基于FLAC~（3D）的泄洪洞出口岩质高边坡稳定性分析
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摘要
边坡的稳定性受诸多因素的复合作用,各因素对边坡稳定性的影响程度决定了边坡工程的复杂性、不确定性和模糊性。如何尽量减小因地质勘查及土工试验的局限性而引起力学参数取值的不确定性是处理岩质高边坡稳定性问题的难点之一,因此对岩土体参数进行敏感性分析尤为重要。
本文以泸定电站泄洪洞出口边坡为例,采用灰色关联分析方法对影响边坡稳定性的主要因素进行敏感性分析,并根据参数敏感性分析的结果调整参数取值。运用有限差分软件FLAC3D进行多参数工况的应力应变分析,根据计算结果初步评判参数取值是否正确、合理。
根据Mohr-Coulomb抗剪强度准则,运用FISH语言编写求解模型单元安全系数的代码,得到了边坡每个单元的安全度分布。相比强度折减法只能得到边坡的整体安全系数而言,单元安全系数能够反映边坡每个部位的稳定程度。结合应力应变计算的结果综合判断各参数值对模型的响应是否正确合理,以此确定岩土体的参数取值。
在选定坡体参数取值的基础上进行不同支护方案的计算分析,并结合现场监测资料综合评判参数取值的正确性以及支护方案的可行性、合理性、经济性,为工程设计及施工提供参考。
Slope stability is affected by many factors. The degree of influence on the slope stability by those factors makes slope engineering more complex, uncertain and fuzzy. How to minimize the uncertainty of mechanical parameters’values, caused by the limit of geological exploration and geotechnical test, is one of the difficulties to handle with high rock slope stability. As a result, sensitivity analysis of rock mass parameters is particularly important.
In this thesis, Gray Correlation Analysis was applied to high rock slope at the outlet of spillway of Luding hydropower project, and then the values of rock mass parameters were analyzed on the basis of the results of sensitivity analysis. Then the finite difference software FLAC3D was used to analysis the stress and strain of slope with multi-parameter working conditions. After that we can judge whether the values of parameters are correct and reasonable by calculations preliminary.
A code module for the zone safety degree of slope was programmed using the programming language FISH available with FLAC3D according to Mohr-Coulomb shear strength criterion. Compared that shear strength reduction technique which can only getting the overall safety factor of slope, Zone safety factors reflect various parts of slope stability. We can evaluate whether the value of each parameter of model’s response is correct and reasonable combing with the results of stress-strain calculation, in order to determine the parameters of rock mass.
Different reinforcement schemes are calculated and analyzed on the basis of selecting slope parameters’values, and then the correctness of parameters’values, the feasibility, reasonability and the economy of slope excavation programs are evaluated on the basis of site monitoring data to provide a reference for engineering design and construction.
本文以泸定电站泄洪洞出口边坡为例,采用灰色关联分析方法对影响边坡稳定性的主要因素进行敏感性分析,并根据参数敏感性分析的结果调整参数取值。运用有限差分软件FLAC3D进行多参数工况的应力应变分析,根据计算结果初步评判参数取值是否正确、合理。
根据Mohr-Coulomb抗剪强度准则,运用FISH语言编写求解模型单元安全系数的代码,得到了边坡每个单元的安全度分布。相比强度折减法只能得到边坡的整体安全系数而言,单元安全系数能够反映边坡每个部位的稳定程度。结合应力应变计算的结果综合判断各参数值对模型的响应是否正确合理,以此确定岩土体的参数取值。
在选定坡体参数取值的基础上进行不同支护方案的计算分析,并结合现场监测资料综合评判参数取值的正确性以及支护方案的可行性、合理性、经济性,为工程设计及施工提供参考。
Slope stability is affected by many factors. The degree of influence on the slope stability by those factors makes slope engineering more complex, uncertain and fuzzy. How to minimize the uncertainty of mechanical parameters’values, caused by the limit of geological exploration and geotechnical test, is one of the difficulties to handle with high rock slope stability. As a result, sensitivity analysis of rock mass parameters is particularly important.
In this thesis, Gray Correlation Analysis was applied to high rock slope at the outlet of spillway of Luding hydropower project, and then the values of rock mass parameters were analyzed on the basis of the results of sensitivity analysis. Then the finite difference software FLAC3D was used to analysis the stress and strain of slope with multi-parameter working conditions. After that we can judge whether the values of parameters are correct and reasonable by calculations preliminary.
A code module for the zone safety degree of slope was programmed using the programming language FISH available with FLAC3D according to Mohr-Coulomb shear strength criterion. Compared that shear strength reduction technique which can only getting the overall safety factor of slope, Zone safety factors reflect various parts of slope stability. We can evaluate whether the value of each parameter of model’s response is correct and reasonable combing with the results of stress-strain calculation, in order to determine the parameters of rock mass.
