库区滑坡涌浪传播及其与大坝相互作用机理研究
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摘要
库区滑坡涌浪可能危及大坝及下游安全,基于流体动力学的滑坡涌浪数值模拟可获得完整的分析数据,将成为研究滑坡涌浪与大坝作用过程的重要手段。本文以某大坝上游约1300 m的3#变形体滑坡涌浪为研究对象,建立库区三维滑坡涌浪数值模型,并通过水工物理模型试验对其模拟精度和有效性进行了验证。研究结果表明,数值模拟得出的涌浪高度变化、水面起伏过程与水工物理模型试验结果基本一致,数值模拟能反映滑坡涌浪传播及其与大坝相互作用的整个过程。最后基于数值模拟获得的数据,分析了滑坡涌浪与大坝作用过程,以及坝面动水头与坝前涌浪高度的变化关系。分析认为,库区水体反复震荡、叠加而形成的涌浪对下游沿岸安全危害可能更大,大坝坝顶及下游有必要采取避险措施;最大动水头小于涌浪高度,若采用静力方法计算分析坝体稳定应力,其结果偏于安全。
Landslide surge in the reservoir area endanger safety of the dam and downstream regions. Based on the numerical simulation of hydrodynamics, complete analytical data can be obtained, which will become an important means to study the process of landslide surge propagation and its interaction with the dam. The research object in this paper is the #3 deformation body landslide surge of about 1300 m upstream of a dam, and a numerical model of three-dimensional landslide surge is established in the reservoir area. The accuracy and effectiveness of the landslide model are verified by hydraulic physical model test. The results show that the variation of surge height and the fluctuation process of water surface obtained by numerical simulation are basically in agreement with the experimental results of hydraulic physical model, and there are some errors in numerical value. The numerical simulation can reflect the whole macroscopic process of the wave propagation and its interaction with the dam. Finally, through the data obtained by numerical simulation, the relationship between landslide surge and dam action, and the relationship between moving head and swell height are analyzed.Due to the interaction between the surge and the dam, the surge caused by repeated turbulence and superposition of water in the reservoir area will cause greater harm to the safety of the downstream coast. The hydrodynamic pressure of the landslide is related to the height of the surge and the fluctuating frequency. The necessary circumvention measures should be taken at the top and downstream of the dam. And the maximum moving head is smaller than the swell height, while the static method is used to calculate and analyze the stability and stress of the dam, and the result will be more safety.
Landslide surge in the reservoir area endanger safety of the dam and downstream regions. Based on the numerical simulation of hydrodynamics, complete analytical data can be obtained, which will become an important means to study the process of landslide surge propagation and its interaction with the dam. The research object in this paper is the #3 deformation body landslide surge of about 1300 m upstream of a dam, and a numerical model of three-dimensional landslide surge is established in the reservoir area. The accuracy and effectiveness of the landslide model are verified by hydraulic physical model test. The results show that the variation of surge height and the fluctuation process of water surface obtained by numerical simulation are basically in agreement with the experimental results of hydraulic physical model, and there are some errors in numerical value. The numerical simulation can reflect the whole macroscopic process of the wave propagation and its interaction with the dam. Finally, through the data obtained by numerical simulation, the relationship between landslide surge and dam action, and the relationship between moving head and swell height are analyzed.Due to the interaction between the surge and the dam, the surge caused by repeated turbulence and superposition of water in the reservoir area will cause greater harm to the safety of the downstream coast. The hydrodynamic pressure of the landslide is related to the height of the surge and the fluctuating frequency. The necessary circumvention measures should be taken at the top and downstream of the dam. And the maximum moving head is smaller than the swell height, while the static method is used to calculate and analyze the stability and stress of the dam, and the result will be more safety.
引文
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[2] BOSA S,PETTI M A. Numerical model of the wave that overtopped the Vajont Dam in 1963[J]. Water Resources Management,2013,27(6):1763-1779.
[3]冯树荣.水工设计手册:第10卷[M]. 2版.北京:中国水利水电出版社,2013.
[4]任兴伟,唐益群,代云霞.滑坡初始涌浪高度计算方法的改进及其应用[J].水利学报,2009,40(9):1116-1119.
[5]陶孝铨.李家峡水库正常运行期的滑坡涌浪试验研究[J].西北水电,1994(1):42-45.
[6]余仁福.黄河龙羊峡工程近坝库岸滑坡涌浪及滑坡预警研究[J].水力发电,1995(3):14-16.
[7]黄波林,王世昌,陈小婷.碎裂岩体失稳产生涌浪原型物理相似试验研究[J].岩石力学与工程学报,2013,32(7):1417-1425.
[8]庞昌俊.二维斜滑坡涌浪的试验研究[J].水利学报,1985(11):56-61.
[9]岳书波,刁明军,王磊,等.滑坡涌浪的初始形态及其衰减规律的研究[J].水利学报,2016,47(6):816-825.
[10]钟登华,安娜,李明超.库岸滑坡体失稳三维动态模拟与分析研究[J].岩石力学与工程学报,2007,26(2):360-367.
[11]周桂云,李同春,钱七虎.水库滑坡涌浪传播有限元数值模拟[J].岩土力学,2013,34(4):1197-1201.
[12]黄波林,殷跃平,王世昌,等. GIS技术支持下的滑坡涌浪灾害分析研究[J].岩石力学与工程学报,2013(S2):3844-3851.
