汤屯高速公路A7号高边坡综合治理研究
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摘要
汤屯高速公路A7号高边坡位于汤(口)至屯(溪)高速公路汤口互通立交AK3+690～AK3+888段，为合(肥)至铜(陵)至黄(山)高速公路进入世界级风景名胜黄山风景区南大门汤口镇的必经之路，且A7号高坡下有两座已经建成的高速公路主线桥梁。高边坡开挖至第二级时，坡顶外侧出现一条连续分布的弧形拉裂缝，监测结果表明，若不及时采取有效的支护措施，边坡产生整体失稳的可能性较大，边坡一旦失稳将形成方量达24万m~3的滑坡，造成不可估量的经济损失，并带来严重的社会影响。
本文通过对A7号高边坡现场工程地质条件的系统调查，首先对边坡的岩体结构类型及其成因机制、结构面与坡面组合特征进行了细致研究，在此基础上通过Flac-3D数值模拟结合工程地质条件分析，对其变形破坏机制进行深入探讨，采用基于变形理论和强度理论的边坡稳定性评价方法对边坡稳定性进行系统评价。在此基础上，通过对A7号高边坡工程地质分析、边坡稳定性等系统分析，制定应急治理措施与永久治理措施相结合的综合治理方案，采用预应力锚索与排水相结合的应急治理措施控制边坡变形在工程允许范围内，然后实施锚拉抗滑桩工程、实施锚索框架+锚杆框架+排水相结合的综合治理措施。监测结果表明，治理工程实施后，通过两个雨季的检验，边坡稳定性好。
本文作者全过程参加并主持了A7号高边坡的综合治理工作。高边坡抢险治理过程与雨季赛跑，争抢时间，最终将A7号高边坡从不断变形的过程中治理到稳定状态，确保了工程安全。
High slope A7 of Expressway TANGTUN is located near Tangkou interchange from station number of AK3+690 to AK3+888. And down the route of Hefei-Tonglin-Huangshan, the interchange is the only way to the South Gate of Huangshan Scene Area, which is famous in the world. There are two already completed bridges of expressway main route at the foot of High Slope A7. A continuous arc tension crack appeared along the outside of slope top when the 2nd step of the slope was excavated. According to the monitoring results, it was very possible for the slope to become unstable if there were no effective support measures to be used on time. As a result, nearly 240km~3 rock mass or soil mass would slide down. Not only would pecuniary losses be huge, but also the society impact would be very bad.
Based on the systemic engineering geology investigation on high slope A7 in situ, firstly rock mass structure type and its formation mechanism, as well as combination trait of discontinuities and slope surface was studied in detail. Secondly the formation and failure mechanism of the high slope was deeply researched through both Flac-3D simulation and the analysis of engineering geology conditions. Furthermore, the stability of slope was systemically evaluated with the specified evaluation method of slope stability on the basis of deformation theory and strength theory. In the end, comprehensive treatment scheme including the emergency measure and the long-term measure was put forward, according to the analysis of engineering geology and slope stability of slope A7. The emergency measure consisted of prestress cable and drainage measure, which controlled the slope deformation, and made it in the permission scope of engineering geology. Sequentially, anchor anti-slide pile was used. Afterwards, synthetic treatment measures of anchor cable framework, bolt framework and drainage measure were adopted. Monitoring data showed that the high slope kept stable after two rainy seasons.
The author of this paper led and took part in the overall process of the comprehensive treatment for slope A7. To save time, the rescue work had a match with rainy season. Eventually, high slope A7 kept stable from continuous deformation, which ensured the safety of the engineering.
本文通过对A7号高边坡现场工程地质条件的系统调查，首先对边坡的岩体结构类型及其成因机制、结构面与坡面组合特征进行了细致研究，在此基础上通过Flac-3D数值模拟结合工程地质条件分析，对其变形破坏机制进行深入探讨，采用基于变形理论和强度理论的边坡稳定性评价方法对边坡稳定性进行系统评价。在此基础上，通过对A7号高边坡工程地质分析、边坡稳定性等系统分析，制定应急治理措施与永久治理措施相结合的综合治理方案，采用预应力锚索与排水相结合的应急治理措施控制边坡变形在工程允许范围内，然后实施锚拉抗滑桩工程、实施锚索框架+锚杆框架+排水相结合的综合治理措施。监测结果表明，治理工程实施后，通过两个雨季的检验，边坡稳定性好。
本文作者全过程参加并主持了A7号高边坡的综合治理工作。高边坡抢险治理过程与雨季赛跑，争抢时间，最终将A7号高边坡从不断变形的过程中治理到稳定状态，确保了工程安全。
High slope A7 of Expressway TANGTUN is located near Tangkou interchange from station number of AK3+690 to AK3+888. And down the route of Hefei-Tonglin-Huangshan, the interchange is the only way to the South Gate of Huangshan Scene Area, which is famous in the world. There are two already completed bridges of expressway main route at the foot of High Slope A7. A continuous arc tension crack appeared along the outside of slope top when the 2nd step of the slope was excavated. According to the monitoring results, it was very possible for the slope to become unstable if there were no effective support measures to be used on time. As a result, nearly 240km~3 rock mass or soil mass would slide down. Not only would pecuniary losses be huge, but also the society impact would be very bad.
