1、河流保护与治理DOI:10.15961/j.jsuese.202200133黄河下游河道滩岸崩退与淤长过程的耦合模拟王英珍,夏军强*,邓珊珊,周美蓉(武汉大学 水资源与水电工程国家重点实验室,湖北 武汉 430072)摘要:黄河下游滩岸变形时常发生,对河床稳定、防洪安全、滩区耕地保护等方面产生诸多不利影响,因此有必要在河道水沙数学模型中考虑滩岸变形计算。以1维水沙输移及床面冲淤计算模型为基础,结合滩岸崩退与淤长计算模块,建立了能同时模拟河床纵向冲淤与滩岸横向变形的耦合模型。采用该模型计算了黄河全下游(755 km长河道)的河床纵向与横向变形过程,选取2018年及2020年作为率定及验证年份对该
2、模型进行测试。计算结果表明:该模型可以很好地模拟黄河下游滩岸崩退及淤长过程,黄河下游游荡段、过渡段、弯曲段河段平滩宽度的计算误差在2018年分别为4、5、1 m,2020年分别为12、14、4 m;选取典型断面进行分析,发现该模型可以精细地模拟黄河下游不同河型河段的断面形态变化过程、滩岸崩退及淤长宽度的变化过程,以及大致准确地模拟河床冲淤厚度变化过程。黄河下游3个河段滩岸变形程度差异较大,游荡段滩岸变形幅度远大于过渡段与弯曲段,过渡段与弯曲段变形幅度相差不大;3个河段滩岸崩退幅度均大于淤长幅度,体现出下游河床呈现展宽的趋势;黄河下游滩岸崩退与淤长会对河床冲淤产生重要影响,其中游荡段滩岸变形对于
3、河床冲淤影响较大,而过渡段及弯曲段的河床变形主要表现为水沙不平衡输移引起的床面冲淤。关键词:滩岸崩退;滩岸淤长;床面冲淤;耦合模型;黄河下游中图分类号:TV147文献标志码:A文章编号:2096-3246(2023)04-0130-12Coupled Modelling of Bank Erosion and Accretion in the Lower Yellow RiverWANG Yingzhen,XIA Junqiang*,DENG Shanshan,ZHOU Meirong(State Key Lab.of Water Resources and Hydropower Eng.Sc
4、i.,Wuhan Univ.,Wuhan 430072,China)Abstract:Bank erosion and accretion often occurred in the Lower Yellow River(LYR),which led to several negative effects such as channel mi-gration,safety of flood control,and land loss.Therefore,it is essential to take the modules of bank erosion and bank accretion
5、into account whencalculating flow-sediment transport and channel evolution.A coupled one-dimensional model was proposed to simulate both bed evolution andbank deformation,including three modules of flow-sediment transport,bed deformation,and bank erosion and accretion.The proposed model wasapplied t
6、o simulate the longitudinal and lateral channel deformations in the LYR with a length of 755 km,with the years 2018 and 2020 being se-lected as the calibration and verification years to evaluate the model.The results indicate that the proposed model can accurately simulate the pro-cesses of bank ero
7、sion and accretion,and the absolute errors between the calculated and measured post-flood reach-scale channel widths in thebraided reach,transitional reach,and meandering reach of the LYR were respectively 4 m,5 m and 1 m in 2018 and 12 m,14 m and 4 m in 2020.It was also found that the one-dimension
8、al model could accurately simulate deformations,bank erosion and accretion,and riverbed evolution atsection scale in different reach types.The bank deformation characteristics of the three reaches in the LYR were diverse from each other,with thedeformation amplitude of the braided reach being much g
9、reater than that of the transitional reach and the meandering reach,and the deformationamplitude of the transitional reach and the meandering reach being almost the same.However,the amplitude of bank erosion in the three reaches收稿日期:2022 02 21基金项目:国家自然科学基金项目(51725902)作者简介:王英珍(1995),女,博士生.研究方向:河流动力学.