[13]黄波林,殷跃平,刘广宁,等.三峡库区龚家方崩滑体涌浪物理原型试验与数值模拟对比研究[J].岩石力学与工程学报,2014(S1):2677-2684.
[14] VACONDIO R,MIGNOSA P,PAGANI S. 3D SPH numerical simulation of the wave generated by the Vajont rockslide[J]. Advances in Water Resources,2013,59(11):146-156.
[15]缪吉伦,陈景秋,张永祥.基于SPH方法的立面二维涌浪数值模拟[J].中南大学学报(自然科学版),2012,43(8):3244-3249.
[16] VIROULET S,CéBRON D,KIMMOUN O,et al. Shallow water waves generated by subaerial solid landslides[J]. Geophysical Journal International,2013,193(2):747-762.
[17]李静,陈健云,徐强,等.滑坡涌浪对坝面冲击压力的影响因素研究[J].水利学报,2018,49(2):232-240.
[18]戚蓝,陈辉,费文才,等.基于精确河道地形的溢流坝泄流三维数值模拟[J].水力发电学报,2016,35(10):12-20.
[19]陈弘.大型水库分层取水下泄水温模型试验与数值模拟研究[D].天津:天津大学,2013.
[20]滑坡涌浪模拟技术规程:SLl65—2010[S]. 2011.
[21] HIRT C W,SICILIAN J M. A porosity technique for the definition of obstacles in rectangular cell meshes[C]//Proceedings of the Fourth International Conference on Numerical Ship Hydrodynamics National Academy of Science,Washington,1985.
[22] HIRT C W,NICHOLS B D. Volume of fluid(VOF)method for the dynamics of free boundaries[J]. Journal of Computational Physics,1981,39(1):201-225.
[23]汪洋.滑坡体与非线性浅水波的相互作用[D].北京:清华大学,2012.
[24]张涵信.计算流体力学-差分方法的原理和应用[M].北京:国防工业出版社,2003.
[2] BOSA S,PETTI M A. Numerical model of the wave that overtopped the Vajont Dam in 1963[J]. Water Resources Management,2013,27(6):1763-1779.
[3]冯树荣.水工设计手册:第10卷[M]. 2版.北京:中国水利水电出版社,2013.
[4]任兴伟,唐益群,代云霞.滑坡初始涌浪高度计算方法的改进及其应用[J].水利学报,2009,40(9):1116-1119.
[5]陶孝铨.李家峡水库正常运行期的滑坡涌浪试验研究[J].西北水电,1994(1):42-45.
[6]余仁福.黄河龙羊峡工程近坝库岸滑坡涌浪及滑坡预警研究[J].水力发电,1995(3):14-16.
[7]黄波林,王世昌,陈小婷.碎裂岩体失稳产生涌浪原型物理相似试验研究[J].岩石力学与工程学报,2013,32(7):1417-1425.
[8]庞昌俊.二维斜滑坡涌浪的试验研究[J].水利学报,1985(11):56-61.
[9]岳书波,刁明军,王磊,等.滑坡涌浪的初始形态及其衰减规律的研究[J].水利学报,2016,47(6):816-825.
[10]钟登华,安娜,李明超.库岸滑坡体失稳三维动态模拟与分析研究[J].岩石力学与工程学报,2007,26(2):360-367.
[11]周桂云,李同春,钱七虎.水库滑坡涌浪传播有限元数值模拟[J].岩土力学,2013,34(4):1197-1201.
[12]黄波林,殷跃平,王世昌,等. GIS技术支持下的滑坡涌浪灾害分析研究[J].岩石力学与工程学报,2013(S2):3844-3851.
[13]黄波林,殷跃平,刘广宁,等.三峡库区龚家方崩滑体涌浪物理原型试验与数值模拟对比研究[J].岩石力学与工程学报,2014(S1):2677-2684.
[14] VACONDIO R,MIGNOSA P,PAGANI S. 3D SPH numerical simulation of the wave generated by the Vajont rockslide[J]. Advances in Water Resources,2013,59(11):146-156.
[15]缪吉伦,陈景秋,张永祥.基于SPH方法的立面二维涌浪数值模拟[J].中南大学学报(自然科学版),2012,43(8):3244-3249.
[16] VIROULET S,CéBRON D,KIMMOUN O,et al. Shallow water waves generated by subaerial solid landslides[J]. Geophysical Journal International,2013,193(2):747-762.
[17]李静,陈健云,徐强,等.滑坡涌浪对坝面冲击压力的影响因素研究[J].水利学报,2018,49(2):232-240.
[18]戚蓝,陈辉,费文才,等.基于精确河道地形的溢流坝泄流三维数值模拟[J].水力发电学报,2016,35(10):12-20.
[19]陈弘.大型水库分层取水下泄水温模型试验与数值模拟研究[D].天津:天津大学,2013.
[20]滑坡涌浪模拟技术规程:SLl65—2010[S]. 2011.
[21] HIRT C W,SICILIAN J M. A porosity technique for the definition of obstacles in rectangular cell meshes[C]//Proceedings of the Fourth International Conference on Numerical Ship Hydrodynamics National Academy of Science,Washington,1985.
[22] HIRT C W,NICHOLS B D. Volume of fluid(VOF)method for the dynamics of free boundaries[J]. Journal of Computational Physics,1981,39(1):201-225.
[23]汪洋.滑坡体与非线性浅水波的相互作用[D].北京:清华大学,2012.
[24]张涵信.计算流体力学-差分方法的原理和应用[M].北京:国防工业出版社,2003.
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