高拱坝安全性研究现状及存在问题分析
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摘要
在总结高拱坝应力变形分析、破坏分析和安全度评估的现行规范及现有研究方法的基础上,指出这些方法存在的主要问题是:在进行破坏分析和安全度评估时没有考虑拱坝的破坏模式,破坏分析的层次不够明确,分析方法的建立和破坏判据的确定缺乏理论依据。针对这些存在问题提出了解决途径的建议,高拱坝的破坏应从材料层次的局部损伤和结构层次的整体失效研究。局部损伤须考虑材料的不均匀性,整体失效的研究应采用非强度理论。需要研究从材料层次的局部损伤到结构层次的整体失效破坏演变过程。高拱坝安全度的评估需要与失效破坏模式联系起来,应通过风险分析寻找最可能失效模式,确定与此模式相应的安全度。
The methods of stress and strain analysis,failure analysis and safety evaluation for high arch dam in available specification and studies are reviewed in this paper.The main deficiencies for these methods are: the failure modes are not taken into account in failure analysis and safety evaluation,the regimes of failures are not clearly defined,the related methods and criterion are not so reasonable.The possible ways to solve the problems are suggested.The failure of high arch dam should be studied from two levels:local damage of material and integral destruction of structure.The non-homogeneity of materials has to be considered for the local damage.Non-strength theory should be adopted for the integral destruction.The failure process and mechanism from local damage of material to integral destruction of structure must be studied.Safety evaluation of high arch dam is related to the failure mode.It is necessary to find the most possible failure mode for the specified arch dam according to risk analysis.Then the safety degree of the dam relevant to the mode will be analyzed.
The methods of stress and strain analysis,failure analysis and safety evaluation for high arch dam in available specification and studies are reviewed in this paper.The main deficiencies for these methods are: the failure modes are not taken into account in failure analysis and safety evaluation,the regimes of failures are not clearly defined,the related methods and criterion are not so reasonable.The possible ways to solve the problems are suggested.The failure of high arch dam should be studied from two levels:local damage of material and integral destruction of structure.The non-homogeneity of materials has to be considered for the local damage.Non-strength theory should be adopted for the integral destruction.The failure process and mechanism from local damage of material to integral destruction of structure must be studied.Safety evaluation of high arch dam is related to the failure mode.It is necessary to find the most possible failure mode for the specified arch dam according to risk analysis.Then the safety degree of the dam relevant to the mode will be analyzed.
引文
[1]SD145-85,混凝土拱坝设计规范[S].
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[8]侯艳丽,张冲,张楚汉,金峰.拱坝沿建基面上滑溃决的可变形离散元仿真[J].岩土工程学报,2005,27(6):657-661.
[9]任青文,余天堂.边坡稳定的块体单元法分析[J].岩石力学与工程学报,2001,20(1):20-24.
[10]陈胜宏,汪卫明,邹丽春.岩石边坡开挖及加固分析的弹粘塑性块体元方法[J].岩石力学与工程学报,2002,21(7):953-958.
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[13]燕柳斌,李国华,夏小舟.地基基础-坝体体系动力特性及地震反应分析的有限元与无限元耦合法[J].广西大学学报,2003,28(3):249-253.
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[21]冯伯林,徐道远,周先贵,等.温度荷载作用下拱坝裂缝的断裂力学分析方法[J].合肥工业大学学报,2000,23(6):1003-1008.
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[25]费文平,陈胜宏.水工结构的三维p型弹粘塑性自适应有限单元法[J].水利学报,2003,(3):86-92.
[26]张雪虎,张社荣,陈祖坪.用任意加密有限元剖分方法研究拱坝强度裂缝的产状[J].水利学报,2001,(9):68-72.
[27]黄岩松,周维垣,胡云进.应用三维无单元伽辽金法追踪裂纹扩展[J].水利学报,2006,37(1):63-69.