Different reinforcement schemes are calculated and analyzed on the basis of selecting slope parameters’values, and then the correctness of parameters’values, the feasibility, reasonability and the economy of slope excavation programs are evaluated on the basis of site monitoring data to provide a reference for engineering design and construction.
引文
[1]莫素华.边坡稳定性研究方法[J].中国水运,2007,7(2):100-102.
[2]方建瑞,朱合华,蔡永昌.边坡稳定性研究方法与进展[J].地下空间与工程学报,2007,3(2):343-349.
[3]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.
[4]冯文娟,李建林,杨学堂等.边坡稳定性分析的计算方法[J].灾害与防治工程,2005,58(1):47-53.
[5]贾东远,阴可,李艳华.岩石边坡稳定性分析方法[J].地下空间,2004,24(2):250-255.
[6]常春,周德培,王泳嘉.露天矿边坡稳定性分析集成智能系统[J].岩土力学,1997,18(3):64-69.
[7]汪益敏.路基边坡工程理论与实践发展综述[J].中外公路,2001,21(6):31-35.
[8] Bishop A.W. The use of the slip circle in the stability analysis of slopes[J]. Geotechnique,1955,15(1):7-17.
[9] Janbu N. Soil stability computations[M]//Hirschfeid R C,Poulos S J. Embankment Dam Engineering. New York:John Wiley and Sons,1973:47-87.
[10] Spencer E.A Method of analysis for stability of embankment using parallel inters slice force[J].Geotechnique,1967,(17):11-26.
[11] Morgenstern N R,Price V E. The analysis of stability of general slip surfaces [J].Geotechnique,1965,(17):79-93.
[12]王建锋,Wilson H Tang,崔政权.边坡稳定性分析中的剩余推力法[J].中国地质灾害与防治学报,2001,12(3):53-58.
[13] Hoek E,Bray J W. Rock slop Engineering[M].London:The Institution of Mining and Metallurgy,1977.
[11] Sarma S K. Stability analysis of embankment and slops[J]. Geotechnique, 1979,(38): 157-159.
[15]王树仁,何满潮,武崇福等.复杂工程条件下边坡工程稳定性研究[M].北京:科学出版社,2007.
[16]金永军.软岩路堑边坡稳定性分析及其加固对策研究[D].北京:中国矿业大学(北京),2003.
[17]黄润秋.岩石高边坡发育的动力过程及其稳定性控制[J].岩石力学与工程学报,2008,27(8) :1525-1544.
[18] Itasca Consulting Group,Inc.FLAC3D(Lagrangian Analysis of Continua in 3-Dimensions),Version 3.0,User’s Manual[M].USA: Itasca Consulting Group,Inc.2005.
[19]寇晓东,周维垣,杨若琼.FLAC-3D进行三峡船闸高边坡稳定性分析[J].岩石力学与工程学报,2001,20(1):6-10.
[20]寇晓东,周维垣,杨若琼等.应用三维快速拉格朗日法进行三峡船闸高边坡锚固稳定与机理研究[J].土木工程学报,2003,35(1):68-73.
[21]陈育民,徐鼎平. FLAC/FLAC3D基础与工程实例[M].北京:中国水利水电出版社,2008.
[22]王树仁,何满潮,金永军.拉力集中型与压力分散型预应力锚索锚固机理[J].北京科技大学学报,2005,27(3):278-282.
[23]刘志彬,孙志恒,孙金刚.岩锚新的锚固方式及锚固体系的研究[J].水力发电,1997,(3):48-52
[24]陈高峰,卢应发,程圣国.边坡稳定性影响因素主成分分析[J].金属矿山,2008,382(4):123-125,124
[25]杨志刚,刘建刚,杜明亮.边坡稳定性分析方法综述[J].西部探矿工程,2007,19(2):14-18.
[26]刘思峰,党耀国,方志耕等.灰色系统理论及其应用[M].北京:科学出版社,2004.
[27]陈志波,简文彬.边坡稳定性影响因素敏感性灰色关联分析[J].防灾减灾工程学报,2006,26(4):473-477.
[28]唐晓松,郑颖人,叶海林.涉水岸边坡稳定性影响参数的敏感性分析[J].后勤工程学院学报, 2008,24(2):22-26,46.
[29]陈祖煜,汪小刚,杨健等.岩质边坡稳定分析:原理.方法.程序[M].北京:中国水电出版社,2005.
[30]程晓刚.EMU法在边坡工程中的应用[J].水电站设计,2008,24(4):95-98.
