山区高速公路路堑边坡稳定性分析及防护技术研究
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摘要
现阶段,高速公路建设是我国基础设施建设的热点和重点。我国是一个多山的国家,地质条件十分复杂。随着我国高速公路建设的高速发展,山区高速公路路堑边坡稳定性分析及防护技术已成为我国高速公路建设面临的关键技术之一。
论文首先分析了山区高速公路路堑岩质边坡特点,对岩质边坡的失稳形式、破坏模式及影响因素进行了分析总结。
其次对山区高速公路路堑边坡稳定性的分析方法进行了分析总结,指出各种方法的优缺点和适用条件,对边坡稳定性分析方法的选择提出了自己的观点；并分析了山区高速公路路堑边坡的设计原则、设计要素及各种边坡防护技术的适用性和防护机理,指出山区高速公路复杂路堑边坡应根据实际情况采用综合防护技术进行防护处理。
最后,对依托工程汝郴高速公路K6+640左侧高边坡,采用边坡设计分析软件Slide对其原设计方案进行了稳定性分析和优化设计调整。工程应用结果表明调整后的优化方案合理可靠,对类似工程有一定的借鉴作用。
In the present, construction of mountainous expressway is the main point of basic construction in our country. Our country is full of mountain, whose geological characteristic is very complicated. With the rapid development of expressway construction, the stability analysis and reinforcement method in the mountainous expressway construction become one of the most important techniques which will be faced during construction.
The characteristic of the rock cutting slope in the mountainous expressway area is analyzed in the present paper, the unstable mode, failure mode and their influencing factor for the rock slope are summarized.
Secondly, the stability analysis methods for the rock cutting slope in mountainous expressway are summarized, pointing out the advantages and disadvantages of each method as well as its adaptable conditions. The decision method for choosing the stability analysis method is proposed. Then the designing principle of rock cutting slope in the mountainous expressway area, its designing important factor, the adaptability of each slope reinforcement technique and its reinforcement mechanism are analyzed, pointing out that the comprehensive reinforcement techniques should be adopted according to the real situations, for the complicated characteristic of the rock cutting slope in the mountainous expressway area.
Finally, the left side of the high slope in K6+640 location of the Nuchen expressway is chosen as the engineering background, the stability analysis and revised optimum designing are done to the initial designing scheme by according to the calculation results by the designing analysis software Slide. Due to the engineering application, it shows reasonable and reliable of the revised designing scheme, which will give some guidance for the real practice.
论文首先分析了山区高速公路路堑岩质边坡特点,对岩质边坡的失稳形式、破坏模式及影响因素进行了分析总结。
其次对山区高速公路路堑边坡稳定性的分析方法进行了分析总结,指出各种方法的优缺点和适用条件,对边坡稳定性分析方法的选择提出了自己的观点；并分析了山区高速公路路堑边坡的设计原则、设计要素及各种边坡防护技术的适用性和防护机理,指出山区高速公路复杂路堑边坡应根据实际情况采用综合防护技术进行防护处理。
最后,对依托工程汝郴高速公路K6+640左侧高边坡,采用边坡设计分析软件Slide对其原设计方案进行了稳定性分析和优化设计调整。工程应用结果表明调整后的优化方案合理可靠,对类似工程有一定的借鉴作用。
In the present, construction of mountainous expressway is the main point of basic construction in our country. Our country is full of mountain, whose geological characteristic is very complicated. With the rapid development of expressway construction, the stability analysis and reinforcement method in the mountainous expressway construction become one of the most important techniques which will be faced during construction.
The characteristic of the rock cutting slope in the mountainous expressway area is analyzed in the present paper, the unstable mode, failure mode and their influencing factor for the rock slope are summarized.
Secondly, the stability analysis methods for the rock cutting slope in mountainous expressway are summarized, pointing out the advantages and disadvantages of each method as well as its adaptable conditions. The decision method for choosing the stability analysis method is proposed. Then the designing principle of rock cutting slope in the mountainous expressway area, its designing important factor, the adaptability of each slope reinforcement technique and its reinforcement mechanism are analyzed, pointing out that the comprehensive reinforcement techniques should be adopted according to the real situations, for the complicated characteristic of the rock cutting slope in the mountainous expressway area.
