尖山磷矿东采区边坡失稳破坏模式研究
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摘要
在尖山磷矿开采过程中,形成了两百多米高的采场边坡,边坡角42°-46°,该边坡顺层结构面较发育,边坡出露的砂质白云岩岩体被多组结构面切割,对采场边坡的稳定性较为不利,边坡的稳定性关系着矿山的生产的安全和作业人员的生命财产安全。
本论文通过对顺层边坡稳定性影响因素的总结,认为结构面是边坡的稳定性的关键因素之一。对边坡岩体进行现场结构面调查,对岩体结构面发育情况进行了统计分析,利用赤平极射投影分析,初步判断在现有结构面切割情况下边坡的稳定性。利用块体理论对露天矿采场边坡稳定性进行分析,在结构面纵横切割边坡岩体的情况下,结合弹性压杆理论和弹性板理论对边坡可能发生的失稳破坏模式进行分析,为矿山后期对该边坡的治理提供依据。
赤平极射投影分析表明边坡在现有结构面影响下处于极限平衡状态；块体理论分析认为边坡内存在可动块体,有潜在的失稳破坏的可能,在现状条件下将开挖角控制在42.6°以内,边坡内部不存在可动块体,更利于边坡的稳定性；利用工程类比法、结合弹性压杆理论和弹性板理论对边坡失稳破坏模式进行分析,边坡在坡长大于192.7m就会发生弯曲破坏；边坡角α增大,边坡的临界坡长减小。通过本文的研究分析认为该露天矿采场边坡可能发生的失稳破坏模式为滑移-弯曲破坏,破坏后边坡将发生渐进式滑坡,对边坡进行削坡治理是合理的,对边坡坡脚至120.8m这一段位置进行打锚杆或是锚索进行加固。
In mining process of a open-pit mine in yunnan, formed more than 200 meters high rock slope, the dip is between 42°～46°. the structural plane of it is developed. It is unfavorable to the stability of the slope. Safety in mining process and personal safety are effect by the stability of the slope.
This paper sum up factors effecting stability of layered dip rocky slope. Structural plane is one of key factors. This paper do structural plane research on rock of slope and statistical analysis on development situation of structural plane, and using equatorial horizon projection to judge the stability of slope under these structural planes cutting condition. Using block theory analysis stability of this slope. And Combined with mechanics model analysis unstable failure model of this slope and provide basis for treating slope in mine.
The paper study on the layered dip rocky slope using equatorial horizon projection, the result show that slope is in limit equilibrium state. The block theory analysis shows that there is movable block in slope. The slope will be unstable failure. In the present condition, the excavation angle less than 42.6°is in favour to the slope stability. Study on unstable failure model of this slope using engineering analogy method and mechanics model analysis. The result is the slope is flexural failure when the length of slope is more than 192.7m. When the dip of slope increased, the limited length of slope is decreased. Though study by this paper that the unstable failure model of this slope is slip-flexural failure, then this slope will take place progressive slip. Adopting cut slope to control this slope is effective.
本论文通过对顺层边坡稳定性影响因素的总结,认为结构面是边坡的稳定性的关键因素之一。对边坡岩体进行现场结构面调查,对岩体结构面发育情况进行了统计分析,利用赤平极射投影分析,初步判断在现有结构面切割情况下边坡的稳定性。利用块体理论对露天矿采场边坡稳定性进行分析,在结构面纵横切割边坡岩体的情况下,结合弹性压杆理论和弹性板理论对边坡可能发生的失稳破坏模式进行分析,为矿山后期对该边坡的治理提供依据。
赤平极射投影分析表明边坡在现有结构面影响下处于极限平衡状态；块体理论分析认为边坡内存在可动块体,有潜在的失稳破坏的可能,在现状条件下将开挖角控制在42.6°以内,边坡内部不存在可动块体,更利于边坡的稳定性；利用工程类比法、结合弹性压杆理论和弹性板理论对边坡失稳破坏模式进行分析,边坡在坡长大于192.7m就会发生弯曲破坏；边坡角α增大,边坡的临界坡长减小。通过本文的研究分析认为该露天矿采场边坡可能发生的失稳破坏模式为滑移-弯曲破坏,破坏后边坡将发生渐进式滑坡,对边坡进行削坡治理是合理的,对边坡坡脚至120.8m这一段位置进行打锚杆或是锚索进行加固。
In mining process of a open-pit mine in yunnan, formed more than 200 meters high rock slope, the dip is between 42°～46°. the structural plane of it is developed. It is unfavorable to the stability of the slope. Safety in mining process and personal safety are effect by the stability of the slope.
