心滩守护工程影响航道水沙特性的数值模拟研究
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摘要
长江中下游河道内普遍存在心滩,当心滩形态完整稳定时,往往可为航道提供稳定的导流边界,是航道稳定畅通的基础；当心滩滩体不稳定(心滩下移或被冲散)将导致航道条件恶化。迄今,已经有对心滩河段航道水沙运动特性的研究,但对其基本规律的理解远未完善,尚未形成系统的研究成果。已有物理模型试验主要包括两类,一类是服务航道整治工程而开展的原型河段概化后心滩模型试验研究,另一类是通过概化水槽试验研究心滩守护后的水毁特性和护滩效果。已有数学模型多采用非耦合方程和简化计算,对天然河道边界、滩体形状和整治建筑物形状模拟较为粗糙；此外,涉及心滩滩体及周围水流特性的三维模拟研究成果较少。因此,有必要建立相应的数学模型,开展不同类型守护工程的水流变化特点和冲淤特性的研究,以完善相关理论,指导工程实践。
建立了一个新的浅水二维水沙耦合数学模型。基本控制方程采用完整的平面二维水沙方程,且采用能够有效捕捉激波HLLC近似黎曼算子求解界面通量,并通过对界面两侧的变量重构,使模型具有二阶精度；采用非结构三角形系统离散计算区域,能够精确模拟复杂河道边界和整治建筑物形状；采用DFB方法处理底坡项和隐式方法处理阻力项,在具有真实物理意义的基础上,保证了模型的和谐性和稳定性。论文分别应用国际经典算例和重庆交通大学水槽实验成果对建立的二维数学模型进行了较为系统的率定检验。研究结果表明,模型计算的水位、断面流速值与试验实测值吻合较好；同时模型对原始的ZF公式中的泥沙上扬通量的修正系数进行了率定,模型计算的冲淤厚度与实测值吻合较好。由此表明本文建立的浅水二维水沙耦合数学模型能够较为准确地模拟心滩河段的水沙输移特性和滩槽演变过程,模型具有很好的稳定性和和谐性,性能优越。
应用所建立的浅水二维水沙耦合数学模型研究了实验室尺度下心滩头部布置不同守护工程的多个工况,水流特性计算结果表明：软体排护滩带工程实施后,对航道内水位的影响主要集中在工程区及其上下游,且随着心滩顶控制水深的增加,对水位的影响程度越来越小；对航道内流速的影响同样主要集中在工程区及其上下游,且随着心滩顶控制水深的增加,对流速的影响程度越来越小。鱼骨坝工程实施后引起的航道水流变化特点同软体排护滩带工程实施后引起的航道水流变化特点相同,但引起的变化幅度明显较大,也即鱼骨坝工程实施后对航道水流的影响特点更为明显。冲淤特性计算结果表明,软体排护滩带工程和鱼骨坝工程实施后均使心滩滩头出现了明显淤积；而心滩两侧的航道内均表现为不同程度的冲刷,鱼骨坝工程实施后这种冲刷幅度更为明显。
应用三维计算流体力学模型(FLUENT)对建立的二维水沙耦合数学计算成果进行了对比计算和分析,并对心滩头部布置鱼骨坝工程的工况进行了三维水流数值模研究,并与二维数值模型计算结果进行了比较分析。湍流模型采用雷诺应力模型,选取气液两相流VOF模型捕捉自由液面,扩散项离散采用中心差分格式,对流项离散采用二阶迎风差分格式,应用SIMPLE算法求解离散方程；采用六面体网格对计算区域进行剖分,心滩顶最小网格尺度为20mm×10mm×8mm。结果表明,三维模型计算值与二维模型计算流速、水位和水槽实验实施值吻合较好。由于鱼骨坝工程区域水流特性呈明显的三维特性,运用三维数学模型进行了计算,结果表明鱼骨坝工程实施后心滩下游侧横断面流场分布呈明显紊动特性,最大流速区域在一定周期下呈左右摆动的变化规律；最大剪切应力存在区域位于鱼骨坝坝头及坝顶,最小剪切应力存在区域主要位于鱼骨坝刺坝掩护的坝田区；心滩两侧航道内壁面剪切应力大小分布与流速大小分布密切对应。
将所建立的二维水沙耦合数学模型应用于原型尺度下心滩河段实例分析。结合天然河段实测资料,以长江中游沙市河段为对象,在其心滩头部布置鱼骨坝工程。在有、无工程情况下,选取两组实际流量(中流量和大流量)进行数值模拟,对比了工程前后水位、流速、流场和河床冲淤变化特点。结果表明,鱼骨坝工程实施后,刘‘水流调整作用主要表现为,鱼骨坝中上部的区域水位有所壅高,中下部则略有降低。同时,中流量下鱼骨坝工程对水流的调整范围要小于大流量对水流的调整范围。鱼骨坝工程实施后,不论中流量还是大流量情况下,鱼骨坝工程坝体掩护区域流速均有所减小,并出现明显淤积,而坝头区及两侧深槽内,流速则略有增大,主航道内深槽也受到一定程度冲刷。
本文结合目前长江心滩河段航道整治的实际,深入研究了心滩守护工程对航道水沙特性的影响。对实验室尺度和原型尺度下的心滩守护工程进行了系统的数值模拟研究,揭示了不同守护工程引起的心滩冲淤特性和航道水沙冲淤变化。该项研究丰富了心滩河段航道整治基础理论,对指导工程实践具有重要意义。
Central bars commonly exist in the middle and downstream reaches of the Yangtze River, which play an important role in stabilizing the navigational channels. When a central bar is stable, it provides a stable planform for the navigation; however, if a central bar features considerable erosion or deposition, the navigational condition may deteriorate due to the variation of the planform of the navigational channel.
Although there have been a number of investigations on the characteristics of sediment transport and water flow around central bars, its understanding remains premature. Existing experimental studies can be summarized as two categories. One is for practical application purposes, by means of reproducing a small-scale version of a natural river central bar. The second category is for research purposes, conducted in rectangular flumes aiming to unravel the effects of the protection measures for central bars on the flow, sediment transport and morphological evolution.