[28]Nicolas Moes,John Dolbow,Ted Belytschko.A finite element method for crack growth without remeshing[J].International Journal for Numerical Methods in Engineering,1999,46:131-150.
[29]Wells G N,Sluys L J.A new method of modeling cohesive cracks using finite elements[J].International Journal forNumeical Methods in Engineering,2001,50(12):2667-2682.
[30]Liu X Y,Xiao Q Z,Karihaloo B L.XFEM for direct evaluation of mixed mode SIFs in homogeneous and bi-materials[J].International Journal for Numerical Methods in Engineering,2004,59(8):1103-1118.
[31]任青文,钱向东,赵引,等.高拱坝沿建基面抗滑稳定性的分析方法研究[J].水利学报,2002,(2):1-7.
[32]沈可,张仲卿.三维抗滑稳定分析中的点安全系数法[J].人民珠江,2003,(2):21-22.
[33]周维垣,计家荣,赵吉东,等.二滩拱坝整体稳定性分析的多种途径[J].水利规划设计,2000,(2):54-59.
[34]任青义,钱向东,赵引,王柏乐.高拱坝沿建基面的破坏和安全度研究[J].水力发电,2002,(12):10-14.
[35]张林,费文平,李桂林,等.高拱坝坝肩坝基整体稳定地质力学模型试验研究[J].岩石力学与工程学报,2005,24(19):3465-3469.
[36]任青文.岩体破坏分析方法的研究进展[J].岩石力学与工程学报,2001,20(增刊2):1303-1309.
[37]任青文,余天堂,马良筠.三峡大坝左厂3号坝段稳定性的数值分析和试验研究[J].中国工程科学,1999,1(3):41-45.
[38]陈欣,周维垣,黄岩松.锦屏拱坝破坏仿真的三维有限元分析[J].岩石力学与工程学报,2002,21(增2):2403-2407.
[39]杜成斌.设缝高拱坝的整体安全度和破坏机理研究[J].水力发电,2002,(7):24-28.
[40]陈祖煜.土力学经典问题的极限分析上、下限解[J].岩土工程学报,2002,24(1):1-11.
[41]王均星,吴雅峰,李泽.三维塑性极限分析下限法原理及应用[J].岩土力学,2004,25(10):1627-1631.
[42]范金星,王均星,王开治,李新民.拱坝三维有限元塑性极限分析[J].湖南水利,1995,(1):10-13.
[43]杨强,程勇刚,赵亚楠,周维垣.基于非线性规划的极限分析方法及其应用[J].工程力学,2004,21(2):15-19.
[44]汝乃华,姜忠胜.大坝事故与安全.拱坝[M].北京:中国水利水电出版社,1995.203-207.
[45]朱伯芳,董福品.高拱坝应力控制标准研究[J].水力发电,2001,(8):57-59.
[46]任青文,王柏乐.关于拱坝柔度系数的讨论[J].河海大学学报,2003,31(1):1-4.
[47]Salmon G M,Hartford D N D.Risk analysis for dam safety[J].International Power&Dam Construction.1995,47(3):42-47.
[48]Lave Lester B,Balvanyos Tunde.Risk analysis and management of dam safety[J].Risk Analysis,1998,18(4):455-462.
[49]Patev R C,Putcha C S.Development of fault trees for risk assessment of dam gates and associated operating equipment[J].International Journal of Modelling and Simulation,2005,25(3):190-201.
[50]仪垂祥.非线性科学及其在地学中的应用[M].北京:气象出版社,1995.
[51]Thorn R.结构稳定性与形态发生学[M].成都:四川教育出版社,1992.
[52]武际可,苏先樾.弹性系统的稳定性[M].北京:科学出版社,1994.
[53]中国科学院力学研究所LNM开放实验室.材料和结构的不稳定性[M].北京:科学出版社,1993.
[54]李连崇,唐春按,唐世斌,等.含损伤演化的TM耦合数值模型及其应用研究[J].力学学报,2006,38(4):505-513.