10、E-mail:wang_*通信作者:夏军强,教授,E-mail:网络出版时间:2022 08 16 14:35:34 网络出版地址:https:/ http:/http:/ 第 55 卷 第 4 期工 程 科 学 与 技 术Vol.55 No.42023 年 7 月ADVANCED ENGINEERING SCIENCESJuly 2023was greater than that of the bank accretion,which reflected the trend of the channel widening in the LYR.The amounts of bank eros
11、ion and accre-tion were large in the LYR,and bank erosion and accretion had an important influence on channel evolution,among which bank deformation inthe braided reach had an obvious contribution to channel evolution,whereas channel evolution in the transitional reach and meandering reachmainly cam
12、e from the flow and sediment transport.Key words:bank erosion;bank accretion;riverbed evolution;coupled model;Lower Yellow River 自古以来,黄河流域承载着中华民族的生息繁衍和文化传承,推动黄河流域生态保护和高质量发展是当前国家重要战略。黄河下游滩区是黄河流域的重要组成部分,滩区面积占河道面积的65%,生活着近200万人,促进下游滩区综合提升和高质量发展,是黄河长久安澜的重要保障,也是推动黄河流域高质量发展的重要内容1。黄河下游滩岸崩退及淤长过程,会造成主槽的摆动,一方
13、面不利于河势的稳定,对河道防洪造成重要压力;另一方面增加了滩区土地的不稳定性,对滩区群众的生产生活产生不利影响。因此,开展下游滩岸变形模拟的研究对于维系河道稳定与促进滩区发展具有重要作用。在小浪底水库运用前(19861999年),黄河下游河床整体处于持续淤积状态。但近年来随着小浪底水库的运用,黄河下游河床正处于持续冲刷阶段,主槽在冲刷下切的同时又呈现展宽趋势,主槽面积不断扩大。下游游荡段、过渡段、弯曲段的平滩河宽分别由1999年汛后的943、521、381 m增加到2020年汛后的1 314、542、388 m,分别增加了39%、4%、2%。游荡段相比于过渡段与弯曲段存在较大尺度的主槽摆动。小
14、浪底水库运用后,游荡段多年平均的主槽摆动宽度为185 m/a2。20042020年,黄河下游河床总冲刷量为15.12108 m3,其中滩岸崩退量为5.96108 m3,约占总冲刷量的39%,因此可以看出,滩岸变形对河床冲淤方面亦存在较大的贡献。目前,国内外已有许多学者对于滩岸崩退与淤长过程进行研究,具体内容涵盖机理、方法及影响因素等方面。对于滩岸崩退及淤长过程的研究,主要采用实测资料分析34、经验方法拟合5、数学模型计算67及物理模型试验8等手段。Osman等9提出坡脚横向冲刷以及重力作用会导致滩岸崩退,Darby等10改进了上述模型,加入了潜水位对滩岸崩退的影响。许多研究认为岸边植被的存在对
15、河岸稳定性有积极的影响1112,而其他研究发现河岸植被对河岸稳定有一些不利的影响,包括在降雨期间及其之后,由于土体渗流增加,植物自重和较高的土体含水率产生了附加重力,增加了河岸边坡的不稳定性1314。Linh等15指出气候变化,上游流量含沙量变化,以及人为因素等都会对滩岸变形产生一定影响。具体到黄河下游滩岸崩退及淤长计算,李洁等16采用实测资料拟合的方法计算了游荡段滩岸崩退过程并分析了变化特点;Xia等17采用1维水沙耦合模型,计算了黄河下游游荡段的水沙输移及床面冲淤过程,但未考虑滩岸崩退及淤长过程;王英珍等18计算了黄河下游游荡段的河床纵向与横向变形。但目前涉及黄河全下游约780 km的水沙
