保山至腾冲高速公路全风化花岗岩边坡稳定性研究
摘要
本文通过对保山至腾冲高速公路全风化花岗岩边坡的现场调研,统计并归纳了影响边坡稳定性的主要因素,并分析了全风化花岗岩坡体的变形破坏特征,结合数值分析对典型工点高边坡进行了稳定性分析,最后对边坡的治理提出了对策建议。通过以上研究得到以下结论：
1.保山至腾冲高速公路沿线全风化花岗岩高边坡绝大部分在自然状态下处于基本稳定、稳定状态,不稳定的边坡占少数,但大多数边坡坡体需要削坡,且削坡破率较陡,对边坡的稳定性很不利。
2.保山至腾冲高速公路沿线全风化花岗岩边坡的稳定性受诸多因素的影响,应用灰关联度因素分析法对边坡稳定性影响因素进行敏感度分析,认为岩土体的性质对边坡稳定性影响最大,但通过对典型工点的稳定性研究表明地下水与人为的开挖对对边坡稳定性影响最大。
3.保山至腾冲高速公路全风化花岗岩边坡坡度较缓,卸荷回弹作用强烈,边坡的松弛张裂以回弹裂隙为主,蠕动变形以表层蠕动为主；同时边坡节理裂隙发育,岩土体松散破碎,造成崩塌、泥石流、滑坡等破坏频繁,边坡的滑动以直线滑动为主。
4.通过典型工点边坡位移变形与应力场分析,认为：全风化花岗岩岩层有平行于岩土分界面移动的趋势；边坡坡脚附近位移变形最大；边坡的开挖,会引起坡底隆起、坡体中部鼓胀；边坡的开挖使边坡坡脚与岩土分界面的应力集中效应明显；地下水对最小主应力的分布起决定性作用;强降雨条件下开挖使边坡开挖面与路面出现明显的拉应力区。
5.在对保山至腾冲高速公路全风化花岗岩边坡变形破坏深入研究的基础上,对已失稳及未失稳边坡提出了相应的治理方案：已失稳边坡的治理,主要采用支挡措施；未失稳边坡的治理,主要采用加固措施；同时应做好坡面防护与排水。
Based on investigation and study of granite slope of completely weathered along Baoshan-Tengchong highway, this article summarized and analyzed the factors which impacted slope stability,and analyzed the deformation and destruction characteristics of slope, the stability of typical high slope is analyzed by use finite difference method, finally the suggestions of slope control engineering is proposaled. Obtains the following conclusion through the above research:
1. Most of high granite slope of completely weathered along Baoshan-Tengchong highway in natural are in basically stabte or steady state, fewness are instability. However,most of slope need to cut and it make the slope being steep,so it's disadvantageous to the stability of the slope.
2. The stability of high granite slope of completely weathered along Baoshan-Tengchong highway is impacted by many factors,and On the basis of the sensitivity analysis by using the gray correlation method,it indicated that material property is the main factor which impact slope stability,howerer the research of the stability of typical high slope indicated that the ground water and artificial excavates impacted slope stability greatest.
3. Granite slope of completely weathered along Baoshan-Tengchong highway have small gradient,and the slope of the relaxation is developed deeply.Fracture give priority to relaxation fracture, creep deformation is primarily the surficial creep.At the same timejoint and fracture are awfully developed in slope,it make rock fragmented and soil surface loosed, consequently collapse、debris flow、landslide occured frequence,and slope glide by straight line glide primarily.
4. Through analyzed the deformation and stress field of typical slope,it revealed that:Granite layer of completely weathered have the tendency to glide parallel to the bedding plane; The region nearby toe of slope have the biggest deformation; Artificial excavates make slope base uplifted and middle part of slope tympanism; By reason of artificial excavates, it makes stress concentration obvious in toe of slope and bedding plane; Groundwater determined the distributing of the minor principal stress;Under the condition of the heavy rainfall and excavates, excavated surface and the road surface will present the obvious tensile stress area.
5.On the basis of in-depth study of the deformation and destruction characteristics of slope, this article proposed the corresponding control project:slope instability must be mainly controled by shoring and block; slope not instability must be mainly controled by reinforce; Simultaneously it should complete the slope face protection and draining water.