This paper sum up factors effecting stability of layered dip rocky slope. Structural plane is one of key factors. This paper do structural plane research on rock of slope and statistical analysis on development situation of structural plane, and using equatorial horizon projection to judge the stability of slope under these structural planes cutting condition. Using block theory analysis stability of this slope. And Combined with mechanics model analysis unstable failure model of this slope and provide basis for treating slope in mine.
The paper study on the layered dip rocky slope using equatorial horizon projection, the result show that slope is in limit equilibrium state. The block theory analysis shows that there is movable block in slope. The slope will be unstable failure. In the present condition, the excavation angle less than 42.6°is in favour to the slope stability. Study on unstable failure model of this slope using engineering analogy method and mechanics model analysis. The result is the slope is flexural failure when the length of slope is more than 192.7m. When the dip of slope increased, the limited length of slope is decreased. Though study by this paper that the unstable failure model of this slope is slip-flexural failure, then this slope will take place progressive slip. Adopting cut slope to control this slope is effective.
引文
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[4]刘朋辉.滑坡滑动机理及风险评价研究[D]一北京：北京工业大学.2007.
[5]刘建东,邵长云,陈征宙.裂隙岩体边坡稳定性分析方法[J].东华理工学院学报.2004,27(3)：255-259.
[6]于庭安,戴兴国.露天矿边坡稳定性的安全因素分析[J].矿业安全与环保.2008,35(1)：73-76.
[7]陈浩.双层反翘型滑坡变形破坏力学模型的建立[D].湖北：中科院武汉岩土力学研究所.2005.
[8]Paul Mcombie,Philip Wilkinson.The use of the simple genetic algorithm in finding the critical factor of safety in slope stability analysis[J].Computers and Geotechincs, 2002,NO.29:699-714.
[9]彭志军,陈征宙.沉积岩地区高边坡稳定性分析[J].地球科学与环境学报.2006,28(3)：61-65.
[10]李长洪,蔡美峰,李军财.大型露天矿山边坡岩体结构与破坏模式分析[J].中国矿业2004,13(2)：48-51.
[11]李强,浅谈结构面对岩质边坡稳定性的影响[J].山西建筑.2010,36(11)：121-122.
[12]王振伟,王来贵,王建国等.弱面控制蠕动边坡变形机制及滑坡控制技术[J].辽宁工程技术大学学报.2010,29(2)：197-200.
[13]俸锦福.向家山滑坡机理及稳定性研究[D].重庆：重庆大学.2006.
[14]钟文,金解放,曾芳金等.基于优势结构面的矿山边坡稳定性分析[J].2008,23(2)：18-21.
[15]余先华,聂德新.岩质边坡确定性块体稳定性的研究[J].水土保持研究.2007,14 (3)：180-185.
[16]蒋坤,夏才初.基于不同节理模型的岩体边坡稳定性分析[J].同济大学学报.2009,37(11)：1440-1445.
[17]朱婷,黄宜胜,郭建.基于优势结构面理论的高陡岩质边坡稳定性分析[J].水文地质工程地质.2010,37(2)：83-86.
[18]郑海刚.郯庐断裂带巢湖段两侧滑坡地质模型构建及意义[D].安徽：合肥工业大学.2007.
[19]乔俊宇.结构面对层状岩质边坡稳定性影响机理分析[J].中国科技信息.2010(19)：50-51.
[20]杜太亮,张永兴,谢强等.结构面倾角对岩质边坡位移影响的分析[J].山地学报.2006,24(1)：105-109.
[21]郭映忠.节理边坡的稳定性评价[J].地球与环境.2005,(33)：1-6.
[22]孟军省,刘雪梅,唐垂柳.考虑结构面的岩质边坡稳定性评价[J].土工基础.2009,23(3)：63-66.
[23]王家臣,常来山,夏成华等.露天矿节理岩体边坡稳定性研究[J].2005,24(18)：3350-3354.
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[25]刘明维,何平,钱志雄等.岩质边坡结构面实用分类方法研究[J].2007,3(5)：811-836.
[26]蒋建平,章杨松,罗国煜等.优势结构面理论在岩土工程中的应用[J].水利学报.2001,(8)：90-96.
[27]奚春雷.岩体节理数据的概率统计[D].辽宁：东北大学.2003.[28]
[29]丁丹,杨根兰.西南某水电工程岩体结构面发育规律(统计)分析[J].资源与产业.2007,9(5).