16、输移、床面冲淤及滩岸横向变形的数值模拟成果较少,且关于滩岸变形对河床纵向演变过程的影响尚未有大范围探讨。而黄河下游目前防洪形势仍然严峻,同时下游河道又流经河南、山东两个人口大省,因此开展全下游河床演变模拟具有重要意义。本文以1维水沙输移及床面冲淤的数学模型为基础,考虑滩岸崩退及淤长过程,建立能耦合模拟河床纵向冲淤及滩岸横向变形的1维水沙数学模型。采用该模型计算不同年份下黄河下游床面冲淤与滩岸变形过程,对该模型进行率定和验证。由于黄河下游3个河段的河型及河床冲淤特性差异很大,进一步分析不同河段滩岸的横向变形特点。1 耦合模型概述该耦合模型由1维水沙输移计算、床面冲淤计算、滩岸崩退及淤长计算三大模
17、块组成,用于模拟黄河下游全河段的水沙输移、河床纵向变形及滩岸横向变形。1.1 水沙输移及床面冲淤计算模块由于黄河下游河道涉及三类河型,河床调整过程较为复杂,断面滩槽划分、主槽与滩地糙率确定、滩槽过流优先级排序等方面需要进行特殊处理。这些关键问题的具体处理方法及数值解法,详见相关参考文献17,此处仅简述相关控制方程。黄河下游1维水流控制方程,包括浑水连续方程及动量方程,可表示为如下形式19:Qx+BZt=qlA0t|z附加项(1)Qt+(gAfBQ2A2)Zx+2fQAQx=Q2A2(Ax)?ZgA(Jf+Jl)lqlulm1msQSt1ms(Q2A+gAhc)Sx|z 附加项(2)第 4 期王
18、英珍,等:黄河下游河道滩岸崩退与淤长过程的耦合模拟131Jf=(Q/A)2n2/h4/3式(1)(2)中:Q为断面流量;Z为断面平均水位;A0为床面冲淤面积;A和B为过水断面的面积和水面宽度;S为断面平均的含沙量;f为动量修正系数;Jf为能坡,其中,h为断面平均水深,n为曼宁阻力系数;Jl为断面形态引起的附加阻力项;l和ql分别为单位河长的支流浑水密度和流量;ul为支流流速在主流方向的分量;hc为过水断面形心的淹没深度;=sf,其中s和f为泥沙密度和清水密度;m为深水密度;g为重力加速度;x为沿程距离;t为时间。黄河下游推移质输沙量较小,悬移质占总输沙量的99.5%20,因此仅考虑非均匀悬沙不
19、平衡输移及其引起的床面冲淤过程,相应的控制方程可表示为:t(ASk)+x(AUSk)=Bkk(SkSk)+Slkql+qbsk(3)A0t=Nk=1Bkk(SkSk)(4)qbsk式(3)(4)中:Sk、S*k、k和k分别为第k粒径组悬沙的含沙量、挟沙力、浑水沉速和恢复饱和系数;U为断面平均流速;Slk为支流的分组含沙量;为床沙干密度;N为非均匀悬沙组数;为河岸崩退及淤长造成的泥沙源项。恢复饱和系数k反映了非平衡输沙时含沙量向挟沙力靠近的速度,此处采用韦直林等21提出的方法进行计算。挟沙力则采用Zhang等22提出的公式进行计算。1.2 滩岸崩退及淤长计算模块黄河下游河道,尤其是游荡段,主槽横
20、向摆动较为显著,其变化基本是通过滩地崩退及淤长过程来实现。因此滩岸崩退与淤长缺一不可,二者共同配合才能完成滩岸横向变形计算。1)坡脚横向冲刷或淤积计算。坡脚横向冲刷宽度We或淤积宽度Wa的确定是滩岸崩退及淤长计算模块中的重要组成部分,采用Langendoen等3提出的公式进行计算:We=kde(fce)1t,f ce(5)Wa=kda(fca)2t,f过渡段弯曲段;在这2年中游荡段最大滩岸崩退宽度变化范围为5001 000 m,过渡段最大滩岸崩退宽度变化范围则处于50500 m之间,而弯曲段最大滩岸崩退宽度基本处于100 m以下。从图9(c)可以看出,3个河段发生滩岸崩退的断 95 15 9
21、76 37 6 128 14 5 84 11 6 0306090120150游荡段过渡段弯曲段滩岸崩退宽度/m2018 年左岸2018 年右岸2020 年左岸2020 年右岸2018 年左岸2018 年右岸2020 年左岸2020 年右岸2018 年左岸2018 年右岸2020 年左岸2020 年右岸2018 年左岸2018 年右岸2020 年左岸2020 年右岸2018 年左岸2018 年右岸2020 年左岸2020 年右岸2018 年左岸2018 年右岸2020 年左岸2020 年右岸55097162998414651 264 75 23 765525403006009001 2001 5
22、00游荡段过渡段弯曲段滩岸崩退宽度/m592432522632512540392444010203040506070游荡段过渡段弯曲段崩退断面数量182 33 120 5 3 26 30 8 75 8 8 200150100500游荡段过渡段弯曲段滩岸淤长宽度/m892875382212179 147 40 38238381 0008006004002000游荡段过渡段弯曲段滩岸淤长宽度/m151113151010117127811024681012141618游荡段过渡段弯曲段淤长断面数量(a)崩退均值(b)崩退宽度最大值(c)崩退断面数量(d)淤长均值(e)淤长宽度最大值(f)淤长断面数量