Based on the systemic engineering geology investigation on high slope A7 in situ, firstly rock mass structure type and its formation mechanism, as well as combination trait of discontinuities and slope surface was studied in detail. Secondly the formation and failure mechanism of the high slope was deeply researched through both Flac-3D simulation and the analysis of engineering geology conditions. Furthermore, the stability of slope was systemically evaluated with the specified evaluation method of slope stability on the basis of deformation theory and strength theory. In the end, comprehensive treatment scheme including the emergency measure and the long-term measure was put forward, according to the analysis of engineering geology and slope stability of slope A7. The emergency measure consisted of prestress cable and drainage measure, which controlled the slope deformation, and made it in the permission scope of engineering geology. Sequentially, anchor anti-slide pile was used. Afterwards, synthetic treatment measures of anchor cable framework, bolt framework and drainage measure were adopted. Monitoring data showed that the high slope kept stable after two rainy seasons.
The author of this paper led and took part in the overall process of the comprehensive treatment for slope A7. To save time, the rescue work had a match with rainy season. Eventually, high slope A7 kept stable from continuous deformation, which ensured the safety of the engineering.
引文
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[24] 张发明，刘宁，陈逐煌．预应力锚索内锚段粘结强度及长度的确定．水利水电科技进展，2002．6
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[31] Fellenius, w. Erdstatiche Berechnungen mit Reibung and Kohasion, Ernst, Berlin(in German), 1927
[32] Bishop, A. W. The use of the slip circle in the stability analysis of slopes. Geotichnique, London, Vol.5 (1), 1955, pp: 7—17
[33] Janbu, N. Earth pressures and beating capacity calculations by generalizedprocedure of slices. Proceedings of the fourth international conference on soilmechanics and foundation engineering, Vol.2, 1957
[34] Morgenstem. N. R. and Price. V. E, The analysis of the stability of general slip surfaces [J], Geotechnique, 1965, 15(1)
[35] Spencer, E.A .Method of analysis of the stability of embankments assumingparallel interstice forces. Geotechnique, London, Vol.17(1), 1967, pp: 11-26
[36] Janbu. Slope stability computations, Embankment—Dam Engineering [J], 1968
[37] Janbu, N. Slope stability computions. Soil Mech. And Found. Engrg. Rep., Thetechnical university of Norway, Trondheim, Norway, 1968
[38] Hoek, E., Bray, J. W., Boyd, J. M. The stability of a rock slope containing awedge resting on two intersecting discontinuities. Quarterly J. Engineering Geology. Vol.6(1), 1973
[39] Sarma, S. K. Stability analysis of embankments and slopes. J. Geotech. Engrg. Div., ASCE, I05(12), I979, pp: I511—1524
[40] 张社荣，贾世军，郭怀志．岩石边坡稳定性的可靠度分析[J]，岩土力学，1999，20(2)：57—61
