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不同补沙方案对海滩剖面影响的数值模拟对比分析

梁丙臣 朱梅溪 屈智鹏 王聪 李东永

梁丙臣,朱梅溪,屈智鹏,等. 不同补沙方案对海滩剖面影响的数值模拟对比分析[J]. 海洋学报,2021,43(x):1–10 doi: 10.12284/hyxb2021168
引用本文: 梁丙臣,朱梅溪,屈智鹏,等. 不同补沙方案对海滩剖面影响的数值模拟对比分析[J]. 海洋学报,2021,43(x):1–10 doi: 10.12284/hyxb2021168
Liang Bingchen,Zhu Meixi,Qu Zhipeng, et al. Comparative analysis on numerical simulation of the impacts of different beach nourishment schemes on beach profile[J]. Haiyang Xuebao,2021, 43(x):1–10 doi: 10.12284/hyxb2021168
Citation: Liang Bingchen,Zhu Meixi,Qu Zhipeng, et al. Comparative analysis on numerical simulation of the impacts of different beach nourishment schemes on beach profile[J]. Haiyang Xuebao,2021, 43(x):1–10 doi: 10.12284/hyxb2021168

不同补沙方案对海滩剖面影响的数值模拟对比分析

doi: 10.12284/hyxb2021168
基金项目: 国家自然科学基金(51739010, 51679223);111创新引智项目(B14028)
详细信息
    作者简介:

    梁丙臣(1976-),男,山东省青岛市人,博士,教授,主要从事海岸泥沙运动与岸滩演变研究。Email:bingchen@ouc.edu.cn

    通讯作者:

    屈智鹏(1994-),博士生,主要从事海岸侵蚀模拟研究。Email:quzhipeng@stu.ouc.edu.cn

Comparative analysis on numerical simulation of the impacts of different beach nourishment schemes on beach profile

  • 摘要: 大量工程实践表明,海滩养护是当前抵御海岸侵蚀的常见措施。通过人为地向海滩补充沙源,以达到海岸防护、修复沙滩等目的。本文建立了一维海滩剖面演变数值模型,并与物理模型试验结果进行对比验证;计算常浪条件下不同方案补沙后海滩剖面达到平衡状态的速率;通过对比补沙工况与未补沙工况的风暴后剖面,分析风暴作用下防护效果。结果发现,补沙量较大时,沙坝向海侧位置补沙在常浪条件下补沙效率高于滩肩补沙,在风暴条件下防护效果优于滩肩补沙。此次研究对于在实际海滩养护过程中节约施工成本、提高施工效率有着重要意义,同时对于评估沙滩养护工程效果有一定的参考价值。
  • 图  1  人工沙滩稳定性试验布置示意图

    Fig.  1  Experimental setup of artificial beach stability model test

    图  2  波面高程验证图

    Fig.  2  Verification of wave surface elevation

    图  3  沿程波高验证图

    Fig.  3  Variation of wave height along the flume

    图  4  床面高程验证图

    Fig.  4  Verification of bed elevation

    图  5  补沙工况初始地形

    a. 滩肩补沙;b. 沙坝向海侧补沙

    Fig.  5  Profile of nourishment cases

    a. Berm nourishment; b. bar nourishment

    图  6  XBeach模拟8 h后对应的Dean曲线计算值(以补沙量0.3 m3/m为例)

    a. 滩肩补沙;b. 沙坝向海侧补沙

    Fig.  6  The Dean curve and XBeach simulation after 8 hours (taking 0.3 m3/m sediment volume as an example)

    a. Berm nourishment; b. Bar nourishment

    图  7  剖面计算值与对应的Dean曲线之间的RMSE值随时间变化图

    a. 滩肩补沙;b. 沙坝向海侧补沙

    Fig.  7  Comparison of root mean square error (RMSE) between calculated values and corresponding Dean curves

    a. Berm nourishment; b. Bar nourishment

    图  8  风暴作用下人工补沙剖面变化(蓝色“x”符号代表破碎点位置)

    a. 滩肩补沙0.1 m3/m;b. 沙坝向海侧补沙0.1 m3/m;c. 滩肩补沙0.2 m3/m;d. 沙坝向海侧补沙0.2 m3/m;e. 滩肩补沙0.3 m3/m;f. 沙坝向海侧补沙0.3 m3/m