1.保山至腾冲高速公路沿线全风化花岗岩高边坡绝大部分在自然状态下处于基本稳定、稳定状态,不稳定的边坡占少数,但大多数边坡坡体需要削坡,且削坡破率较陡,对边坡的稳定性很不利。
2.保山至腾冲高速公路沿线全风化花岗岩边坡的稳定性受诸多因素的影响,应用灰关联度因素分析法对边坡稳定性影响因素进行敏感度分析,认为岩土体的性质对边坡稳定性影响最大,但通过对典型工点的稳定性研究表明地下水与人为的开挖对对边坡稳定性影响最大。
3.保山至腾冲高速公路全风化花岗岩边坡坡度较缓,卸荷回弹作用强烈,边坡的松弛张裂以回弹裂隙为主,蠕动变形以表层蠕动为主；同时边坡节理裂隙发育,岩土体松散破碎,造成崩塌、泥石流、滑坡等破坏频繁,边坡的滑动以直线滑动为主。
4.通过典型工点边坡位移变形与应力场分析,认为：全风化花岗岩岩层有平行于岩土分界面移动的趋势；边坡坡脚附近位移变形最大；边坡的开挖,会引起坡底隆起、坡体中部鼓胀；边坡的开挖使边坡坡脚与岩土分界面的应力集中效应明显；地下水对最小主应力的分布起决定性作用;强降雨条件下开挖使边坡开挖面与路面出现明显的拉应力区。
5.在对保山至腾冲高速公路全风化花岗岩边坡变形破坏深入研究的基础上,对已失稳及未失稳边坡提出了相应的治理方案：已失稳边坡的治理,主要采用支挡措施；未失稳边坡的治理,主要采用加固措施；同时应做好坡面防护与排水。
Based on investigation and study of granite slope of completely weathered along Baoshan-Tengchong highway, this article summarized and analyzed the factors which impacted slope stability,and analyzed the deformation and destruction characteristics of slope, the stability of typical high slope is analyzed by use finite difference method, finally the suggestions of slope control engineering is proposaled. Obtains the following conclusion through the above research:
1. Most of high granite slope of completely weathered along Baoshan-Tengchong highway in natural are in basically stabte or steady state, fewness are instability. However,most of slope need to cut and it make the slope being steep,so it's disadvantageous to the stability of the slope.
2. The stability of high granite slope of completely weathered along Baoshan-Tengchong highway is impacted by many factors,and On the basis of the sensitivity analysis by using the gray correlation method,it indicated that material property is the main factor which impact slope stability,howerer the research of the stability of typical high slope indicated that the ground water and artificial excavates impacted slope stability greatest.
3. Granite slope of completely weathered along Baoshan-Tengchong highway have small gradient,and the slope of the relaxation is developed deeply.Fracture give priority to relaxation fracture, creep deformation is primarily the surficial creep.At the same timejoint and fracture are awfully developed in slope,it make rock fragmented and soil surface loosed, consequently collapse、debris flow、landslide occured frequence,and slope glide by straight line glide primarily.
4. Through analyzed the deformation and stress field of typical slope,it revealed that:Granite layer of completely weathered have the tendency to glide parallel to the bedding plane; The region nearby toe of slope have the biggest deformation; Artificial excavates make slope base uplifted and middle part of slope tympanism; By reason of artificial excavates, it makes stress concentration obvious in toe of slope and bedding plane; Groundwater determined the distributing of the minor principal stress;Under the condition of the heavy rainfall and excavates, excavated surface and the road surface will present the obvious tensile stress area.
5.On the basis of in-depth study of the deformation and destruction characteristics of slope, this article proposed the corresponding control project:slope instability must be mainly controled by shoring and block; slope not instability must be mainly controled by reinforce; Simultaneously it should complete the slope face protection and draining water.