[30]孙树林,朱杰.节理化岩质边坡的关键块体可靠度分析[J].岩石力学与工程学报.2007,26(1)：131-136.
[31]A. Shapiro,J.L.Delport.Statistical analysis of jointed rock data.Int.J.Rock Mech. Min.Sci.&Geomech.Abstr.,28(5),1991.
[32]石根华.岩体稳定分析的持平投影方法[J].中国科学.977,(3)：260-271.
[33]潘军利,王娜.块体理论在岩质边坡稳定性分析中的应用[J].山西建筑.2005,31(7)：54-55.
[34]张莉丽,于青春.一般块体方法理论解验证[J].水文地质工程地质.2010,37(6)：55-60.
[35]高正.块体理论在岩质边坡稳定性分析中的应用研究[J].长安大学.2005.
[36]Gen-hua shi and Richard E.Goodman.A new concept for support of underground and surface excavation in discontinuous rocks based on a keystone principle. Proc.22th U.S.Symposium on Rock Mechanics.1981.
[37]Gen-hua shi.A geometric method for stability analysis of discontinuous rocks. Scientia Sinica.1982.
[38]Gen-hua shi and Richard E. Goodman. Block theory and its application to rock Engineering. Englewood Cliffs, New Jersry.1985.
[39]尹锡杰.巴东云沱狮子包边坡稳定性块体理论应用研究[D].北京：中国地质大学硕士论文.2008.
[40]韩梅.块体理论在边坡稳定分析中的应用[J].西北水电.2009.(5)：13-16.
[41]于青春，陈德基,薛果夫等.裂隙岩体一般块体理论初步[J].水文地质工程地质.2005,(6)：42-48.
[42]Goodman R.E.Thirty-fifth Rankine loctuer:Block theory and its application. Geotechnique.45(3),1995.
[43]D. Lin, C. Fairhurst.Static anaysis of the stability of three-dimensional block systems. around excavations in rock. Int.J.Rock Mech. Min Sci.&Geomech. Abstr.,25(3)1988.
[44]M.Mauldon.R.Goodman.Rotataional kinematics and equilibrium of block in a rock mass.Int.J.Rock Mech.Sci.&Geomech.Abstr.,27(4),1990.
[45]Gen-hua Shi.single and multiple block limit equilibrium of key block method and discontinuous deformation analysis,In:YH.Hatzor(ed),Stability of Rock Structeres Proceedings of the Fith International Conference on Anaysis of Discontinuous Deformation,Balkema,2002.
[46]Gen-hua Shi,Richard E.Goodman.The Key Blocks of Unrolled Jiont Traces in Developed Map of Tunnel Walls,International Journal for Numerical and Analytical Methods in Geomechanics.Vol.13,1989.
[47]孙广忠,孙毅.岩体力学原理[M].北京：科学出版社.2011.
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[2]贾洪彪,唐辉明,刘佑荣等.岩体结构面三维网络模拟理论与工程应用[M].北京：科学出版社.2008.
[3]陈希廉.地质学[M].北京：冶金工业出版社.1999.
[4]刘朋辉.滑坡滑动机理及风险评价研究[D]一北京：北京工业大学.2007.
[5]刘建东,邵长云,陈征宙.裂隙岩体边坡稳定性分析方法[J].东华理工学院学报.2004,27(3)：255-259.
[6]于庭安,戴兴国.露天矿边坡稳定性的安全因素分析[J].矿业安全与环保.2008,35(1)：73-76.
[7]陈浩.双层反翘型滑坡变形破坏力学模型的建立[D].湖北：中科院武汉岩土力学研究所.2005.
[8]Paul Mcombie,Philip Wilkinson.The use of the simple genetic algorithm in finding the critical factor of safety in slope stability analysis[J].Computers and Geotechincs, 2002,NO.29:699-714.
[9]彭志军,陈征宙.沉积岩地区高边坡稳定性分析[J].地球科学与环境学报.2006,28(3)：61-65.
[10]李长洪,蔡美峰,李军财.大型露天矿山边坡岩体结构与破坏模式分析[J].中国矿业2004,13(2)：48-51.
[11]李强,浅谈结构面对岩质边坡稳定性的影响[J].山西建筑.2010,36(11)：121-122.
[12]王振伟,王来贵,王建国等.弱面控制蠕动边坡变形机制及滑坡控制技术[J].辽宁工程技术大学学报.2010,29(2)：197-200.