[2]SL282-2003,混凝土拱坝设计规范[S].
[3]王仁坤.溪洛渡拱坝设计综述[J].水力发电,2003,(11):17-19.
[4]邹丽春,喻建清,李青.小湾拱坝设计及基础处理[J].水力发电,2004,30(10):21-23.
[5]张超然,计家荣.高混凝土坝设计计算方法与设计准则[J].水力发电,1991,(9):32-36.
[6]朱伯芳.拱坝应力控制标准研究[J].水力发电,2000,(12):39-44.
[7]傅作新,钱向东.有限单元法在拱坝设计中的应用[J].河海大学学报,1991,19(2):8-15.
[8]侯艳丽,张冲,张楚汉,金峰.拱坝沿建基面上滑溃决的可变形离散元仿真[J].岩土工程学报,2005,27(6):657-661.
[9]任青文,余天堂.边坡稳定的块体单元法分析[J].岩石力学与工程学报,2001,20(1):20-24.
[10]陈胜宏,汪卫明,邹丽春.岩石边坡开挖及加固分析的弹粘塑性块体元方法[J].岩石力学与工程学报,2002,21(7):953-958.
[11]蔡永恩,罗纲,刘今朝.不连续岩体-拱坝系统的动力过程数值模拟方法[J].岩土力学,2004,25(增刊2):361-365.
[12]寇晓东,周维垣,杨若琼.三维快速拉格朗日法进行小湾拱坝稳定分析[J].水利学报,2000,(9):8-14.
[13]燕柳斌,李国华,夏小舟.地基基础-坝体体系动力特性及地震反应分析的有限元与无限元耦合法[J].广西大学学报,2003,28(3):249-253.
[14]彭军,宋玉普,赵国藩.碾压混凝土内时损伤本构模型[J].工程力学,1995,12(4):131-138.
[15]刘晓霞,杨菊生.拱坝非线弹性损伤分析[J].陕西水力发电,1995,11(4):15-20.
[16]陈健云,李静,林皋.基于速率相关混凝土损伤模型的拱坝地震响应分析[J].土木工程学报,2003,36(10):46-50.
[17]孙林松,王德信,孙文俊.考虑开裂深度约束的拱坝体形优化设计[J].水利学报,1998,(10):18-22.
[18]陈祖坪.拱坝强度裂缝的定量研究[J].水利学报,2001,(8):12-19.
[19]陈胜宏,汪卫明,徐明毅,等.小湾高拱坝坝踵开裂的有限单元法分析[J].水利学报,2003,(1):66-71.
[20]张国新,杨波,申献平,等.MgO微膨胀混凝土拱坝裂缝的非线性模拟[J].水力发电学报,2004,23(3):51-55.
[21]冯伯林,徐道远,周先贵,等.温度荷载作用下拱坝裂缝的断裂力学分析方法[J].合肥工业大学学报,2000,23(6):1003-1008.
[22]黄云,金峰,王光纶,等.高拱坝上游坝踵裂缝稳定性及其扩展[J].清华大学学报,2002,42(4):555-559.
[23]申晋,赵阳升,段康廉.低渗透煤岩体水力压裂的数值模拟[J].煤炭学报,1997,22(6):580-585.
[24]Luciano Simoni,Stefano Secchi.Cohesive fracture mechanics for a multi-phase porous medium[J].EngineeringComputations,2003,20(5-6):675-698.
[25]费文平,陈胜宏.水工结构的三维p型弹粘塑性自适应有限单元法[J].水利学报,2003,(3):86-92.
[26]张雪虎,张社荣,陈祖坪.用任意加密有限元剖分方法研究拱坝强度裂缝的产状[J].水利学报,2001,(9):68-72.
[27]黄岩松,周维垣,胡云进.应用三维无单元伽辽金法追踪裂纹扩展[J].水利学报,2006,37(1):63-69.