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[42] 郑颖人，赵尚毅．用有限元法求边坡稳定安全系数．公路交通技术，2002．3，(1)：7-9
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[2] 中华人民共和国交通部，《公路水路交通中长期科技发展规划纲要》(2006-2020)，2006
[3] 霍明，山区高速公路勘察设计指南，人民交通出版社，2003
[4] 喻和平，田斌，滑坡防治措施的现状和发展，甘肃工业大学学报，2003，
[5] 齐更生，彭少民，国内外滑坡防治与研究现状综述，地质勘察安全，2000，3：16-19
[6] 王恭先，徐峻岭，刘光代，李传珠．滑坡学与滑坡防治技术，中国铁道出版社，2004
[7] 张萍，田斌，滑坡稳定性评价研究进展，三峡大学学报(自然科学版)，2004，26(3)：254-257
[8] 张有天，周维垣．岩石高边坡的变形与稳定[M]，北京：中国水利水电出版社，1999
[9] 刘小丽，邓建辉，李广涛，滑带土强度特性研究现状，岩土力学，2004，25(11)：1849-1854
[10] 王士天，黄润秋，李渝生等．雅碧江锦屏水电站重大工程地质问题研究．四川：成都科技大学出版社，1998
[11] 潘家铮．建筑物的抗滑稳定和滑坡分析[M]，北京：水利电力出版社，1980
[12] 杨宇航，颜志平，朱赞凌，罗志聪．公路边坡防治与治理．人民交通出版社，2002
[13] 黎剑华，颜荣贵，陈寿如．高等级公路缓斜陡节理边坡的复合破坏机制与治理对策．岩石力学与工程学报，2001，20(3)：415--417．
[14] 李树森，任光明，左三胜．层状结构岩体顺层斜坡失稳机理的力学分析．地质灾害与环境保护，1995，6(2)：24-29
[15] 马海天，廖心北，边坡生物防护研究现状初探，四川草原，2003，3：15-16
[16] 岩土工程勘察设计技术规范GB50021-200
[17] 范景伦．岩土锚固工程技术．北京：人民交通出版社，1995．12
[18] 王恭先．抗滑支挡建筑物的发展动向．滑坡文集(第十三集)，中国铁道出版社，1998
[19] 张宏博，李英勇，宋修广，边坡锚固工程中锚索预应力的变化研究，山东大学学报(工学版)，2002，32(6)：574-577
[20] 刘光代浅谈抗滑桩的设计．滑坡文集(第十五集)，中国铁道出版社，
[21] 赵明阶，何光春，王多垠．边坡工程处治技术．人民交通出版社，2003
[22] 王文灿，刘庆元．路堑高边坡预应力锚索锚固力的变化规律．路基工程，2005．4
[23] 张友葩，高永涛，吴顺川．预应力锚杆锚固段长度的研究．岩石力学与工程学报，2005．3
[24] 张发明，刘宁，陈逐煌．预应力锚索内锚段粘结强度及长度的确定．水利水电科技进展，2002．6
[25] 王恭先．滑坡防治工程措施的国内外现状．中国地质灾害与防治学报L1998，9(1)：19
[26] 许东俊，陈从新，刘小巍．岩质边坡滑坡预报研究．岩石力学与工程学报，199，18(Ⅰ)：1722
[27] 王晓华，胡友健，柏柳，变形监测研究现状综述，测绘科学，2006，31(2)：130-132
[28] 黄昌乾，丁恩保，边坡工程常用稳定性分析方法，水电设计，1999，15(1)：53-58
[29] 潘家铮．用条分法分析边坡稳定的发展和述评(J)，广东水利电力情报，1977
[30] 陈祖煜．土质边坡稳定分析．中国水利水电出版社，2003
[31] Fellenius, w. Erdstatiche Berechnungen mit Reibung and Kohasion, Ernst, Berlin(in German), 1927
[32] Bishop, A. W. The use of the slip circle in the stability analysis of slopes. Geotichnique, London, Vol.5 (1), 1955, pp: 7—17
[33] Janbu, N. Earth pressures and beating capacity calculations by generalizedprocedure of slices. Proceedings of the fourth international conference on soilmechanics and foundation engineering, Vol.2, 1957
[34] Morgenstem. N. R. and Price. V. E, The analysis of the stability of general slip surfaces [J], Geotechnique, 1965, 15(1)
[35] Spencer, E.A .Method of analysis of the stability of embankments assumingparallel interstice forces. Geotechnique, London, Vol.17(1), 1967, pp: 11-26
[36] Janbu. Slope stability computations, Embankment—Dam Engineering [J], 1968
[37] Janbu, N. Slope stability computions. Soil Mech. And Found. Engrg. Rep., Thetechnical university of Norway, Trondheim, Norway, 1968
[38] Hoek, E., Bray, J. W., Boyd, J. M. The stability of a rock slope containing awedge resting on two intersecting discontinuities. Quarterly J. Engineering Geology. Vol.6(1), 1973
[39] Sarma, S. K. Stability analysis of embankments and slopes. J. Geotech. Engrg. Div., ASCE, I05(12), I979, pp: I511—1524
[40] 张社荣，贾世军，郭怀志．岩石边坡稳定性的可靠度分析[J]，岩土力学，1999，20(2)：57—61
[41] 刘钧．顺层边坡弯曲破坏的力学分析．工程地质学报，1997，5(4)：335-339
[42] 郑颖人，赵尚毅．用有限元法求边坡稳定安全系数．公路交通技术，2002．3，(1)：7-9
[43] 时卫民，郑颖人，张鲁渝．岩石高边坡的有限元分析及其简化分析方法．地下空间，2001．12，21(5)：455-460
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