基于FLUENT的土石坝逐渐溃坝水流模拟
摘要
溃坝问题由于其产生的巨大灾害而显得十分重要。溃坝水流模拟可以分为瞬间溃和逐渐溃。目前的水流模拟主要是研究瞬间溃。然而,作为应用最广泛同时也是溃决数量最多的坝型,土石坝的溃决方式大多数是逐渐溃。故本文应用通用计算流体力学软件FLUENT,对土石坝逐渐溃的水流模拟进行了尝试。
本文首先从溃坝水流模拟和土石坝溃决机理两方面简要回顾了目前溃坝研究的现状。在此基础上,与目前主流研究二维溃坝不同,本文引入了三维计算流体力学软件FLUENT对溃坝水流进行了三维模拟,并结合多个试验和经典假设算例,充分验证了该软件在溃坝水流模拟方面的可行性。在溃口发展模拟方面,本文采用OSMAN侵蚀崩塌模型,该模型基于物理分析,考虑了实时水流、坝体材料、边坡稳定等因素对溃口扩展的影响,较其他模型更为合理。最后,本文利用FLUENT的动网格技术和用户自定义函数,编制了基于FLUENT的土石坝逐渐溃坝水流模拟模型程序,得出了溃口与溃坝水流相互影响下的溃口扩展过程及相应的水流形态。同时通过编制程序也获得了溃口的流量发展过程。
The problem of dam failures has always been of great important because of their disastrous effects. The numerical simulation of dam failure flow can divide into sudden catastrophic failure and gradual failure. The current study is focused on sudden catastrophic failure. However, as the most common type of dam, earthen embankment has the largest number of failure, and the failure of earthen embankment is mainly gradual. For this reason, the present paper applies general CFD software FLUENT and tries to simulate the dam break flow of gradual failure.
The dissertation starts with an introduction of this study discipline, including dam break flow simulation and mechanism of earthen embankment failure. Based on this, different from current two dimensional flow simulation, three dimensional CFD software FLUENT is introduced in this paper to simulate the dam break flow. Validated by some popular experiments and hypothetic tests, FLUENT is suitable for the study of dam break flow. Model of OSMAN slope stability analysis is employed to simulate the breach development. Based on physics, this model is more reasonable than others, which considers water flow, material character of dam, slope stability and so on. Dynamic mesh and user defined functions of FLUENT are used to program UDF of gradual enlarged breach. After calculation in FLUENT, the process of enlarged breach which is influenced by water flow and the flow state which is influenced by breach can be shown. And the breach hydrograph can also be acquired by program corresponding UDF.
本文首先从溃坝水流模拟和土石坝溃决机理两方面简要回顾了目前溃坝研究的现状。在此基础上,与目前主流研究二维溃坝不同,本文引入了三维计算流体力学软件FLUENT对溃坝水流进行了三维模拟,并结合多个试验和经典假设算例,充分验证了该软件在溃坝水流模拟方面的可行性。在溃口发展模拟方面,本文采用OSMAN侵蚀崩塌模型,该模型基于物理分析,考虑了实时水流、坝体材料、边坡稳定等因素对溃口扩展的影响,较其他模型更为合理。最后,本文利用FLUENT的动网格技术和用户自定义函数,编制了基于FLUENT的土石坝逐渐溃坝水流模拟模型程序,得出了溃口与溃坝水流相互影响下的溃口扩展过程及相应的水流形态。同时通过编制程序也获得了溃口的流量发展过程。
The problem of dam failures has always been of great important because of their disastrous effects. The numerical simulation of dam failure flow can divide into sudden catastrophic failure and gradual failure. The current study is focused on sudden catastrophic failure. However, as the most common type of dam, earthen embankment has the largest number of failure, and the failure of earthen embankment is mainly gradual. For this reason, the present paper applies general CFD software FLUENT and tries to simulate the dam break flow of gradual failure.
The dissertation starts with an introduction of this study discipline, including dam break flow simulation and mechanism of earthen embankment failure. Based on this, different from current two dimensional flow simulation, three dimensional CFD software FLUENT is introduced in this paper to simulate the dam break flow. Validated by some popular experiments and hypothetic tests, FLUENT is suitable for the study of dam break flow. Model of OSMAN slope stability analysis is employed to simulate the breach development. Based on physics, this model is more reasonable than others, which considers water flow, material character of dam, slope stability and so on. Dynamic mesh and user defined functions of FLUENT are used to program UDF of gradual enlarged breach. After calculation in FLUENT, the process of enlarged breach which is influenced by water flow and the flow state which is influenced by breach can be shown. And the breach hydrograph can also be acquired by program corresponding UDF.