[31]刘杰,李建林,张玉灯等.基于拟静力法的大岗山坝肩边坡地震工况稳定性分析[J].岩石力学与工程学报,2009,28(8):1562-1570.
[32]蓝航,姚建国,张华兴等.基于FLAC3D的节理岩体采动损伤本构模型的开发及应用[J].岩石力学与工程学报,2008,27(3):572-579.
[33]刘建华,朱维申,李术才.岩土介质三维快速拉格朗日数值分析方法研究[J].岩土力学,2006,27(4):525-529.
[34]徐鼎平.基于三维数值模拟的边坡稳定性分析的整合方法研究[D].安徽:马鞍山矿山研究院,2007.
[35]朱维申,刘建华,杨法玉.小浪底水利枢纽地下厂房岩体支护效果数值分析研究[J].岩土力学,2006,27(7):1087-1091.
[36] Li A J, Merifield R S, Lyamin A V. Stability charts for rock slopes based on the Hoek–Brown failure criterion [J].International Journal of Rock Mechanics and Mining Sciences,2008, 45(5): 689-700.
[37]蒋青青.基于Hoek-Brown准则点安全系数的边坡稳定性分析[J].中南大学学报自然科学版,2009,40(3):786-790.
[38]蓝航.基于FLAC3D的边坡单元安全度分析及应用[J].中国矿业大学学报, 2008,37(4): 570?574.
[39]李树忱,李术才,徐帮树.隧道围岩稳定分析的最小安全系数法[J].岩土力学,2007,28(3):549-554.
[40]徐卫亚,周家文,石崇等.滑石板顺层岩质高边坡稳定性及加固措施研究[J].岩石力学与工程学报,2008,27(7):1423-1435.
[41]中华人民共和国国家经济贸易委员会.DL5180-2003.水电枢纽工程等级划分及设计安全标准[S].北京:中国电力出版社,2003
[42]中华人民共和国国家发展与改革委员会.DL/T5353-2006.水电水利工程边坡设计规范[S].北京:中国电力出版社,2007.
[43]中华人民共和国国家发展与改革委员会.DL/T5176-2003.水电工程预应力锚固设计规范[S].北京:中国电力出版社,2003.
[44]中华人民共和国水利部.SL377-2007.水利水电工程锚喷支护技术规范[S].北京:中国水利水电出版社,2007.
[45]二滩水电开发有限责任公司.岩土工程安全监测手册[M].北京:中国水利水电出版社,1999.
[46]黄秋香,汪家林,邓建辉.基于多点位移计监测成果的坡体变形特征分析[J].岩石力学与工程学报,2009,28(s1):2668-2673.
[2]方建瑞,朱合华,蔡永昌.边坡稳定性研究方法与进展[J].地下空间与工程学报,2007,3(2):343-349.
[3]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.
[4]冯文娟,李建林,杨学堂等.边坡稳定性分析的计算方法[J].灾害与防治工程,2005,58(1):47-53.
[5]贾东远,阴可,李艳华.岩石边坡稳定性分析方法[J].地下空间,2004,24(2):250-255.
[6]常春,周德培,王泳嘉.露天矿边坡稳定性分析集成智能系统[J].岩土力学,1997,18(3):64-69.
[7]汪益敏.路基边坡工程理论与实践发展综述[J].中外公路,2001,21(6):31-35.
[8] Bishop A.W. The use of the slip circle in the stability analysis of slopes[J]. Geotechnique,1955,15(1):7-17.
[9] Janbu N. Soil stability computations[M]//Hirschfeid R C,Poulos S J. Embankment Dam Engineering. New York:John Wiley and Sons,1973:47-87.
[10] Spencer E.A Method of analysis for stability of embankment using parallel inters slice force[J].Geotechnique,1967,(17):11-26.
[11] Morgenstern N R,Price V E. The analysis of stability of general slip surfaces [J].Geotechnique,1965,(17):79-93.
[12]王建锋,Wilson H Tang,崔政权.边坡稳定性分析中的剩余推力法[J].中国地质灾害与防治学报,2001,12(3):53-58.
[13] Hoek E,Bray J W. Rock slop Engineering[M].London:The Institution of Mining and Metallurgy,1977.
[11] Sarma S K. Stability analysis of embankment and slops[J]. Geotechnique, 1979,(38): 157-159.
[15]王树仁,何满潮,武崇福等.复杂工程条件下边坡工程稳定性研究[M].北京:科学出版社,2007.
[16]金永军.软岩路堑边坡稳定性分析及其加固对策研究[D].北京:中国矿业大学(北京),2003.
[17]黄润秋.岩石高边坡发育的动力过程及其稳定性控制[J].岩石力学与工程学报,2008,27(8) :1525-1544.