Existing mathematical models are mostly decoupled or partially coupled, based on simplified equations, with a poor representation of the natural river, the central bar and the protection measures. Moreover, three-dimensional modelling studies of flow, sediment transport and bed evolution arount central bars are rarely reported. There is therefore an urgent need to establishing a fully coupled model, so as to fully unravel the water and sediment transport characteristics around central bars after implementation of different protection measures.
This dissertation presents a new two-dimensional coupled model for sediment-laden flow under the framework of shallow water theory. The governing equations are based on the complete shallow water hydrodynamic equations, fully accounting for not only the water flow evolution, but also the induced sediment transport and bed morphological evolution, as well as their effects on the flow evolution. The governing equations are numerically solved using the second-order Godunov-type scheme along with HLLC (Harten, Lax and van Leer with Contact wave restored) approximate Riemann solver. Unstructured triangular grid suitable for complex boundary shapes is used to represent the computational domain. The DFB method independent of the discretisation scheme is used for the bed slope source term, making the present model well-balanced. The friction source terms are treated in a fully implicit way to alleviate numerical instabilities.
The model is systematically validated and calibrated for benchmark cases widely used in the world, as well as a channel flume experiments conducted at Chongqing Jiaotong University. It is shown that the computed water level and flow velocity agree well with the experimental data. By calibrating a modification coefficient in the ZF empirical formula, satisfactory agreements between the computed and measured bed deformation are obtained. These indicate that the present model can resolve the sediment-laden flow aroung river central bars reasonably accurately.
Protection place for the head of central bars can be different. The2D coupled model is applied to investigate the effects of the different protection location at the flume scale. The following observations are obtained from computational results. First, the effects of the flexible mattress beach protection are mainly focused on the project area as well as its upstream and downstream areas; the higher the contral water depth of the central bar, the less it affects the flow velocity. Second, the effects of the implementation of fish-bone type dividing dike is qualitatively similar to that of the flexible mattress beach protection in terms of the variation of navigational depth, yet the former has a more obvious than the latter. Both measures results in obvious deposition in the head of central bar and different extent of scour on the two sides of the central bar.