引文
[1]张利民,徐耀,贾金生.国外溃坝数据库[J].中国防汛抗旱,2007,S1期:2～7, 12
[2] Y.Xu, L.M.Zhang. Breaching Parameters for Earth and Rockfill Dams[J]. J GEOTECH GEOENVIRON, 2009,12: 1957～1970
[3]解家毕,孙东亚.全国水库溃坝统计及溃坝原因分析[J].水利水电技术,2009, 12, 124～128
[4]谢春德.水库逐渐溃坝洪水过程计算方法研究[J].水资源研究,2008, 29(2): 17～19, 39
[5]史宏达,刘臻.溃坝水流数值模拟研究进展[J].水科学进展, 2006, 1: 129 ~ 135.
[6] Hicks, F.E., Peacock, T. Suitability of HEC-RAS for flood forecasting[J]. Canadian Water Resources Journal, 2005, 30(2): 159-174
[7] YANG F L, ZHANG X F, TAN G M. Oneand TwoDimensional Coupled Hydrodynamics Model for Dam Break Flow[J]. Journal of Hydrodynamics, 2007, B19 (6): 769-775
[8]谭维炎.浅水动力学的回顾和当代前沿问题[J].水科学进展, 1999, 10(3): 296~303
[9] FREAD D L. DAMBRK: The NWS dam break flood forecasting model[R]. Silver Spring: National Weather Service(NWS) Report, NOAA, 1984.1 ~32
[10] MORRIS M W, GALLAND J C. CADAM: Dambreak modeling guidelines & best practice [ R]. Munich : HR Wallingford Ltd ,1998.
[11] J.S.Wang,H.G.Ni,Y.S.He. Finite-Difference TVD Scheme for Computation of Dam-Break Problems. JOURNAL OF HYDRAULIC ENGINEERING,2000,126(4):253～262
[12] ZOPPOU C., ROBERTS S.. Explicit Schemes for Dam-break Simulations[J]. Journal of Hydraulic Engineering, 2003, 129(1): 11～34
[13] A. J. C. Crespo, M. Gómez-Gesteira, R. A. Dalrymple. Modeling Dam Break Behavior over a Wet Bed by a SPH Technique[J]. Journal of Waterway, Port, Coastal and Ocean Engineering, 2008, 134(6): 313-320
[14] C. Biscarini, S. Di Francesco, P. Manciola. CFD Modelling Approach for Dam Break Flow Studies[J]. Hydrol. Earth Syst. Sci. Discuss.,2009,6:6759～6793
[15] A. DeMaio, F.Savi, L.Sclafani. 3D Mathematical Simulation of Dambreak Flow[C]. In: L.Ubertini. Environmental Modelling and Simulation. US Virgin Island: St.Thomas, 2004. 432-802
[16] Francis H.Harlow, J.Eddie Welch. Numerical Calculation of Time-Dependent Viscous Incompressible Flow[J]. Phys. Fluids, 1965, 8: 2182～2189
[17] Hirt, C. W., Nichols, B. D.. Volume-of-Fluid(VOF)Method for the Dynamics of Free Boundary[J]. J. Comput. Phys., 1979, 39: 201～225
[18] Stanley Osher, James A. Sethian. Fronts Propagating with Curvarture Dependent Speed Algorithms Based on Hamilton–Jacobi Formulations[J]. J. Comput. Phys., 1988, 79: 12～49
[19] A.Ballofet, M.L.Scheffle. Numerical Analysis of The Teton Dam Failure Flood[J]. J. Hydraul. Res.,1982, 20(4): 317–328.
[20] Soil Conservation Service. Simplified Dam-Breach Routing Procedure. Technical Release, 1981, No. 66 (Rev. 1): 39p
[21] MacDonald, T.C., Langridge-Monopolis, J.. Breaching Characteristics of Dam Failures[J]. Journal of Hydraulic Engineering, 1984, 110(5): 567-586.
[22] Froehlich, D.C.. Peak Outflow from Breached Embankment Dam[J]. Journal of Water Resources Planning and Management, 1995, 121(1): 90-97.
