拱坝沿建基面抗滑稳定的体安全系数及其工程应用
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摘要
对于坝基岩体发育有顺坡向结构面等复杂地质条件的拱坝,通常需要核算大坝沿建基面单滑面或多个平面组成的复合滑裂面的抗滑稳定性,但目前尚无为工程界公认的计算方法,现行拱坝设计规范也未作出明确规定。本文采用非线性有限元与传统的刚体极限平衡法相结合的分析方法,将滑裂面、坝基面、临空面与结构面相互切割、组合形成的潜在滑体作为研究对象,以坝基岩体内部发育的陡倾角结构面为分界面,将滑体离散为多个按串联或并联方式排列的块体,利用各块体的静力平衡条件与相邻块体间的变形协调条件,分析滑体在拱推力等外力作用下的抗滑稳定安全系数,即体安全系数。结合小湾拱坝工程,开展大坝沿坝基岩体发育的浅层卸荷裂隙抗滑稳定性的分析计算,通过实例分析表明本文方法的合理性与工程实用性。
For high arch dams with complex geological conditions, such as the dam foundation rock developing with a slope-oriented structural plane, it is necessary to evaluate the stability against sliding along single slip surface or composite slip surface composed of multiple planes. However, there is no calculation method recognized by the engineering at present and no clear stipulation in the current design specification for concrete arch dams. In this paper,the nonlinear FEM and the traditional LEM are used,and the potential sliding mass formed by mutual cutting and combination of slip surface, dam-foundation interface, free surface and lateral cut plane is taken as the research object. Taking the steep joints developed in the rock mass of dam foundation as the interfaces, the sliding mass is divided into multiple blocks arranged in series or in parallel. Based on the static equilibrium condition of each block and deformation compatibility condition between adjacent blocks, the body factor of safety, that is the anti-sliding stability factor of safety of sliding mass under the action of arch thrust, is calculated. The method proposed in this paper is applied in Xiaowan high arch dam to analyze the stability along the shallow unloading fracture surfaces developed in the rock mass of dam foundation. The practical application shows the validity and engineering practicability of the method proposed in this paper.
For high arch dams with complex geological conditions, such as the dam foundation rock developing with a slope-oriented structural plane, it is necessary to evaluate the stability against sliding along single slip surface or composite slip surface composed of multiple planes. However, there is no calculation method recognized by the engineering at present and no clear stipulation in the current design specification for concrete arch dams. In this paper,the nonlinear FEM and the traditional LEM are used,and the potential sliding mass formed by mutual cutting and combination of slip surface, dam-foundation interface, free surface and lateral cut plane is taken as the research object. Taking the steep joints developed in the rock mass of dam foundation as the interfaces, the sliding mass is divided into multiple blocks arranged in series or in parallel. Based on the static equilibrium condition of each block and deformation compatibility condition between adjacent blocks, the body factor of safety, that is the anti-sliding stability factor of safety of sliding mass under the action of arch thrust, is calculated. The method proposed in this paper is applied in Xiaowan high arch dam to analyze the stability along the shallow unloading fracture surfaces developed in the rock mass of dam foundation. The practical application shows the validity and engineering practicability of the method proposed in this paper.
引文
[1]李瓒,陈兴华,郑建波,等.混凝土拱坝设计[M].北京:中国电力出版社,2000.
[2]林鹏,王仁坤,周雅能,等.特高拱坝建基面浅层卸荷机制与稳定分析[J].岩土力学,2008,29(S1):8-14.
[3]朱伯芳,高季章,陈祖煜,等.拱坝设计与研究[M].北京:中国水利水电出版社,2002.
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[5]任青文,钱向东,赵引,等.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.
[6]肖珍珍,杨宝全,张林,等.复杂地质条件下高拱坝整体稳定研究与软弱结构强度弱化效应影响分析[J].四川大学学报(工程科学版),2016,48(S2):20-26.