    Fig.  8  Changes of artificial beach profile under storm ('x' represents the location of breaking point)

    a. Berm nourishment 0.1 m3/m; b. Bar nourishment 0.1 m3/m; c. Berm nourishment 0.2 m3/m; d. Berm nourishment 0.2 m3/m; e. Berm nourishment 0.3 m3/m; f. Bar nourishment 0.3 m3/m

    表  1  人工沙滩稳定性试验验证工况

    Tab.  1  Validation cases of artificial beach stability model test

    工况试验水深/m初始坡度波浪类型平均波高/m周期/s滩肩宽度/m作用时间/h
    0.51:10规则波0.141.51.08
    0.51:10规则波0.141.81.08
    0.51:10规则波0.171.51.08
    下载: 导出CSV

    表  2  数值模型误差统计

    Tab.  2  Error statistics of the numerical model

    工况BSSR2SCI
    0.9720.9780.081
    0.9510.9680.107
    0.9860.9930.061
    下载: 导出CSV

    表  3  数值模拟工况

    Tab.  3  Numerical simulation conditions

    补沙位置工况波浪类型波高/m周期/s补沙量/(m3·m−1模拟时间/h剖面类型模拟条件
    未补沙A1规则波0.082.008过渡型常浪
    A2不规则波0.151.500.5侵蚀型风暴
    滩肩B1规则波0.082.00.18过渡型常浪
    B2规则波0.082.00.28过渡型常浪
    B3规则波0.082.00.38过渡型常浪
    B4不规则波0.151.50.10.5侵蚀性风暴
    B5不规则波0.151.50.20.5侵蚀性风暴
    B6不规则波0.151.50.30.5侵蚀性风暴
    沙坝向海侧C1规则波0.082.00.18过渡型常浪
    C2规则波0.082.00.28过渡型常浪
    C3规则波0.082.00.38过渡型常浪
    C4不规则波0.151.50.10.5侵蚀型风暴
    C5不规则波0.151.50.20.5侵蚀型风暴
    C6不规则波0.151.50.30.5侵蚀型风暴
      注:表3中的波高,规则波对应平均波高,不规则波对应有效波高。
    下载: 导出CSV

    表  4  模拟工况0~8 h内RMSE值变化率(单位:10−2 m/h)

    Tab.  4  The change rate of RMSE value within 8 hours of simulation conditions (unit: 10−2 m/h)

    补沙量/(m3·m−1位置0~1 h1~2 h2~3 h3~4 h4~5 h5~6 h6~7 h7~8 h
    0.1 滩肩0.100.120.070.070.020.020.010.01
    沙坝向海侧0.080.090.070.060.060.020.020.02
    0.2滩肩0.240.220.180.140.090.100.030.01
    沙坝向海侧0.490.460.280.220.180.140.120.01
    0.3滩肩0.340.220.080.200.150.090.070.01
    沙坝向海侧2.020.930.470.330.270.210.170.01
    下载: 导出CSV

    表  5  风暴后海滩边缘水平位置变化(单位:m)

    Tab.  5  Changes of horizontal position of beach edge after storm (unit: m)

    位置工况Y=0.43 mY=0.47 mY=0.5 m
    未补沙A2−0.20−0.17−0.14
    滩肩补沙B4−0.10−0.07−0.07
    B5+0.09+0.09−0.10
    B6+0.40+0.37+0.18
    沙坝向海侧补沙C4−0.14−0.14−0.07
    C5−0.07−0.14−0.11
    C60−0.06−0.11
      其中:“+”代表向海扩宽;“−”代表向陆缩窄。
    下载: 导出CSV

    表  6  风暴后水下凹槽处床面高程变化(单位:m)

    Tab.  6  Changes of bed elevation at underwater trough after storm (unit: m)

    位置工况X=15.5 mX=16 mX=16.4 m
    未补沙A2+0.005+0.004−0.003
    滩肩补沙B4+0.001−0.004−0.008
    B5−0.008−0.009−0.005
    B6−0.011−0.009−0.006
    沙坝向海侧补沙C4+0.007+0.006+0.002
    C5+0.019+0.017+0.012
    C6+0.033+0.029+0.020
      其中:“+”代表高程增加;“−”代表高程减小。
    下载: 导出CSV
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