The CFD software FLUENT is applied to resolve for the three-dimensional flow structure over protected cerntral bars. Its numerical results are compared with those from the2D coupled model. Reynolds stress model is used for turbulent closure. The volume of fluid (VOF) method is used to capture the free surface. Central difference method is applied to diffusion terms, and second-order upwind difference method for the advection terms. The SIMPLE algorithm is used for the governing equations. Hexahedron mesh is used to represent the computational domain, which results in a minimum volume of20mm×10mm×8mm. Numerical comparison indicates that the computed flow velocity and water level from the FLUENT agree with those by the present2D model and the experimental data rather well. After the implementation of the fish-bone protection, obvious turbulent flow regime is observed at the downstream of the central bar. The zone with maximum velocity transits between the left and right side of the central bar with a certain period. The maximum shear stress is located around the head of the fish-bone protection. Due to the fish-bone protection, bed shear stress at the two side of the central bar is enhanced appreciably. The minimum bed shear stress is located at the protection area of the fish-bone protection. The distribution of bed shear stress along the two sides of the central bar shows a higher correlation with the distribution of flow velocity.
The present2D coupled model is applied to investigate a field scale central bar at the Shashi reach in the middle part of the Yangtze River, where a project of fish-bone protection was implemented. With and without the fish-bone protection, the differences in water level, flow velocity and bed deformation are numerically studied. It is shown that the implementation of the fish-bone protection makes water level in the upstream reach of the central bar increase, and that in the downstream reach of the central bar slightly decrease. This effect is more obvious at high flow discharge than a mediate flow discharge. Irrespective of the magnitude of flow discharge, flow velocity at the protection area of the fish-bone dike decreases with the appearance of appreciable deposition, whereas at other places flow velocity increases with some extent of bed scour.
In summay, the effects of central bar protection projects on navigational flow and sediment evolution are systematically investigated by numerical modeling under both laboratory and field scales. This research has potential applications for practical projects.
建立了一个新的浅水二维水沙耦合数学模型。基本控制方程采用完整的平面二维水沙方程,且采用能够有效捕捉激波HLLC近似黎曼算子求解界面通量,并通过对界面两侧的变量重构,使模型具有二阶精度；采用非结构三角形系统离散计算区域,能够精确模拟复杂河道边界和整治建筑物形状；采用DFB方法处理底坡项和隐式方法处理阻力项,在具有真实物理意义的基础上,保证了模型的和谐性和稳定性。论文分别应用国际经典算例和重庆交通大学水槽实验成果对建立的二维数学模型进行了较为系统的率定检验。研究结果表明,模型计算的水位、断面流速值与试验实测值吻合较好；同时模型对原始的ZF公式中的泥沙上扬通量的修正系数进行了率定,模型计算的冲淤厚度与实测值吻合较好。由此表明本文建立的浅水二维水沙耦合数学模型能够较为准确地模拟心滩河段的水沙输移特性和滩槽演变过程,模型具有很好的稳定性和和谐性,性能优越。
应用所建立的浅水二维水沙耦合数学模型研究了实验室尺度下心滩头部布置不同守护工程的多个工况,水流特性计算结果表明：软体排护滩带工程实施后,对航道内水位的影响主要集中在工程区及其上下游,且随着心滩顶控制水深的增加,对水位的影响程度越来越小；对航道内流速的影响同样主要集中在工程区及其上下游,且随着心滩顶控制水深的增加,对流速的影响程度越来越小。鱼骨坝工程实施后引起的航道水流变化特点同软体排护滩带工程实施后引起的航道水流变化特点相同,但引起的变化幅度明显较大,也即鱼骨坝工程实施后对航道水流的影响特点更为明显。冲淤特性计算结果表明,软体排护滩带工程和鱼骨坝工程实施后均使心滩滩头出现了明显淤积；而心滩两侧的航道内均表现为不同程度的冲刷,鱼骨坝工程实施后这种冲刷幅度更为明显。