Finally, the left side of the high slope in K6+640 location of the Nuchen expressway is chosen as the engineering background, the stability analysis and revised optimum designing are done to the initial designing scheme by according to the calculation results by the designing analysis software Slide. Due to the engineering application, it shows reasonable and reliable of the revised designing scheme, which will give some guidance for the real practice.
引文
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[46]李天斌.岩质工程高边坡稳定性及其控制的系统研究[D].成都：成都理工大学,2002
[47]邹丽春,汤献良,许晖.小湾拱坝700m高边坡的加固[J].水力发电.2004：249～253
[48]吕庆.边坡工程灾害防治技术研究[D].杭州：浙江大学,2006
[49]张正雄,张福明,陈玉凤等.山区高等级公路边坡失稳原因分析与对策[J].林业建设,2004,2：34～38
[50]曹兴松.碎裂岩体路堑高边坡失稳机理及防治技术研究[D].成都：西南交通大学,2006
[51]马连城,郑桂斌.我国水利水电工程高边坡的加固与治理[J].水力发电,2000,1：34～37
[52]苗国航.我国预应力岩土锚固技术的现状与发展[J].地质与勘探,2003,39(3)：91～94
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[55]周维垣等.岩石高边坡的稳定与治理-岩土工程的回顾与前瞻[M].北京：人民交通出版社,2001
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[2]赵其华、王兰生.边坡地质工程理论与实践[M].四川大学出版社,2001
[3]Griffiths D V, Lane PA. Slope stability analysis by finite elements. Geotechnique[J],1999,49 (3):387～403
[4]黄润秋,张倬元,王士天.高边坡稳定性的系统工程地质研究[M].成都：成都科技大学出版社,1991
[5]张倬元,刘汉超等.黄河龙羊峡水电站重大工程地质问题研究[M].成都：成都科技大学出版社,1990
[6]徐佩华,陈剑平,黄润秋等.锦屏水电站解放沟反倾高边坡变形机制的探讨[J].工程地质学报.2004,12(3)：247～252
[7]陈庆发.岩质深凹边坡松动岩体工程特性研究[D].武汉：武汉理工大学,2005
[8]孙玉科等.边坡岩体稳定性分析[M].北京：科学出版社,1988
[9]夏元友,李梅.边坡稳定性评价方法研究及发展趋势[J].岩石力学与工程学报,2002,21(7)：1087～1091
[10]Michalowski R L. Slope stability analysis:a kinematical approach. Geotechnique[J],1995,45(2):283～293
[11]张有天.岩石高边坡的变形与稳定[M].北京：中国水利水电出版社,1999
[12]Michalowski R L. Stability charts for uniform slopes. J. Geotech. Geoenviron. Eng. [J],2002,128(4):351～355
[13]Zhang X. Slope stability analysis based on the rigid finite element method. Geotechnique[J],1999,49(5):585～593
[14]黄润秋.中国西南岩石高边坡的主要特征及其演化[J].地球科学进展,2005,20(3)：292～297
[15]郑颖人,赵尚毅.用有限元法求边坡稳定安全系数[J].公路交通技术,2002,(1)：7～9
[16]范文,俞茂宏等.层状岩体边坡变形破坏模式及滑坡稳定性数值分析[J] 岩石力学与工程学报2000,19(增)：983～986
[17]王汉辉,王均星,王开治.边坡稳定的有限元塑性极限分析[J].岩土力学,2003,24(5)：733～738
[18]中国科学院武汉岩土力学研究所.岩质边坡稳定性的试验研究与计算方法 [M],北京：科学出版社,1981
[19]Griffith D V, Lane P A. Slope stability analysis by finite elements[M]. Geotechnique,1999,49(3):387～403
[20]Nash D. A comparative review of limit equilibrium methods of stability analysis[J]. Slope stability, Wiley, New York,1987
[21]Xu Jin, Chen Mingdong, Li Tianbin, Wang Lansheng. Geomechanical simulation of rockmass deformation and failure on a high dip slope [J]. Proceedings of 6th ISL, A.A. Baikema Publisher,1992:601～606
