宝日希勒露天煤矿软岩边坡稳定性研究
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摘要
随着露天煤矿建设与开采的发展,边坡稳定性问题愈趋突出,尤以软岩边坡变形失稳最为常见。虽然软岩边坡稳定性研究已有一段历史,但仍处于滞后状态,未能满足现代矿山生产对边坡稳定性的要求。我国近年来在内蒙古地区开发的几个大型露天煤矿,均属软岩边坡,其稳定性已成为影响露天矿山安全生产和提高经济效益的主要因素之一。
论文以宝日希勒露天煤矿为依托,根据水文地质、工程地质的勘探结果,分析了地层结构及岩性、地下水等因素对边坡稳定性的影响,分析了宝日希勒露天煤矿南帮软岩边坡的潜在破坏模式;系统分析了软岩的物理力学特性,建立了软岩的本构模型;应用刚体极限平衡法确定了露天矿南帮合理的最终帮坡角,采用FLAC3D对软岩边坡的稳定性进行了数值模拟,阐明了边坡岩体应力场的演变规律,揭示了软岩边坡的滑坡机理,确定了滑坡模式为拉裂—剪切—滑移式。依据计算模拟结果,提出相应的大型预应力锚索加固边坡的防治措施。
With the development in construction and mining of open pit coal mine, the problem of slope stability is standing out. The Stability of Soft-Rock Slope had a long history, but still lagged behind, and it failed to satisfy the requirements on the slope stability of the modern mine production. Especially in the soft rock slope's deformation instability. In recent years our country open up several big-size open pit mines in inner Mongolia, which are all soft rock slope. The stabilization of them have became one of the major factor which influence the safety operation and economic efficiency in open pit mines.
According to the Baorixile open pit mine's hydrogeological investigation and engineering geological prospecting, The research analysised the influencing factors of slope stability such as stratal configuration, lithology and ground water. And analysised the potential break model of Baorixile open pit mine's south slope. And analysised the mechanical properties of soft rock comprehensively ,then established the constitutive model. The ultimate slope angle for Open pit mines was defined with limit equilibrium method for rigid block, applied the FLAC3D to simulate in slope stability, expounded the development regularity of side slope's stress field, announced the mechanism of side slope's coast and finally confirmed the landslide model was fracturing-shear-shift type. According to the result of numerical simulation, the research proposed the prophylactico-therapeutic measures strengthening slope with big-size prestressed cables.
论文以宝日希勒露天煤矿为依托,根据水文地质、工程地质的勘探结果,分析了地层结构及岩性、地下水等因素对边坡稳定性的影响,分析了宝日希勒露天煤矿南帮软岩边坡的潜在破坏模式;系统分析了软岩的物理力学特性,建立了软岩的本构模型;应用刚体极限平衡法确定了露天矿南帮合理的最终帮坡角,采用FLAC3D对软岩边坡的稳定性进行了数值模拟,阐明了边坡岩体应力场的演变规律,揭示了软岩边坡的滑坡机理,确定了滑坡模式为拉裂—剪切—滑移式。依据计算模拟结果,提出相应的大型预应力锚索加固边坡的防治措施。
With the development in construction and mining of open pit coal mine, the problem of slope stability is standing out. The Stability of Soft-Rock Slope had a long history, but still lagged behind, and it failed to satisfy the requirements on the slope stability of the modern mine production. Especially in the soft rock slope's deformation instability. In recent years our country open up several big-size open pit mines in inner Mongolia, which are all soft rock slope. The stabilization of them have became one of the major factor which influence the safety operation and economic efficiency in open pit mines.
According to the Baorixile open pit mine's hydrogeological investigation and engineering geological prospecting, The research analysised the influencing factors of slope stability such as stratal configuration, lithology and ground water. And analysised the potential break model of Baorixile open pit mine's south slope. And analysised the mechanical properties of soft rock comprehensively ,then established the constitutive model. The ultimate slope angle for Open pit mines was defined with limit equilibrium method for rigid block, applied the FLAC3D to simulate in slope stability, expounded the development regularity of side slope's stress field, announced the mechanism of side slope's coast and finally confirmed the landslide model was fracturing-shear-shift type. According to the result of numerical simulation, the research proposed the prophylactico-therapeutic measures strengthening slope with big-size prestressed cables.