引文
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[2]何杰,邹静蓉.全风化花岗岩工程性质及其路基处理技术研究.湖南交通科技,2001,27(4)：19-27
[3]Bishop A W. The use of the slip circle in stability analysis of slopes. Geotechnique, 1955,5(1):7-17
[4]Spencer E. A method for analysis ofthe stability of emo bankments assuming parallel interslice forces. Geotechnique,1967,17(1):11-26
[5]Morgenstem N R and Price V E. The analysis of the stability of general slip surfaces. Geoteehnique,1965,15(1):79-93
[6]Sarma S K. Stability analysis of embankments and slopes. Gertechnique,1973,23(3): 423-433
[7]丰定祥,吴家秀,葛修润.边坡稳定性分析中几个问题的探讨.岩土工程学报,1990,12(3)：1-9
[8]Chen Z Y. and Morgenstem N R. Extensions to the generalized method of slices for stability analysis, Canadian Geotechnical Journal,1983,20(1):104-119
[9]朱大勇.边坡临界滑动场及其数值模拟.岩土工程学报,1997,19(1)：63-68
[10]郑颖人,赵尚毅,时卫民等.边坡稳定分析的一些进展.地下空间,2001,21(4)：262-271
[11]Lysmer J. Limit analysis of plane problems in soil mechanics. Journal of the Soil Mechanics and FoundationDivision, AsCE,1970,96(4):1311-1333
[12]Chen W F. Limit analysis and soil plasticity. Elsevier Amsterdam,1975
[13]Sloan S W. Upper bound limit analysis using finite elements and linear programming. International Journal for Numerical and Analytical Methods in Geomechanits, 1988,13(3):263-282
[14]Sloan S W. Lower bound limit analysis using finite elements and linear programming. International Journal for Numerical and Analytical Methods in Geomechanits, 1988,12(1):61-67
[15]李国英,沈珠江.下限原理有限单元法及其在土工问题的应用.岩土工程学报,1997,19(5)：84-89
[16]Matsui T, San K C. Finite element slope stability analysis by shear strength reduction technique[J]. Soil and Foundation,1992,32(1):59-70
[17]Cundall P A, and Hut R D. Numerical modeling of discontinuous proceedings of 1 st U. S. conference on discrete element methods (DEM). CSM Press,1989
[18]GeoStudio 2007 Chinese Tutorials
[19]FLAC/2D User's Guide (Version 4.00)
[20]FLAC Theory and Background (Version 4.0)
[21]FLAC/Slope User's Guide (Version 4.0)
[22]赵明阶,何春光等.边坡工程处治技术.北京：人民交通出版社,2003
[23]蒋向阳,全风化花岗岩道路边坡工程设计研究[硕士学位论文],成都,西南交通大学,2005
[24](英)霍克,布雷.岩石边坡工程.北京：冶金工业出版社,1983
[25]张倬元,王士天,王兰生.工程地质分析原理(第二版).北京：地质出版社,1994
[26]孙玉科.边坡岩体稳定性分析.北京：科学出版社,1988
[27]陈祖煜.土质边坡稳定分析：原理-方法-程序.北京：中国水利水电出版社,2005
[28]陈祖煜.岩质边坡稳定分析：原理-方法-程序.北京：中国水利水电出版社,2005
[29]郑颖人,赵尚毅.边(滑)坡工程设计中安全系数的讨论.岩石力学与工程学报,2006,25(9)：1937-1940
[30]赵尚毅,郑颖人.极限分析有限元法讲座-Ⅱ有限元强度折减法中边坡失稳的判据探讨.岩土力学,2005,26(2)：332-336
[31]栾茂田,黎勇,杨庆.非连续变形计算力学模型在岩体边坡稳定性分析中的应用.岩石力学与工程学报,2000,19(3)：289-294
[32]Shi G H. Discontinuous deformation analysis:A new num erical model for the statics and dynamics of block systems. Ph. D dissertation, University of California, Berkeley, 1988.
[33]Shi G H. Manifold method. Proceedings of the first internationel forum on discontinuous deform ation analysis (DDA)and simulation of discontinuous media(Edited by Salami M R and Banks D), Berkeley, California,1996,52-204.
[34]Belytschko T, Liu Y and Gu L. Element free galerkin methods. International Journal of Numerical Methods in Enginoering,1994,37:229-256.
[35]田荣,连续与非连续变形分析的有限覆盖无单元方法及其应用研究[博士学位论文],大连理工大学,2000
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