[22]Agliardi F, Crosta G, Zanchi A.. Structure constraints on deep-seated slope deformation kinematics [J]. Eng. Geology.,2001,59:83 ～ 102
[23]Benko B., Stead D. The Frank slide:a reexamination of the failure mechanism[J]. Can. Geotech. J.,1998,35:299～311
[24]Wang Lansheng, Chen Mingdong, Li Tianbin. On the turning sliding-cracking slope deformation and failure [J]. Proceedings of 6th ISL, A. A. Balkema Publisher,1992
[25]Shi G H. Discontinuous deformation analysis a new numerical model for the static and dynamics of deformable block structure [J]. Engineering Computations, 1992,9(2):157～168
[26]Barton, N. R. The Shear Strength of Rock and Rock Joints[J]. Int. J. Rock Mech. Min. Sci.1976,255～279
[27]Goodman R E, Kieffer D S. Behavior of rock in slopes[J]. J. Geotech. Geoenviron. (ASCE),2001,126(8):675～684
[28]Goodman R E, Kieffer D S. Behavior of rock in slopes[J]. J. Geotechincal and Geoenvironmental Engineering,2000,126 (8):678～684
[29]邵国建,卓家寿,章青.岩体稳定性分析与评价准则研究[J].岩石力学与工程学报,2003,22(5)：691～696
[30]姚环,郑振,简文彬等.公路岩质高边坡稳定性的综合评价研究[J].岩土工程学报,2006,28(5)：558～563
[31]彭小云,张婷,秦龙.高陡边坡稳定性的影响因素分析[J].西北建筑工程学院学报(自然科学版),2002,19(3)：14～17
[32]彭小云.威海-石岛公路高陡边坡稳定性研究[D].北京：北京科技大学,2001
[33]王哲,石豫川,柴贺军等.山区公路边坡岩体结构特征及其对边坡稳定性影响浅析[J].地质灾害与环境保护,2004,15(2)：78～81
[34]卢黎.重庆洪崖洞危岩边坡破坏和加固机理研究[D].重庆：重庆大学,2003
[35]黄志斌.濒危岩质高陡边坡稳定性及处治技术研究[D].中南大学,2007
[36]景锋.岩质高边坡稳定性研究[D].武汉：武汉大学,2004
[37]陈昌富,彭振斌.高陡边坡稳定性分析与计算方法[J].西部探矿工程,1995,7(4)：31～33
[38]王哲.西南山区高等级公路岩质边坡稳定性分级研究[D].成都：成都理工大学,2004
[39]Zou J Z, Williams D J, Xiong W L. Search for critical slip surfaces based on finite element method[J]. Canadian Geotechnical Journal,1995,32:233～246
[40]Zhang X J, Chen W F. Stability analysis of slopes with general nonlinear failure criterion[J]. Int. J. Number. Analyst. Meth. Geotech.1987,11 (1)：33～50
[41]Forlati F, Gioda G, Scavia C. Finite element analysis of a deep-seated slope deformation[J]. Rock Mech. Rock Eng.,2001,32 (4):135～159
[42]陈海军.高陡岩质斜坡深层变形的数值分析[D].南京：南京水利科学研究院,2002
[43]黄润秋,许强,陶连金等.地质灾害过程模拟与过程控制研究[J].北京：科学出版社,2002
[44]吴洪词,张小彬,包太.边坡开挖步序的遗传算法排定[J].岩石力学与工程学报.1998,17(5)
[45]汤康民.岩土工程[M].武汉：武汉工业大学出版社,2001
[46]李天斌.岩质工程高边坡稳定性及其控制的系统研究[D].成都：成都理工大学,2002
[47]邹丽春,汤献良,许晖.小湾拱坝700m高边坡的加固[J].水力发电.2004：249～253
[48]吕庆.边坡工程灾害防治技术研究[D].杭州：浙江大学,2006
[49]张正雄,张福明,陈玉凤等.山区高等级公路边坡失稳原因分析与对策[J].林业建设,2004,2：34～38
[50]曹兴松.碎裂岩体路堑高边坡失稳机理及防治技术研究[D].成都：西南交通大学,2006
[51]马连城,郑桂斌.我国水利水电工程高边坡的加固与治理[J].水力发电,2000,1：34～37
[52]苗国航.我国预应力岩土锚固技术的现状与发展[J].地质与勘探,2003,39(3)：91～94
[53]赵长海等.预应力锚固技术[J].北京：中国水利水电出版社,2001
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