引文
[1]孙玉科.中国露天矿边坡稳定性研究[M].北京:中国科学技术出版社,1998.
[2]何满潮,景海河.软岩工程力学[M].北京:科学出版社,2003.
[3]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.
[4]加拿大矿物和能源技术中心.边坡工程手册.冶金工业出版社,1984.
[5]夏邦栋.普通地质学[M].北京:地质出版社,1995.
[6]胡广韬,杨文远.工程地质学[M].北京:地质出版社,2005.
[7]王青,史维祥.采矿学[M].北京:冶金工业出版社,2000.
[8]徐国民.软岩边坡变形失稳机理及防治技术研究[D]. (硕士论文).昆明理工大学,2004.
[9]孙钧.岩石流变力学及其工程应用研究的若干进展[J].岩石力学与工程学报,2007,(6):6-31.
[10]王建良.弹一粘塑性理论在边坡稳定分析中的应用[D]. (硕士论文).昆明理工大学,2004.
[11]宋丽,廖红建.应变空间的软岩统一弹塑性软化本构模型[J].西安交通大学学报,2007,(9): 109-113.
[12]王来贵,何峰.软岩的非线性蠕变模型及其稳定性分析[J].辽宁工程技术大学学报,2006, (5):42-44.
[13]韦沁.基于极限平衡法的边坡稳定性研究及灾害风险评价[D]. (硕士论文).中国地质大学, 2008.
[14]张贻火.边坡稳定分析基本方法与新进展[J].江淮水利科技,2007,(4):16-17.
[15]涂兵雄,刘春晓.边坡稳定分析方法讨论[J].山西建筑,2008,(1):97-98.
[16]韩永春,高谦.毕肖普法和有限差分法应用于边坡稳定性分析[J].山西建筑,2007,(1): 105-107.
[17]何斌,汪洋.滑坡稳定性计算中剩余推力法和简布法[J].安全与环境工程,2004,(4):62-64.
[18]郑颖人,赵尚毅.边(滑)坡工程设计中安全系数的讨论[J].岩石力学与工程学报,2006,(9): 213-216.
[19]张力岩.数字矿山中三维地质模拟与体视化研究[D]. (硕士论文).中国科学院遥感应用研究所,2004.
[20]熊祖强.工程地质三维建模及可视化技术研究[D]. (硕士论文).中国科学院武汉岩土力学研究所,2007.
[21]刘立鹏,陈奇.基于FLAC强度折减理论的边坡稳定性研究[J].岩土工程技术,2008,(1): 10-14.
[22]赵克烈,张世雄. FLAC3D在深凹形状边坡优化中的应用[J].露天采矿技术,2006,(1).
[23]陈天城.寒冷地区软岩边坡方案设计[J].水利科技,2003,(3):35-37.
[24]赵明阶,何光春.边坡工程处治技术[M].北京:人民交通出版社,2003.
[25]吕庆.边坡工程灾害防治技术研究[J].浙江大学,2006,(8):1-207.
[26]赵建康,齐云,周继波.露天矿边坡滑坡防治探讨[J].云南煤炭,2007,(1):40-41.
[27]马力,敬毅.浅析影响露天矿边坡稳定主要因素及滑坡防治[J].山东煤炭科技,2009,(2): 146-147.
[28]金永军,何满潮,王树仁.适用于软岩边坡加固的压力分散型预应力锚索锚固机理研究[J].土木工程学报,2006,(4):67-71.
[29] Bishop A.W. The use of the slip circle in the stabili analysis of slopes[J]. Geotechnique,1955, 5(1).
[30] Matsui T,San K C. Finite element slope stability analysis by shear strength reduction technique [J]. Soils and Foundations,1992,32(1).
[31] Griffiths D V,Lane P A. Slope stability analysis by finite elements[J]. Geotechnique,1999,49 (3):387-403.
[32] Zeng S,Liang R. Stability analysis of drilled shafts reinforced slope[J]. Soils and Foundations, 2002,42(2):93-102.
