长江科学院院报 ›› 2023, Vol. 40 ›› Issue (8): 16-23.DOI: 10.11988/ckyyb.20220501

• 河湖保护与治理 • 上一篇    下一篇

汾河二坝—义棠段液压坝群对河道冲淤变化影响的数值研究

张小雅, 任春平, 杨帆   

  1. 太原理工大学 水利科学与工程学院,太原 030024
  • 修回日期:2022-07-24 出版日期:2023-08-01 发布日期:2023-08-09
  • 通讯作者: 任春平(1978-),男,山西祁县人,副教授,博士,硕士生导师,研究方向为水力学及河流动力学。E-mail:chunpingren@163.com
  • 作者简介:张小雅(1997-),女,山西灵丘人,硕士研究生,研究方向为水力学及河流动力学。E-mail:810045574@qq.com
  • 基金资助:
    水利工程安全与仿真国家重点实验室开放基金项目(HESS-2006);山西省自然科学基金面上项目(202103021224116)

Numerical Study on Influence of Hydraulic Lifting Dam Group on Variation of Channel Erosion and Deposition in the Erba-Yitang Segment of Fenhe River

ZHANG Xiao-ya, REN Chun-ping, YANG Fan   

  1. College of Water Resource Science and Engineering,Taiyuan University of Technology,Taiyuan 030024,China
  • Revised:2022-07-24 Online:2023-08-01 Published:2023-08-09

摘要: 在中小河流中连续修建多座液压坝,会对河道水动力及泥沙冲淤过程产生较大影响,液压坝群不同的运行方案导致河道冲淤变化特性也有所不同。针对此问题,基于Delft3D FM软件,选取了4场典型洪水过程,对汾河二坝—义棠段进行二维水沙数值模拟,在设定的4种液压坝群运行方案下,研究了液压坝群对河道冲淤变化特性的影响,为液压坝群在汾河中游的调度提供参考。研究结果表明:对于4场洪水情况下方案1—方案4,在模拟时段末,14#坝的坝前水深分别约为0.5~1.4、1.3~2.8、0.6~1.8、0.5~1.6 m,坝后局部流速最大分别约为1.5~2.5、2.0~6.0、2.0~3.0、2.0~2.5 m/s;从河道冲淤变化统计来看,泥沙冲淤范围分别约为-0.5~1.4、-0.3~1.9、-0.5~1.6、-0.5~1.5 m;河道泥沙淤积总量变化范围分别约为(4.9~242.3)万、(5.3~323.5)万、(5.0~252.5)万、(4.95~245.1)万m3。所得结论如下:液压坝全部运行时对水动力场和床面高程变化影响最大;4场洪水情况下,液压坝全部运行时泥沙淤积量约为无坝运行时的1.08~1.36倍。

关键词: 泥沙冲淤, Delft3D FM软件, 液压坝, 数值模拟, 汾河中游

Abstract: Building continuous hydraulic lifting dams in small and medium-sized rivers will affect the hydrodynamics and sediment erosion and deposition process of the river. The variation characteristics of river erosion and deposition resulting from different combined operation schemes of hydraulic lifting dams also differ. To address this issue, four typical flood processes were selected for a 2D numerical simulation of water and sediment dynamics in Fenhe River (Erba-Yitang segment) using Delft3D FM model. Under the four operation schemes of hydraulic lifting dam group, the influence of hydraulic lifting dam group on the variation characteristics of erosion and deposition of river channel was analyzed. The findings provide valuable insights for the scheduling of hydraulic lifting dam groups in the midstream of Fenhe River. Results reveal that, under the schemes 1-4 in four flood scenarios, the water depth in front of dam 14# ranges from approximately 0.5 to 1.4 m, 1.3 to 2.8 m, 0.6 to 1.8 m, and 0.5 to 1.6 m, respectively, at the end of the simulation period. The maximum local velocity behind the dam is approximately 1.5-2.5 m/s, 2.0-6.0 m/s, 2.0-3.0 m/s, and 2.0-2.5 m/s, respectively. The range of erosion and deposition is approximately -0.5 to 1.4 m, -0.3 to 1.9 m, -0.5 to 1.6 m, and -0.5 to 1.5 m, respectively. The total amount of sediment deposition in the river reaches approximately 4.9×104 to 242.3×104 m3, 5.3×104 to 323.5×104 m3, 5.0×104 to 252.5×104 m3, and 4.95×104 to 245.1×104 m3, respectively. The conclusions are as follows: hydraulic lifting dams exhibit the greatest influence on the hydrodynamic field and the change in bed elevation when operating at full capacity. Moreover, the sediment deposition volumes of hydraulic lifting dams are approximately 1.08 to 1.36 times that of non-dam operation under the four flood scenarios.

Key words: erosion and deposition process, Delft3D FM software, hydraulic lifting dam, numerical simulation, midstream of Fenhe River

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