[23] Fluent Inc. FLUENT User’s Guide. Fluent Inc . 2006. 9.2
[24] Osman A M, Thorne C R. Riverbank stability analysis I: Theory [J]. Journal of Hydraulic Engineering, ASCE, 1988, 114(2): 134 ~ 150
[25] Thorne C R, Osman A M. Riverbank stability analysisⅡ: Applications [J]. Journal of Hydraulic Engineering, ASCE, 1998. 114(2): 151 ~ 172
[26]王立辉.水流数值模拟与溃坝风险分析研究: [博士论文].南京:南京水利科学研究院, 2006.06.20~29.
[27] Meyer-Peter E, Muller R. Formulas for bed-load Transport [C]. Paper No. 2, Proceedings of Second Meeting International Association for Hydraulic Research, 1948. 39 ~ 64.
[28]张建国.土石坝溃决机理研究及溃口洪水的数值模拟: [硕士论文].武汉:华中科技大学, 2010.03.23-24.
[29]贺莉,张成,傅旭东.唐家山堰塞体溃口宽度的模拟计算[J].应用基础与工程科学学报,2009,S1: 10～17
[30]温正,石良辰,任毅如等. FLUENT流体计算应用教程[M].北京:清华大学出版社, 2009. 368～378
[31] S. SOARES FRAZ?O, Y. ZECH . Dam break in channels with 90 bend[J]. J. Hydraul. Eng., 2002, 128(11): 956–968
[32] Fennema RJ, Chaudhry MH. Explicit methods for 2D transient free-surface flows[J]. J. Hydraul. Eng., 1990,116(8): 1013～1034
[33] Francisco Alcrudo, Pilar Garcia-Navarro. A high-resolution Gudonov-type scheme in finite volumes for the 2-D shallow water equations[J]. Int. J. Numer. Methods Fluids, 1993, 16: 489～505
[34] D.Ambrosi. Approximation of shallow-water equations by Roe’s Riemann solver[J]. Int. J. Numer. Methods Fluids, 1995, 20(2): 157～168
[35] Sergio Fagherazzi, Patrick Rasetarinera, M. Youssuff Hussaini et al. Numerical Solution of the Dam-Break Problem with a Discontinuous Galerkin Method[J]. J. Hydr. Engrg., 2004, 130(6): 532～539
[36] Hseng Tseng Ming, Chia R.Chu. Two-dimensional shallow water flows simulation using TVD-MacCormack Scheme[J]. Journal of Hydraulic Research. 2000, 38(2): 123～131
[37] P.Brufau, P. Garcia-Navarro. Two-dimensional Dam Break Flow Simulation. International Journal for Numerical Methods in Fluids. 2000, 33(1): 35-37
[38]陈学玲,胡非.复杂地形网格生成[J].计算力学学报, 2006, 6: 313~316.
[39]曹志先,郑力,钱忠东.溃坝水流三维湍流的试验与数值分析[J].武汉大学学报(工学版), 2010, 43(2): 137～142
[40]郑力,钱忠东,曹志先等.溃坝水流三维计算模型比较[J].武汉大学学报(工学版),2009,42(6):758～763
[41]刘学炎.溃坝水流数值模拟: [硕士论文].武汉:武汉理工大学, 2009.12. 34~35.
[42]魏文礼,郭永涛.基于加权本质无振荡格式的二维溃坝水流数值模拟[J].水利学报, 2007, 38(5): 596 ~ 600.
[43]谢任之.溃坝水力学[M].济南:山东科学技术出版社,1989:15~73.
[44]陈珺,张小峰,谈广鸣等.考虑溃口展宽的溃堤水流泥沙数值模拟[J].水动力学研究与进展, 2007: 647 ~ 653.
[45]徐耀,张利民.土石坝溃口发展模式研究[J].中国防汛抗旱,2007年增刊: 18 ~ 21.
[46]匡尚富,汪小刚,黄金池等.堰塞湖溃坝风险及其影响分析评估[J].北京:中国水利, 2008. 16: 17 ~ 21.
[47]槐文信,曾小辉,杨中华.一维和二维溃坝波的混合有限分析解[J].华中科技大学学报(自然科学版), 2006.09: 48~50.
[48]杨国兴,李仁凤,周晶.水库溃坝流量简易计算方法解析[J].黑龙江水利科技, 2002. 1: 44 ~45.
[49] D.L.弗里德,J.M.刘易斯.洪水演算通用模型(FLDWAV)[J].武汉:人民长江,1991.09: 60~63.
[50]胡四一,谭维炎.用TVD格式预测溃坝洪水波的演进[J].水利学报, 1989.07: 1~11.