[33] Simplice F.BOBY. E24 profile slope stability analysis in Haizhou Opencast Coal Mine of Fuxin [J]. Global Geology,2007,(2):61-74.
[2]何满潮,景海河.软岩工程力学[M].北京:科学出版社,2003.
[3]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.
[4]加拿大矿物和能源技术中心.边坡工程手册.冶金工业出版社,1984.
[5]夏邦栋.普通地质学[M].北京:地质出版社,1995.
[6]胡广韬,杨文远.工程地质学[M].北京:地质出版社,2005.
[7]王青,史维祥.采矿学[M].北京:冶金工业出版社,2000.
[8]徐国民.软岩边坡变形失稳机理及防治技术研究[D]. (硕士论文).昆明理工大学,2004.
[9]孙钧.岩石流变力学及其工程应用研究的若干进展[J].岩石力学与工程学报,2007,(6):6-31.
[10]王建良.弹一粘塑性理论在边坡稳定分析中的应用[D]. (硕士论文).昆明理工大学,2004.
[11]宋丽,廖红建.应变空间的软岩统一弹塑性软化本构模型[J].西安交通大学学报,2007,(9): 109-113.
[12]王来贵,何峰.软岩的非线性蠕变模型及其稳定性分析[J].辽宁工程技术大学学报,2006, (5):42-44.
[13]韦沁.基于极限平衡法的边坡稳定性研究及灾害风险评价[D]. (硕士论文).中国地质大学, 2008.
[14]张贻火.边坡稳定分析基本方法与新进展[J].江淮水利科技,2007,(4):16-17.
[15]涂兵雄,刘春晓.边坡稳定分析方法讨论[J].山西建筑,2008,(1):97-98.
[16]韩永春,高谦.毕肖普法和有限差分法应用于边坡稳定性分析[J].山西建筑,2007,(1): 105-107.
[17]何斌,汪洋.滑坡稳定性计算中剩余推力法和简布法[J].安全与环境工程,2004,(4):62-64.
[18]郑颖人,赵尚毅.边(滑)坡工程设计中安全系数的讨论[J].岩石力学与工程学报,2006,(9): 213-216.
[19]张力岩.数字矿山中三维地质模拟与体视化研究[D]. (硕士论文).中国科学院遥感应用研究所,2004.
[20]熊祖强.工程地质三维建模及可视化技术研究[D]. (硕士论文).中国科学院武汉岩土力学研究所,2007.
[21]刘立鹏,陈奇.基于FLAC强度折减理论的边坡稳定性研究[J].岩土工程技术,2008,(1): 10-14.
[22]赵克烈,张世雄. FLAC3D在深凹形状边坡优化中的应用[J].露天采矿技术,2006,(1).
[23]陈天城.寒冷地区软岩边坡方案设计[J].水利科技,2003,(3):35-37.
[24]赵明阶,何光春.边坡工程处治技术[M].北京:人民交通出版社,2003.
[25]吕庆.边坡工程灾害防治技术研究[J].浙江大学,2006,(8):1-207.
[26]赵建康,齐云,周继波.露天矿边坡滑坡防治探讨[J].云南煤炭,2007,(1):40-41.
[27]马力,敬毅.浅析影响露天矿边坡稳定主要因素及滑坡防治[J].山东煤炭科技,2009,(2): 146-147.
[28]金永军,何满潮,王树仁.适用于软岩边坡加固的压力分散型预应力锚索锚固机理研究[J].土木工程学报,2006,(4):67-71.
[29] Bishop A.W. The use of the slip circle in the stabili analysis of slopes[J]. Geotechnique,1955, 5(1).
[30] Matsui T,San K C. Finite element slope stability analysis by shear strength reduction technique [J]. Soils and Foundations,1992,32(1).
[31] Griffiths D V,Lane P A. Slope stability analysis by finite elements[J]. Geotechnique,1999,49 (3):387-403.
[32] Zeng S,Liang R. Stability analysis of drilled shafts reinforced slope[J]. Soils and Foundations, 2002,42(2):93-102.
[33] Simplice F.BOBY. E24 profile slope stability analysis in Haizhou Opencast Coal Mine of Fuxin [J]. Global Geology,2007,(2):61-74.