23、 图 9黄河下游不同河段的滩岸变形特征值统计Fig.9Bank deformation characteristics in different reaches of the LYR 138工程科学与技术第 55 卷面数量相差不大,游荡段发生崩退的断面个数略大于弯曲段,过渡段发生崩退的断面数量基本处于最末位。由此可以得出,游荡段发生滩岸崩退的幅度最大,平均崩退宽度最大,河势稳定性最差;过渡段由于处于游荡段向弯曲段转化的河段,滩岸崩退幅度与崩退断面个数均处于此两个河段之间,且偏向弯曲段;弯曲段由于河道整治工程限制,滩岸崩退幅度最小,崩退宽度也最小,河势稳定性最强。黄河下游滩岸淤长与崩退往往同时存
24、在,相伴发生。从图9(d)(f)可知,滩岸淤长尺度比崩退尺度小,各河段发生淤长断面的数量明显少于发生崩退断面数量,且各河段间差异不大,使得下游河床整体呈展宽趋势,两侧滩地面积减小。游荡段是平均淤长宽度最大的河段,一般是过渡段和弯曲段平均淤长宽度的10倍以上,过渡段与弯曲段平均淤长宽度基本都在10 m以内,对河宽影响很小。游荡段淤长最大宽度均在100 m以上,最高可达近1 km,而过渡段与弯曲段淤长最大宽度基本都在100 m以下,结合滩岸崩退情况,可以看出:游荡段善冲善淤,河道善徙,游荡特性较强;而过渡段与弯曲段相对来说比较稳定,河床整体以展宽为主,主槽过流能力不断增强。4.2 滩岸变形对河床冲
25、淤的影响黄河下游滩岸崩退与淤长量大,滩岸变形会对河床冲淤产生重要影响。表1给出了2018年及2020年模型计算黄河下游各河段及整个下游汛期冲淤量。从表1可以看出,游荡段的滩岸崩退量与河床冲淤总量处于同一数量级,2020年游荡段河床总冲刷量为0.336108 t,其中滩岸崩退量为0.197108 t,占总量的59%,说明滩岸崩退的泥沙是河床发生冲刷的重要来源。游荡段滩岸崩退量是过渡段与弯曲段的427倍,说明游荡段河道稳定性差,滩地侵蚀量大,需进一步进行治理与控制。过渡段与弯曲段的滩岸崩退与淤长量基本处于同一数量级,该两个河段滩岸变形量占河床总冲淤量一般不超过40%,说明过渡段及弯曲段的河床变形主
26、要与床面冲淤相关,而不是滩岸崩退及淤长。此外,总体来说,下游各河段滩岸崩退量大于淤长量,再一次揭示了河床不断展宽的趋势。5 结论本文采用考虑了滩岸崩退及淤长的1维耦合水沙数学模型,模拟了黄河全下游河道水沙输移、床面冲淤及滩岸横向变形,并利用2018年与2020年实测资料对模型进行了率定和验证。此外,还分析了黄河下游不同河段滩岸崩退及淤长的特征及其对河床冲淤的影响,得出主要结论如下:1)该模型可以较为准确地计算滩岸崩退及淤长宽度,黄河下游各断面滩岸崩退及淤长宽度计算值与实测值符合较好。黄河下游游荡段、过渡段、弯曲段2018年汛后实测河段平滩宽度分别为1 114、521、387 m,而计算值分别为
27、1 118、517、386 m;3个河段2020年汛后实测平滩宽度分别为1 314、542、388 m,计算值分别为1 326、556、392 m,由此可以看出该模型在滩岸变形方面具有良好的计算精度。2)黄河下游3个河段滩岸崩退及淤长特征差异大。游荡段滩岸崩退及淤长幅度最大,且远大于过渡段及弯曲段,过渡段和弯曲段滩岸变形幅度相差不大,过渡段稍大于弯曲段。游荡段善冲善淤,河道善徙,游荡特性较强,而过渡段与弯曲段相对来说比较稳定。同时3个河段滩岸崩退幅度均大于淤长幅度,由此总结得出河床整体以展宽为主,主槽过流能力不断增强。3)黄河下游滩岸崩淤量大,滩岸崩退与淤长会对河床冲淤产生重要影响。游荡段的滩
28、岸崩退量与河床冲淤总量处于同一数量级,2020年游荡段滩岸崩退量占河床总冲刷量的59%;过渡段与弯曲段的滩岸崩退与淤长量基本处于同一数量级,这两个河段滩岸崩淤量占河床总冲淤量一般不超过40%。说明游荡段滩岸变形对于河床冲淤影响较大,而过渡段及弯曲段的河床变形主要与床面冲淤相关。参考文献:Yue Yusu,Wang Hongwei,Jiang Enhui,et al.Sustainable de-1 表 1各河段滩岸及河床汛期冲淤量Tab.1 Amounts of channel evolution and bank deformation in flood seasons of differe
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