[51]郭永涛.基于WENO格式的溃坝水流数值模拟:[硕士论文].西安:西安理工大学, 2005.12.32 ~48.
[2] Y.Xu, L.M.Zhang. Breaching Parameters for Earth and Rockfill Dams[J]. J GEOTECH GEOENVIRON, 2009,12: 1957～1970
[3]解家毕,孙东亚.全国水库溃坝统计及溃坝原因分析[J].水利水电技术,2009, 12, 124～128
[4]谢春德.水库逐渐溃坝洪水过程计算方法研究[J].水资源研究,2008, 29(2): 17～19, 39
[5]史宏达,刘臻.溃坝水流数值模拟研究进展[J].水科学进展, 2006, 1: 129 ~ 135.
[6] Hicks, F.E., Peacock, T. Suitability of HEC-RAS for flood forecasting[J]. Canadian Water Resources Journal, 2005, 30(2): 159-174
[7] YANG F L, ZHANG X F, TAN G M. Oneand TwoDimensional Coupled Hydrodynamics Model for Dam Break Flow[J]. Journal of Hydrodynamics, 2007, B19 (6): 769-775
[8]谭维炎.浅水动力学的回顾和当代前沿问题[J].水科学进展, 1999, 10(3): 296~303
[9] FREAD D L. DAMBRK: The NWS dam break flood forecasting model[R]. Silver Spring: National Weather Service(NWS) Report, NOAA, 1984.1 ~32
[10] MORRIS M W, GALLAND J C. CADAM: Dambreak modeling guidelines & best practice [ R]. Munich : HR Wallingford Ltd ,1998.
[11] J.S.Wang,H.G.Ni,Y.S.He. Finite-Difference TVD Scheme for Computation of Dam-Break Problems. JOURNAL OF HYDRAULIC ENGINEERING,2000,126(4):253～262
[12] ZOPPOU C., ROBERTS S.. Explicit Schemes for Dam-break Simulations[J]. Journal of Hydraulic Engineering, 2003, 129(1): 11～34
[13] A. J. C. Crespo, M. Gómez-Gesteira, R. A. Dalrymple. Modeling Dam Break Behavior over a Wet Bed by a SPH Technique[J]. Journal of Waterway, Port, Coastal and Ocean Engineering, 2008, 134(6): 313-320
[14] C. Biscarini, S. Di Francesco, P. Manciola. CFD Modelling Approach for Dam Break Flow Studies[J]. Hydrol. Earth Syst. Sci. Discuss.,2009,6:6759～6793
[15] A. DeMaio, F.Savi, L.Sclafani. 3D Mathematical Simulation of Dambreak Flow[C]. In: L.Ubertini. Environmental Modelling and Simulation. US Virgin Island: St.Thomas, 2004. 432-802
[16] Francis H.Harlow, J.Eddie Welch. Numerical Calculation of Time-Dependent Viscous Incompressible Flow[J]. Phys. Fluids, 1965, 8: 2182～2189
[17] Hirt, C. W., Nichols, B. D.. Volume-of-Fluid(VOF)Method for the Dynamics of Free Boundary[J]. J. Comput. Phys., 1979, 39: 201～225
[18] Stanley Osher, James A. Sethian. Fronts Propagating with Curvarture Dependent Speed Algorithms Based on Hamilton–Jacobi Formulations[J]. J. Comput. Phys., 1988, 79: 12～49
[19] A.Ballofet, M.L.Scheffle. Numerical Analysis of The Teton Dam Failure Flood[J]. J. Hydraul. Res.,1982, 20(4): 317–328.
[20] Soil Conservation Service. Simplified Dam-Breach Routing Procedure. Technical Release, 1981, No. 66 (Rev. 1): 39p
[21] MacDonald, T.C., Langridge-Monopolis, J.. Breaching Characteristics of Dam Failures[J]. Journal of Hydraulic Engineering, 1984, 110(5): 567-586.
[22] Froehlich, D.C.. Peak Outflow from Breached Embankment Dam[J]. Journal of Water Resources Planning and Management, 1995, 121(1): 90-97.
[23] Fluent Inc. FLUENT User’s Guide. Fluent Inc . 2006. 9.2
[24] Osman A M, Thorne C R. Riverbank stability analysis I: Theory [J]. Journal of Hydraulic Engineering, ASCE, 1988, 114(2): 134 ~ 150
[25] Thorne C R, Osman A M. Riverbank stability analysisⅡ: Applications [J]. Journal of Hydraulic Engineering, ASCE, 1998. 114(2): 151 ~ 172
[26]王立辉.水流数值模拟与溃坝风险分析研究: [博士论文].南京:南京水利科学研究院, 2006.06.20~29.
