静动力条件下尾矿库扩容稳定性分析
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摘要
为了对某尾矿库进行后期扩容加高设计,采用有限元极限平衡方法,应用Geo-studio岩土数值分析软件中的QUAKE/W模块模拟了尾矿库在静力堆载和地震动载作用下的应力场变化.在此基础上,通过SLOPE/W模块计算分析了静动力条件下现阶段和后期扩容后的尾矿库运行的稳定性.计算结果表明:静力条件下,尾矿坝每加高2 m,安全系数平均减小0.0618,现阶段和扩容加高10 m后尾矿坝的安全系数分别为1.821、1.512;VI度地震作用下,尾矿坝每加高2 m,最小安全系数平均减小0.0514,现阶段和扩容加高10 m后尾矿坝的最大水平位移分别为0.59 mm、8.13 mm,最小安全系数分别为1.453、1.196,均大于《尾矿库安全技术规程》的安全系数1.0,后期扩容方案可行.
In order to design the expansion and heightening of a tailings pond, the finite element limit equilibrium method was adopted to analyze the stability of the tailings pond at current stage and expansion stage under static loading and earthquake loading. The Stress field was simulated by applying QUAKE/W which is a module of the geotechnical numerical software Geo-studio. The most dangerous slip surface and the safety factor of the tailings pond were calculated under the static and dynamic loading effects by SLOPE/W and QUAKE/W modes. The calculation results show that under the static loading, when the tailings pond's height increases by 2 m, the safety factor relatively decreases by 0.0618; the safety factor of the tailings pond at the current stage and at the stage of expansion of 10 m height are 1.821 and 1.512 respectively. Under VI earthquake loading condition, when the tailings pond's height increases by 2 m, the safety factor relatively decreases by 0.0514. The maximum horizontal displacement of the tailings pond at the current stage and at the stage of expansion of 10 m are 0.59 mm and 8.13 mm respectively; the minimum safety factors are 1.453 and1.196 respectively, which are both greater than 1.0, the safety factor defined in the tailing safety technical regulations. Therefore, the later expansion construction of the tailings pond is feasible.
In order to design the expansion and heightening of a tailings pond, the finite element limit equilibrium method was adopted to analyze the stability of the tailings pond at current stage and expansion stage under static loading and earthquake loading. The Stress field was simulated by applying QUAKE/W which is a module of the geotechnical numerical software Geo-studio. The most dangerous slip surface and the safety factor of the tailings pond were calculated under the static and dynamic loading effects by SLOPE/W and QUAKE/W modes. The calculation results show that under the static loading, when the tailings pond's height increases by 2 m, the safety factor relatively decreases by 0.0618; the safety factor of the tailings pond at the current stage and at the stage of expansion of 10 m height are 1.821 and 1.512 respectively. Under VI earthquake loading condition, when the tailings pond's height increases by 2 m, the safety factor relatively decreases by 0.0514. The maximum horizontal displacement of the tailings pond at the current stage and at the stage of expansion of 10 m are 0.59 mm and 8.13 mm respectively; the minimum safety factors are 1.453 and1.196 respectively, which are both greater than 1.0, the safety factor defined in the tailing safety technical regulations. Therefore, the later expansion construction of the tailings pond is feasible.
引文
[1]于广明,宋传旺,潘永战,等.尾矿坝安全研究的国外新进展及我国的现状和发展态势[J].岩石力学与工程学报,2014,33(增刊1):3238-3248.
[2]罗志雄,李培良.尾矿库扩容方案探讨与实践[J].矿业工程,2011(增刊):139-141.
[3]王文星,曹平,刘业科,等.地震条件下尾矿坝稳定性分析[J].中国安全生产科学技术,2007,2(6):58-61.
[4]Ferdosi B,James M,Aubertin M.Numerical simulations of seismic and post-seismic behavior of tailings[J].Canadian Geotechnical Journal,2016,53(1):85-92.
[5]Chakraborty D,Choudhury D.Investigation of the behavior of tailings earthen dam under seismic conditions[J].American Journal of Engineering and Applied Sciences,2009,2(3):559-564.
[6]邓东平,李亮.基于滑动面搜索新方法对地震作用下边坡稳定性拟静力分析[J].岩石力学与工程学报,2012,31(1):86-98.
[7]肖世国,祝光岑.悬臂式抗滑桩加固黏土边坡地震永久位移算法[J].岩土力学,2013,34(5):1345-1350.
[8]李嫣绮.某尾矿坝静动力稳定性数值模拟分析[D].衡阳:南华大学,2015.
[9]张江伟,李小军.地震作用下边坡稳定性分析方法[J].地震学报,2015,37(1):180-191.
[10]卢树盛,辛全才,肖诗荣,等.爆破振动对边坡稳定影响研究[J].矿业研究与开发,2010,30(5):91-93.
[11]言志信,张森,张学东,等.顺层岩质边坡地震动力响应及地震动参数影响研究[J].岩石力学与工程学报,2011,30(增刊2):3522-3528.
[12]Bao T F,Xu B S,Zheng X Q.Hybrid method of limit equilibrium and finite element internal force for analysis of arch dam stability against sliding[J].Science China(Technological Sciences),2011,54(4):793-798.
[13]Eberhardt E,Stead D,Coggan J S.Numerical analysis of initiation and progressive failure in natural rock slopes-the 1991Randa rocksfide[J].International Journal of Rock Mechanics and Mining Sciences,2004,41:69-87.
[14]Rico M,Bentio G,Salguerio A R.Reported tailings dam failures:a review of the European incidents in the worldwide context[J].Journal of Hazardous materials,2008,152(2):846-852.
[15]种记鑫.基于有限元极限平衡法的锚固边坡稳定性分析[J].防灾减灾学报,2017,33(4):32-38.