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[8]杨宝全,张林,陈媛,等.锦屏一级高拱坝整体稳定物理与数值模拟综合分析[J].水利学报,2017,48(2):175-183.
[9]王仁坤,林鹏,周维垣.复杂地基上高拱坝开裂与稳定研究[J].岩石力学与工程学报,2007,26(10):1951-1958.
[10]彭云枫,何蕴龙,曹学兴.拱坝坝基加固的三维数值模拟[J].岩土力学,2008,29(S1):95-100.
[11] ALIGUER I,CAROL I,ALONSO E E. Numerical analysis and safety evaluation of a large arch dam founded on fractured rock,using zero-thickness interface elements and a c-φreduction method[J]. Complas XI,2013:1233-1243.
[12]张雪晶,张建海,吴数伟.小湾拱坝坝基浅层抗剪稳定复核计算分析[J].岩土力学,2007,28(S1):609-612.
[13]周华,王国进,傅少君,等.小湾拱坝坝基开挖卸荷松弛效应的有限元分析[J].岩土力学,2009,30(4):1175-1180.
[14] PAN J,XU Y,JIN F,et al. Seismic stability assessment of an arch dam-foundation system[J]. Earthquake Engineering and Engineering Vibration,2015,14(3):517-526.
[15]段庆伟,耿克勤,吴永平,等.小湾拱坝变形承载力及整体安全度评价与分析[J].岩土力学,2008,29(S1):19-24.
[16]侯艳丽,张冲,张楚汉,等.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(6):657-661.
[17] LEMOS J V,ANTUNES N. Modelling of arch dam foundation failure scenarios-case studies of Baixo Sabor and Alto Ceira dams[J]. Dam Engineering,2011,21(4):299-312.
[18] MARIA LUíSA BRAGA FARINHA,JOSéVIEIRA DE LEMOS,NEVES E M D. Analysis of foundation sliding of an arch dam considering the hydromechanical behavior[J]. Frontiers of Structural and Civil Engineering,2012,6(1):35-43.
[19]任青文.高拱坝安全性研究现状及存在问题分析[J].水利学报,2007,38(9):1023-1031.
[20]中华人民共和国水利行业标准. SL282-2018混凝土拱坝设计规范[S].北京:中国水利水电出版社,2018.
[21]中华人民共和国电力行业标准. DL/T 5346-2006混凝土拱坝设计规范[S].北京:中国电力出版社,2007.
[22]郭明伟,葛修润,李春光,等.边坡和坝基抗滑稳定分析的三维矢量和法及其工程应用[J].岩石力学与工程学报,2010,29(1):8-20.
[23]孙建生.基于有限元应力载荷宏观刚性滑裂面极限平衡抗滑稳定计算理论[J].岩石力学与工程学报,2018,37(4):862-875.
[24]陈祖煜,陈立宏.对重力坝设计规范中双斜面抗滑稳定分析公式的讨论意见[J].水力发电学报,2002(2):101-108.
[25]汤献良,刘东勇,向东辉,等.小湾拱坝坝基开挖卸荷松弛岩体工程特性研究[C]//水电·2006国际研讨会.2006.
[26]李瓒,陈飞,郑建波,等.特高拱坝枢纽分析与重点问题研究[M].北京:中国电力出版社,2004.
[27]李洪波,郑涵.小湾水电站大坝安全管理综述[J].工程建设与设计,2019(1):138-140.
[28]王川,张鹏,廖贵能.小湾水电站库盘监测系统变形效应分析[J].水利科技与经济,2017,23(5):65-71.
[2]林鹏,王仁坤,周雅能,等.特高拱坝建基面浅层卸荷机制与稳定分析[J].岩土力学,2008,29(S1):8-14.
[3]朱伯芳,高季章,陈祖煜,等.拱坝设计与研究[M].北京:中国水利水电出版社,2002.
[4]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,2002,33(2):1-7.
[5]任青文,钱向东,赵引,等.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.