[27] Meyer-Peter E, Muller R. Formulas for bed-load Transport [C]. Paper No. 2, Proceedings of Second Meeting International Association for Hydraulic Research, 1948. 39 ~ 64.
[28]张建国.土石坝溃决机理研究及溃口洪水的数值模拟: [硕士论文].武汉:华中科技大学, 2010.03.23-24.
[29]贺莉,张成,傅旭东.唐家山堰塞体溃口宽度的模拟计算[J].应用基础与工程科学学报,2009,S1: 10～17
[30]温正,石良辰,任毅如等. FLUENT流体计算应用教程[M].北京:清华大学出版社, 2009. 368～378
[31] S. SOARES FRAZ?O, Y. ZECH . Dam break in channels with 90 bend[J]. J. Hydraul. Eng., 2002, 128(11): 956–968
[32] Fennema RJ, Chaudhry MH. Explicit methods for 2D transient free-surface flows[J]. J. Hydraul. Eng., 1990,116(8): 1013～1034
[33] Francisco Alcrudo, Pilar Garcia-Navarro. A high-resolution Gudonov-type scheme in finite volumes for the 2-D shallow water equations[J]. Int. J. Numer. Methods Fluids, 1993, 16: 489～505
[34] D.Ambrosi. Approximation of shallow-water equations by Roe’s Riemann solver[J]. Int. J. Numer. Methods Fluids, 1995, 20(2): 157～168
[35] Sergio Fagherazzi, Patrick Rasetarinera, M. Youssuff Hussaini et al. Numerical Solution of the Dam-Break Problem with a Discontinuous Galerkin Method[J]. J. Hydr. Engrg., 2004, 130(6): 532～539
[36] Hseng Tseng Ming, Chia R.Chu. Two-dimensional shallow water flows simulation using TVD-MacCormack Scheme[J]. Journal of Hydraulic Research. 2000, 38(2): 123～131
[37] P.Brufau, P. Garcia-Navarro. Two-dimensional Dam Break Flow Simulation. International Journal for Numerical Methods in Fluids. 2000, 33(1): 35-37
[38]陈学玲,胡非.复杂地形网格生成[J].计算力学学报, 2006, 6: 313~316.
[39]曹志先,郑力,钱忠东.溃坝水流三维湍流的试验与数值分析[J].武汉大学学报(工学版), 2010, 43(2): 137～142
[40]郑力,钱忠东,曹志先等.溃坝水流三维计算模型比较[J].武汉大学学报(工学版),2009,42(6):758～763
[41]刘学炎.溃坝水流数值模拟: [硕士论文].武汉:武汉理工大学, 2009.12. 34~35.
[42]魏文礼,郭永涛.基于加权本质无振荡格式的二维溃坝水流数值模拟[J].水利学报, 2007, 38(5): 596 ~ 600.
[43]谢任之.溃坝水力学[M].济南:山东科学技术出版社,1989:15~73.
[44]陈珺,张小峰,谈广鸣等.考虑溃口展宽的溃堤水流泥沙数值模拟[J].水动力学研究与进展, 2007: 647 ~ 653.
[45]徐耀,张利民.土石坝溃口发展模式研究[J].中国防汛抗旱,2007年增刊: 18 ~ 21.
[46]匡尚富,汪小刚,黄金池等.堰塞湖溃坝风险及其影响分析评估[J].北京:中国水利, 2008. 16: 17 ~ 21.
[47]槐文信,曾小辉,杨中华.一维和二维溃坝波的混合有限分析解[J].华中科技大学学报(自然科学版), 2006.09: 48~50.
[48]杨国兴,李仁凤,周晶.水库溃坝流量简易计算方法解析[J].黑龙江水利科技, 2002. 1: 44 ~45.
[49] D.L.弗里德,J.M.刘易斯.洪水演算通用模型(FLDWAV)[J].武汉:人民长江,1991.09: 60~63.
[50]胡四一,谭维炎.用TVD格式预测溃坝洪水波的演进[J].水利学报, 1989.07: 1~11.
[51]郭永涛.基于WENO格式的溃坝水流数值模拟:[硕士论文].西安:西安理工大学, 2005.12.32 ~48.