拱坝-坝肩整体动力稳定分析方法研究
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摘要
三维变形体离散元是模拟不连续介质力学行为的有效数值分析方法,在拱坝-坝肩整体耦合系统静、动力力抗滑稳定分析方面有突出的优点。本文利用三维变形体离散元(3DEC)考虑坝体与坝肩的相互作用,采用坝肩滑裂体动态安全系数时程、坝体应力、坝肩推力、坝肩滑裂体位移曲线联合对拱坝-坝肩系统的稳定进行安全评估。算例分析结果表明:某拱坝-坝肩系统在峰值强度为0.321g的三向地震荷载作用下,该拱坝坝肩最危险滑裂体最小瞬时抗滑稳定安全系数为2.14,同时拱坝坝体压应力没有超过容许应力,坝肩滑裂体顺河向位移收敛,因而拱坝-坝肩整体系统满足抗滑稳定安全要求。
3-D deformable distinct element method(3-D DEM) is an efficient numerical method for simulation of mechanical behaviors of discontinuous media.So it is useful in the dynamic analysis of arch dam-abutment stability.Herein,analysis of the dynamic stability against sliding of an arch dam-abutment system is performed by 3-D DEM,and the dynamic safety factor,arch dam stress,dam abutment pushing force,displacement of abutment sliding blocks are used to evaluate the safety of the arch dam-abutment system.From the measured data of the three-dimensional earthquake excitation with 0.321g peak acceleration,the least safety factor of the most dangerous sliding block is 2.14.The displacements of the abutment sliding blocks are convergence.The stresses of the arch dam are under the allowable stress.So the arch dam-abutment system is stable.
3-D deformable distinct element method(3-D DEM) is an efficient numerical method for simulation of mechanical behaviors of discontinuous media.So it is useful in the dynamic analysis of arch dam-abutment stability.Herein,analysis of the dynamic stability against sliding of an arch dam-abutment system is performed by 3-D DEM,and the dynamic safety factor,arch dam stress,dam abutment pushing force,displacement of abutment sliding blocks are used to evaluate the safety of the arch dam-abutment system.From the measured data of the three-dimensional earthquake excitation with 0.321g peak acceleration,the least safety factor of the most dangerous sliding block is 2.14.The displacements of the abutment sliding blocks are convergence.The stresses of the arch dam are under the allowable stress.So the arch dam-abutment system is stable.
引文
[1]陈厚群.高拱坝抗震分析和坝肩动力稳定性研究[J].水力发电,2001,(8):51~53.
[2]吴媚玲.水工建筑物[M].北京:清华大学出版社,1991.
[3]蔡军瑞.高拱坝坝肩岩体动力稳定性分析综述[J].辽宁工程技术大学学报(自然科学版),2001,20(4):502~504.
[4]宋战平,李宁,陈飞熊.高拱坝坝肩裂隙岩体的三维非线性抗震稳定性分析[J].岩土工程学报,2004,26(3):361~366.
[5]崔玉柱,周元得,张楚汉,金峰.坝肩岩体地震残余变形对小湾拱坝安全度影响[J].水利水运工程学报,2001,(9):13~17.
[6]张建海,何江达,范景伟.小湾高拱坝坝肩静力稳定分析[J].云南水力发电,2000,16(1):55~57.
[7]张伯艳,涂劲,陈厚群,等.混凝土拱坝横缝对坝肩抗震稳定的影响[J].水利水电技术,2002,33(6):9~13.
[8]Cundall P A.Computer model for simulating progressive large scale movements in blocky systems[A].Proc.Symp.Int.Soci.Rock Mech.[C].Nancy,France,1971,1.
[9]3DEC,3 Dimensional distinct element code,Version 3.0,User’s manual[M].Itasca Consulting Group,Inc.USA.
[10]张冲,侯艳丽,金峰,等.拱坝-坝肩三维可变形离散元整体稳定分析[J].岩石力学与工程学报,2006,25(6):1226~1232.
[11]ZHANG Chuhan,Pekau O A,Jin Feng,et al.Application of distinct element method in dynamic analysis of high rockslopes and blocky structures[J].Soil Dynamics and Earthquake Engineering,1997,16:385~394.
[12]崔玉柱,张楚汉,金峰,等.拱坝-地基破坏的数值模型与溃坝仿真[J].水利学报,2006,(6):1~8.
[13]张发明,陈祖煜,弥宏亮.坝基三维深层抗滑稳定分析的极限方法[J].辽宁工程技术大学学报,2003,22(6):776~778.
[2]吴媚玲.水工建筑物[M].北京:清华大学出版社,1991.
[3]蔡军瑞.高拱坝坝肩岩体动力稳定性分析综述[J].辽宁工程技术大学学报(自然科学版),2001,20(4):502~504.
[4]宋战平,李宁,陈飞熊.高拱坝坝肩裂隙岩体的三维非线性抗震稳定性分析[J].岩土工程学报,2004,26(3):361~366.
[5]崔玉柱,周元得,张楚汉,金峰.坝肩岩体地震残余变形对小湾拱坝安全度影响[J].水利水运工程学报,2001,(9):13~17.
[6]张建海,何江达,范景伟.小湾高拱坝坝肩静力稳定分析[J].云南水力发电,2000,16(1):55~57.
[7]张伯艳,涂劲,陈厚群,等.混凝土拱坝横缝对坝肩抗震稳定的影响[J].水利水电技术,2002,33(6):9~13.
[8]Cundall P A.Computer model for simulating progressive large scale movements in blocky systems[A].Proc.Symp.Int.Soci.Rock Mech.[C].Nancy,France,1971,1.
[9]3DEC,3 Dimensional distinct element code,Version 3.0,User’s manual[M].Itasca Consulting Group,Inc.USA.
[10]张冲,侯艳丽,金峰,等.拱坝-坝肩三维可变形离散元整体稳定分析[J].岩石力学与工程学报,2006,25(6):1226~1232.
[11]ZHANG Chuhan,Pekau O A,Jin Feng,et al.Application of distinct element method in dynamic analysis of high rockslopes and blocky structures[J].Soil Dynamics and Earthquake Engineering,1997,16:385~394.
[12]崔玉柱,张楚汉,金峰,等.拱坝-地基破坏的数值模型与溃坝仿真[J].水利学报,2006,(6):1~8.
[13]张发明,陈祖煜,弥宏亮.坝基三维深层抗滑稳定分析的极限方法[J].辽宁工程技术大学学报,2003,22(6):776~778.
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