[6]肖珍珍,杨宝全,张林,等.复杂地质条件下高拱坝整体稳定研究与软弱结构强度弱化效应影响分析[J].四川大学学报(工程科学版),2016,48(S2):20-26.
[7] DING Z,WANG Q,WANG J. Analysis on stability of an arch dam with interlayer shear zones[J]. KSCE Journal of Civil Engineering,2016,20(6):2262-2269.
[8]杨宝全,张林,陈媛,等.锦屏一级高拱坝整体稳定物理与数值模拟综合分析[J].水利学报,2017,48(2):175-183.
[9]王仁坤,林鹏,周维垣.复杂地基上高拱坝开裂与稳定研究[J].岩石力学与工程学报,2007,26(10):1951-1958.
[10]彭云枫,何蕴龙,曹学兴.拱坝坝基加固的三维数值模拟[J].岩土力学,2008,29(S1):95-100.
[11] ALIGUER I,CAROL I,ALONSO E E. Numerical analysis and safety evaluation of a large arch dam founded on fractured rock,using zero-thickness interface elements and a c-φreduction method[J]. Complas XI,2013:1233-1243.
[12]张雪晶,张建海,吴数伟.小湾拱坝坝基浅层抗剪稳定复核计算分析[J].岩土力学,2007,28(S1):609-612.
[13]周华,王国进,傅少君,等.小湾拱坝坝基开挖卸荷松弛效应的有限元分析[J].岩土力学,2009,30(4):1175-1180.
[14] PAN J,XU Y,JIN F,et al. Seismic stability assessment of an arch dam-foundation system[J]. Earthquake Engineering and Engineering Vibration,2015,14(3):517-526.
[15]段庆伟,耿克勤,吴永平,等.小湾拱坝变形承载力及整体安全度评价与分析[J].岩土力学,2008,29(S1):19-24.
[16]侯艳丽,张冲,张楚汉,等.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(6):657-661.
[17] LEMOS J V,ANTUNES N. Modelling of arch dam foundation failure scenarios-case studies of Baixo Sabor and Alto Ceira dams[J]. Dam Engineering,2011,21(4):299-312.
[18] MARIA LUíSA BRAGA FARINHA,JOSéVIEIRA DE LEMOS,NEVES E M D. Analysis of foundation sliding of an arch dam considering the hydromechanical behavior[J]. Frontiers of Structural and Civil Engineering,2012,6(1):35-43.
[19]任青文.高拱坝安全性研究现状及存在问题分析[J].水利学报,2007,38(9):1023-1031.
[20]中华人民共和国水利行业标准. SL282-2018混凝土拱坝设计规范[S].北京:中国水利水电出版社,2018.
[21]中华人民共和国电力行业标准. DL/T 5346-2006混凝土拱坝设计规范[S].北京:中国电力出版社,2007.
[22]郭明伟,葛修润,李春光,等.边坡和坝基抗滑稳定分析的三维矢量和法及其工程应用[J].岩石力学与工程学报,2010,29(1):8-20.
[23]孙建生.基于有限元应力载荷宏观刚性滑裂面极限平衡抗滑稳定计算理论[J].岩石力学与工程学报,2018,37(4):862-875.
[24]陈祖煜,陈立宏.对重力坝设计规范中双斜面抗滑稳定分析公式的讨论意见[J].水力发电学报,2002(2):101-108.
[25]汤献良,刘东勇,向东辉,等.小湾拱坝坝基开挖卸荷松弛岩体工程特性研究[C]//水电·2006国际研讨会.2006.
[26]李瓒,陈飞,郑建波,等.特高拱坝枢纽分析与重点问题研究[M].北京:中国电力出版社,2004.
[27]李洪波,郑涵.小湾水电站大坝安全管理综述[J].工程建设与设计,2019(1):138-140.
[28]王川,张鹏,廖贵能.小湾水电站库盘监测系统变形效应分析[J].水利科技与经济,2017,23(5):65-71.
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