[13]俸锦福.向家山滑坡机理及稳定性研究[D].重庆：重庆大学.2006.
[14]钟文,金解放,曾芳金等.基于优势结构面的矿山边坡稳定性分析[J].2008,23(2)：18-21.
[15]余先华,聂德新.岩质边坡确定性块体稳定性的研究[J].水土保持研究.2007,14 (3)：180-185.
[16]蒋坤,夏才初.基于不同节理模型的岩体边坡稳定性分析[J].同济大学学报.2009,37(11)：1440-1445.
[17]朱婷,黄宜胜,郭建.基于优势结构面理论的高陡岩质边坡稳定性分析[J].水文地质工程地质.2010,37(2)：83-86.
[18]郑海刚.郯庐断裂带巢湖段两侧滑坡地质模型构建及意义[D].安徽：合肥工业大学.2007.
[19]乔俊宇.结构面对层状岩质边坡稳定性影响机理分析[J].中国科技信息.2010(19)：50-51.
[20]杜太亮,张永兴,谢强等.结构面倾角对岩质边坡位移影响的分析[J].山地学报.2006,24(1)：105-109.
[21]郭映忠.节理边坡的稳定性评价[J].地球与环境.2005,(33)：1-6.
[22]孟军省,刘雪梅,唐垂柳.考虑结构面的岩质边坡稳定性评价[J].土工基础.2009,23(3)：63-66.
[23]王家臣,常来山,夏成华等.露天矿节理岩体边坡稳定性研究[J].2005,24(18)：3350-3354.
[24]朱宪国.岩体结构面与露天矿边坡稳定的关系[J].煤炭技术.2005,25(4)：53-54.
[25]刘明维,何平,钱志雄等.岩质边坡结构面实用分类方法研究[J].2007,3(5)：811-836.
[26]蒋建平,章杨松,罗国煜等.优势结构面理论在岩土工程中的应用[J].水利学报.2001,(8)：90-96.
[27]奚春雷.岩体节理数据的概率统计[D].辽宁：东北大学.2003.[28]
[29]丁丹,杨根兰.西南某水电工程岩体结构面发育规律(统计)分析[J].资源与产业.2007,9(5).
[30]孙树林,朱杰.节理化岩质边坡的关键块体可靠度分析[J].岩石力学与工程学报.2007,26(1)：131-136.
[31]A. Shapiro,J.L.Delport.Statistical analysis of jointed rock data.Int.J.Rock Mech. Min.Sci.&Geomech.Abstr.,28(5),1991.
[32]石根华.岩体稳定分析的持平投影方法[J].中国科学.977,(3)：260-271.
[33]潘军利,王娜.块体理论在岩质边坡稳定性分析中的应用[J].山西建筑.2005,31(7)：54-55.
[34]张莉丽,于青春.一般块体方法理论解验证[J].水文地质工程地质.2010,37(6)：55-60.
[35]高正.块体理论在岩质边坡稳定性分析中的应用研究[J].长安大学.2005.
[36]Gen-hua shi and Richard E.Goodman.A new concept for support of underground and surface excavation in discontinuous rocks based on a keystone principle. Proc.22th U.S.Symposium on Rock Mechanics.1981.
[37]Gen-hua shi.A geometric method for stability analysis of discontinuous rocks. Scientia Sinica.1982.
[38]Gen-hua shi and Richard E. Goodman. Block theory and its application to rock Engineering. Englewood Cliffs, New Jersry.1985.
[39]尹锡杰.巴东云沱狮子包边坡稳定性块体理论应用研究[D].北京：中国地质大学硕士论文.2008.
[40]韩梅.块体理论在边坡稳定分析中的应用[J].西北水电.2009.(5)：13-16.
[41]于青春，陈德基,薛果夫等.裂隙岩体一般块体理论初步[J].水文地质工程地质.2005,(6)：42-48.
[42]Goodman R.E.Thirty-fifth Rankine loctuer:Block theory and its application. Geotechnique.45(3),1995.
[43]D. Lin, C. Fairhurst.Static anaysis of the stability of three-dimensional block systems. around excavations in rock. Int.J.Rock Mech. Min Sci.&Geomech. Abstr.,25(3)1988.
[44]M.Mauldon.R.Goodman.Rotataional kinematics and equilibrium of block in a rock mass.Int.J.Rock Mech.Sci.&Geomech.Abstr.,27(4),1990.
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