[28]Nicolas Moes,John Dolbow,Ted Belytschko.A finite element method for crack growth without remeshing[J].International Journal for Numerical Methods in Engineering,1999,46:131-150.
[29]Wells G N,Sluys L J.A new method of modeling cohesive cracks using finite elements[J].International Journal forNumeical Methods in Engineering,2001,50(12):2667-2682.
[30]Liu X Y,Xiao Q Z,Karihaloo B L.XFEM for direct evaluation of mixed mode SIFs in homogeneous and bi-materials[J].International Journal for Numerical Methods in Engineering,2004,59(8):1103-1118.
[31]任青文,钱向东,赵引,等.高拱坝沿建基面抗滑稳定性的分析方法研究[J].水利学报,2002,(2):1-7.
[32]沈可,张仲卿.三维抗滑稳定分析中的点安全系数法[J].人民珠江,2003,(2):21-22.
[33]周维垣,计家荣,赵吉东,等.二滩拱坝整体稳定性分析的多种途径[J].水利规划设计,2000,(2):54-59.
[34]任青义,钱向东,赵引,王柏乐.高拱坝沿建基面的破坏和安全度研究[J].水力发电,2002,(12):10-14.
[35]张林,费文平,李桂林,等.高拱坝坝肩坝基整体稳定地质力学模型试验研究[J].岩石力学与工程学报,2005,24(19):3465-3469.
[36]任青文.岩体破坏分析方法的研究进展[J].岩石力学与工程学报,2001,20(增刊2):1303-1309.
[37]任青文,余天堂,马良筠.三峡大坝左厂3号坝段稳定性的数值分析和试验研究[J].中国工程科学,1999,1(3):41-45.
[38]陈欣,周维垣,黄岩松.锦屏拱坝破坏仿真的三维有限元分析[J].岩石力学与工程学报,2002,21(增2):2403-2407.
[39]杜成斌.设缝高拱坝的整体安全度和破坏机理研究[J].水力发电,2002,(7):24-28.
[40]陈祖煜.土力学经典问题的极限分析上、下限解[J].岩土工程学报,2002,24(1):1-11.
[41]王均星,吴雅峰,李泽.三维塑性极限分析下限法原理及应用[J].岩土力学,2004,25(10):1627-1631.
[42]范金星,王均星,王开治,李新民.拱坝三维有限元塑性极限分析[J].湖南水利,1995,(1):10-13.
[43]杨强,程勇刚,赵亚楠,周维垣.基于非线性规划的极限分析方法及其应用[J].工程力学,2004,21(2):15-19.
[44]汝乃华,姜忠胜.大坝事故与安全.拱坝[M].北京:中国水利水电出版社,1995.203-207.
[45]朱伯芳,董福品.高拱坝应力控制标准研究[J].水力发电,2001,(8):57-59.
[46]任青文,王柏乐.关于拱坝柔度系数的讨论[J].河海大学学报,2003,31(1):1-4.
[47]Salmon G M,Hartford D N D.Risk analysis for dam safety[J].International Power&Dam Construction.1995,47(3):42-47.
[48]Lave Lester B,Balvanyos Tunde.Risk analysis and management of dam safety[J].Risk Analysis,1998,18(4):455-462.
[49]Patev R C,Putcha C S.Development of fault trees for risk assessment of dam gates and associated operating equipment[J].International Journal of Modelling and Simulation,2005,25(3):190-201.
[50]仪垂祥.非线性科学及其在地学中的应用[M].北京:气象出版社,1995.
[51]Thorn R.结构稳定性与形态发生学[M].成都:四川教育出版社,1992.
[52]武际可,苏先樾.弹性系统的稳定性[M].北京:科学出版社,1994.
[53]中国科学院力学研究所LNM开放实验室.材料和结构的不稳定性[M].北京:科学出版社,1993.
[54]李连崇,唐春按,唐世斌,等.含损伤演化的TM耦合数值模型及其应用研究[J].力学学报,2006,38(4):505-513.
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