[16]冯娟.用有限元极限平衡法分析边坡稳定性[J].有色金属设计,2016,43(2):11-15.
[17]郭子仪,范振华,朱云升.边坡稳定性分析中的有限元极限平衡法[J].武汉理工大学学报(交通科学与工程版),2014,38(1)79-84.
[18]王玉平,曾志强,潘树林.边坡稳定性分析方法综述[J].西华大学学报(自然科学版),2012,31(2):101-105.
[19]何文,赵奎,刘洪兴.浸润线地质雷达探测技术在某尾矿坝稳定性分析中的应用[J].有色金属工程,2014,4(1):68-70.
[20]梁冰,白云鹏,金佳旭.库水位升高对尾矿坝稳定性的影响[J].水资源与水工程学报,2010,21(4):11-14.
[21]宋传旺,于广明,王越红,等.基于流固耦合模型分析库水位对尾矿坝的影响[J].地下空间与工程学报,2011,7(增刊2):1784-1787.
[22]罗涛,石文芳,何文.某矿露天残采爆破振动对临近尾矿坝稳定性的影响分析[J].有色金属科学与工程,2015,6(5):102-107.
[23]蒋成荣,刘浪,胡建华,等.尾矿库流固耦合的地震动力响应特性[J].矿业研究与开发,2015,35(9):85-90.
[24]于斯滢,邵龙潭,刘士乙.基于有限元极限平衡法的尾矿坝坝体稳定分析[J].岩土力学,2013,34(4):1185-1190.
[25]腾志国.关于尾矿坝地震稳定性的分析及评价[J].河北冶金,2003,1(1):16-17.
[26]AQ2006-2005,尾矿库安全技术规程[S].
[2]罗志雄,李培良.尾矿库扩容方案探讨与实践[J].矿业工程,2011(增刊):139-141.
[3]王文星,曹平,刘业科,等.地震条件下尾矿坝稳定性分析[J].中国安全生产科学技术,2007,2(6):58-61.
[4]Ferdosi B,James M,Aubertin M.Numerical simulations of seismic and post-seismic behavior of tailings[J].Canadian Geotechnical Journal,2016,53(1):85-92.
[5]Chakraborty D,Choudhury D.Investigation of the behavior of tailings earthen dam under seismic conditions[J].American Journal of Engineering and Applied Sciences,2009,2(3):559-564.
[6]邓东平,李亮.基于滑动面搜索新方法对地震作用下边坡稳定性拟静力分析[J].岩石力学与工程学报,2012,31(1):86-98.
[7]肖世国,祝光岑.悬臂式抗滑桩加固黏土边坡地震永久位移算法[J].岩土力学,2013,34(5):1345-1350.
[8]李嫣绮.某尾矿坝静动力稳定性数值模拟分析[D].衡阳:南华大学,2015.
[9]张江伟,李小军.地震作用下边坡稳定性分析方法[J].地震学报,2015,37(1):180-191.
[10]卢树盛,辛全才,肖诗荣,等.爆破振动对边坡稳定影响研究[J].矿业研究与开发,2010,30(5):91-93.
[11]言志信,张森,张学东,等.顺层岩质边坡地震动力响应及地震动参数影响研究[J].岩石力学与工程学报,2011,30(增刊2):3522-3528.
[12]Bao T F,Xu B S,Zheng X Q.Hybrid method of limit equilibrium and finite element internal force for analysis of arch dam stability against sliding[J].Science China(Technological Sciences),2011,54(4):793-798.
[13]Eberhardt E,Stead D,Coggan J S.Numerical analysis of initiation and progressive failure in natural rock slopes-the 1991Randa rocksfide[J].International Journal of Rock Mechanics and Mining Sciences,2004,41:69-87.
[14]Rico M,Bentio G,Salguerio A R.Reported tailings dam failures:a review of the European incidents in the worldwide context[J].Journal of Hazardous materials,2008,152(2):846-852.
[15]种记鑫.基于有限元极限平衡法的锚固边坡稳定性分析[J].防灾减灾学报,2017,33(4):32-38.
[16]冯娟.用有限元极限平衡法分析边坡稳定性[J].有色金属设计,2016,43(2):11-15.
[17]郭子仪,范振华,朱云升.边坡稳定性分析中的有限元极限平衡法[J].武汉理工大学学报(交通科学与工程版),2014,38(1)79-84.
[18]王玉平,曾志强,潘树林.边坡稳定性分析方法综述[J].西华大学学报(自然科学版),2012,31(2):101-105.
[19]何文,赵奎,刘洪兴.浸润线地质雷达探测技术在某尾矿坝稳定性分析中的应用[J].有色金属工程,2014,4(1):68-70.
[20]梁冰,白云鹏,金佳旭.库水位升高对尾矿坝稳定性的影响[J].水资源与水工程学报,2010,21(4):11-14.
[21]宋传旺,于广明,王越红,等.基于流固耦合模型分析库水位对尾矿坝的影响[J].地下空间与工程学报,2011,7(增刊2):1784-1787.
[22]罗涛,石文芳,何文.某矿露天残采爆破振动对临近尾矿坝稳定性的影响分析[J].有色金属科学与工程,2015,6(5):102-107.
[23]蒋成荣,刘浪,胡建华,等.尾矿库流固耦合的地震动力响应特性[J].矿业研究与开发,2015,35(9):85-90.
[24]于斯滢,邵龙潭,刘士乙.基于有限元极限平衡法的尾矿坝坝体稳定分析[J].岩土力学,2013,34(4):1185-1190.
[25]腾志国.关于尾矿坝地震稳定性的分析及评价[J].河北冶金,2003,1(1):16-17.
[26]AQ2006-2005,尾矿库安全技术规程[S].
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