报,2007,(14):45-47.
[35]张丽萍.有限元强度折减法验算黄土高路堤边坡稳定性[J].西部探矿工程,2007,(5):31-33.
[36]陈希哲.土力学地基基础(第4版)[M].北京:清华大学出版社,2004:224-234.
[37] P. Cochonat, G. Ollier and J. L. Michel Evidence for slope instability and current-induced sediment transport, the RMSTitanic wreck search area, Newfoundland rise Geo-Marine Letters Volume 9, Number 3 / 1989.9: 219-221.
[38] Thomas Brey and Julian Gutt The genus Sterechinm (Echinodermata: Echinoidea) on the Weddell Sea shelf and slope (Antarctica): distribution, abundance and biomass Polar Biology Volume 11, Number 4 / 1991.8: 122-125.
[39] Ming-Chung Lin, Wen-Jye Juang and Ting-Kuei Tsay Applications of the Mild-Slope Equation to Tidal Computations in the Taiwan Strait Journal of Oceanography Volume 56, Number 6 / 2000/12:78-80.
[40] Dawson E M, Roth W H, Drescher A. Slope stability analysis by strength reduction[J].Geotechnique, 1999,49(6): 835-840.
[41] Zhen Xiang, Geb W. Thomas, Kristopher M. Thornburg, Nathalie Cabrol, Edmond Grin and Robert C. Anderson Slope Perception from Monoscopic Field Images: Applications to Mobile Robot Navigation Journal of Intelligent and Robotic Systems Volume 54, Number 4 / 2009.4: 98-100.
[42] Yao Liang, Depei Zhou, Tao Yang and Gang Zhao Application of in Situ Stress Regression Method in Rock Slope Stability Analysis Geotechnical Engineering for Disaster Mitigation and Rehabilitation Part 5: 87-89.
[43] Duncan J M.State of the art: limit equilibrium and finite element analysis of slope[J]. Journal of Geotechnical Engineering Division, ASCE, 1996, 122(7):577-596.
[44] B. K. Low, R. B. Gilbert, and S. G. Wright, members, ASCE, Slope reliability Analysis Using generalized Method Of Slices[J]. Geotechnical and Geoenvironmental Engineering, 1998(4):350-362.
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