[18] Itasca Consulting Group,Inc.FLAC3D(Lagrangian Analysis of Continua in 3-Dimensions),Version 3.0,User’s Manual[M].USA: Itasca Consulting Group,Inc.2005.
[19]寇晓东,周维垣,杨若琼.FLAC-3D进行三峡船闸高边坡稳定性分析[J].岩石力学与工程学报,2001,20(1):6-10.
[20]寇晓东,周维垣,杨若琼等.应用三维快速拉格朗日法进行三峡船闸高边坡锚固稳定与机理研究[J].土木工程学报,2003,35(1):68-73.
[21]陈育民,徐鼎平. FLAC/FLAC3D基础与工程实例[M].北京:中国水利水电出版社,2008.
[22]王树仁,何满潮,金永军.拉力集中型与压力分散型预应力锚索锚固机理[J].北京科技大学学报,2005,27(3):278-282.
[23]刘志彬,孙志恒,孙金刚.岩锚新的锚固方式及锚固体系的研究[J].水力发电,1997,(3):48-52
[24]陈高峰,卢应发,程圣国.边坡稳定性影响因素主成分分析[J].金属矿山,2008,382(4):123-125,124
[25]杨志刚,刘建刚,杜明亮.边坡稳定性分析方法综述[J].西部探矿工程,2007,19(2):14-18.
[26]刘思峰,党耀国,方志耕等.灰色系统理论及其应用[M].北京:科学出版社,2004.
[27]陈志波,简文彬.边坡稳定性影响因素敏感性灰色关联分析[J].防灾减灾工程学报,2006,26(4):473-477.
[28]唐晓松,郑颖人,叶海林.涉水岸边坡稳定性影响参数的敏感性分析[J].后勤工程学院学报, 2008,24(2):22-26,46.
[29]陈祖煜,汪小刚,杨健等.岩质边坡稳定分析:原理.方法.程序[M].北京:中国水电出版社,2005.
[30]程晓刚.EMU法在边坡工程中的应用[J].水电站设计,2008,24(4):95-98.
[31]刘杰,李建林,张玉灯等.基于拟静力法的大岗山坝肩边坡地震工况稳定性分析[J].岩石力学与工程学报,2009,28(8):1562-1570.
[32]蓝航,姚建国,张华兴等.基于FLAC3D的节理岩体采动损伤本构模型的开发及应用[J].岩石力学与工程学报,2008,27(3):572-579.
[33]刘建华,朱维申,李术才.岩土介质三维快速拉格朗日数值分析方法研究[J].岩土力学,2006,27(4):525-529.
[34]徐鼎平.基于三维数值模拟的边坡稳定性分析的整合方法研究[D].安徽:马鞍山矿山研究院,2007.
[35]朱维申,刘建华,杨法玉.小浪底水利枢纽地下厂房岩体支护效果数值分析研究[J].岩土力学,2006,27(7):1087-1091.
[36] Li A J, Merifield R S, Lyamin A V. Stability charts for rock slopes based on the Hoek–Brown failure criterion [J].International Journal of Rock Mechanics and Mining Sciences,2008, 45(5): 689-700.
[37]蒋青青.基于Hoek-Brown准则点安全系数的边坡稳定性分析[J].中南大学学报自然科学版,2009,40(3):786-790.
[38]蓝航.基于FLAC3D的边坡单元安全度分析及应用[J].中国矿业大学学报, 2008,37(4): 570?574.
[39]李树忱,李术才,徐帮树.隧道围岩稳定分析的最小安全系数法[J].岩土力学,2007,28(3):549-554.
[40]徐卫亚,周家文,石崇等.滑石板顺层岩质高边坡稳定性及加固措施研究[J].岩石力学与工程学报,2008,27(7):1423-1435.
[41]中华人民共和国国家经济贸易委员会.DL5180-2003.水电枢纽工程等级划分及设计安全标准[S].北京:中国电力出版社,2003
[42]中华人民共和国国家发展与改革委员会.DL/T5353-2006.水电水利工程边坡设计规范[S].北京:中国电力出版社,2007.
[43]中华人民共和国国家发展与改革委员会.DL/T5176-2003.水电工程预应力锚固设计规范[S].北京:中国电力出版社,2003.
[44]中华人民共和国水利部.SL377-2007.水利水电工程锚喷支护技术规范[S].北京:中国水利水电出版社,2007.
[45]二滩水电开发有限责任公司.岩土工程安全监测手册[M].北京:中国水利水电出版社,1999.
[46]黄秋香,汪家林,邓建辉.基于多点位移计监测成果的坡体变形特征分析[J].岩石力学与工程学报,2009,28(s1):2668-2673.
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