应用三维计算流体力学模型(FLUENT)对建立的二维水沙耦合数学计算成果进行了对比计算和分析,并对心滩头部布置鱼骨坝工程的工况进行了三维水流数值模研究,并与二维数值模型计算结果进行了比较分析。湍流模型采用雷诺应力模型,选取气液两相流VOF模型捕捉自由液面,扩散项离散采用中心差分格式,对流项离散采用二阶迎风差分格式,应用SIMPLE算法求解离散方程；采用六面体网格对计算区域进行剖分,心滩顶最小网格尺度为20mm×10mm×8mm。结果表明,三维模型计算值与二维模型计算流速、水位和水槽实验实施值吻合较好。由于鱼骨坝工程区域水流特性呈明显的三维特性,运用三维数学模型进行了计算,结果表明鱼骨坝工程实施后心滩下游侧横断面流场分布呈明显紊动特性,最大流速区域在一定周期下呈左右摆动的变化规律；最大剪切应力存在区域位于鱼骨坝坝头及坝顶,最小剪切应力存在区域主要位于鱼骨坝刺坝掩护的坝田区；心滩两侧航道内壁面剪切应力大小分布与流速大小分布密切对应。
将所建立的二维水沙耦合数学模型应用于原型尺度下心滩河段实例分析。结合天然河段实测资料,以长江中游沙市河段为对象,在其心滩头部布置鱼骨坝工程。在有、无工程情况下,选取两组实际流量(中流量和大流量)进行数值模拟,对比了工程前后水位、流速、流场和河床冲淤变化特点。结果表明,鱼骨坝工程实施后,刘‘水流调整作用主要表现为,鱼骨坝中上部的区域水位有所壅高,中下部则略有降低。同时,中流量下鱼骨坝工程对水流的调整范围要小于大流量对水流的调整范围。鱼骨坝工程实施后,不论中流量还是大流量情况下,鱼骨坝工程坝体掩护区域流速均有所减小,并出现明显淤积,而坝头区及两侧深槽内,流速则略有增大,主航道内深槽也受到一定程度冲刷。
本文结合目前长江心滩河段航道整治的实际,深入研究了心滩守护工程对航道水沙特性的影响。对实验室尺度和原型尺度下的心滩守护工程进行了系统的数值模拟研究,揭示了不同守护工程引起的心滩冲淤特性和航道水沙冲淤变化。该项研究丰富了心滩河段航道整治基础理论,对指导工程实践具有重要意义。
Central bars commonly exist in the middle and downstream reaches of the Yangtze River, which play an important role in stabilizing the navigational channels. When a central bar is stable, it provides a stable planform for the navigation; however, if a central bar features considerable erosion or deposition, the navigational condition may deteriorate due to the variation of the planform of the navigational channel.
Although there have been a number of investigations on the characteristics of sediment transport and water flow around central bars, its understanding remains premature. Existing experimental studies can be summarized as two categories. One is for practical application purposes, by means of reproducing a small-scale version of a natural river central bar. The second category is for research purposes, conducted in rectangular flumes aiming to unravel the effects of the protection measures for central bars on the flow, sediment transport and morphological evolution.
Existing mathematical models are mostly decoupled or partially coupled, based on simplified equations, with a poor representation of the natural river, the central bar and the protection measures. Moreover, three-dimensional modelling studies of flow, sediment transport and bed evolution arount central bars are rarely reported. There is therefore an urgent need to establishing a fully coupled model, so as to fully unravel the water and sediment transport characteristics around central bars after implementation of different protection measures.
This dissertation presents a new two-dimensional coupled model for sediment-laden flow under the framework of shallow water theory. The governing equations are based on the complete shallow water hydrodynamic equations, fully accounting for not only the water flow evolution, but also the induced sediment transport and bed morphological evolution, as well as their effects on the flow evolution. The governing equations are numerically solved using the second-order Godunov-type scheme along with HLLC (Harten, Lax and van Leer with Contact wave restored) approximate Riemann solver. Unstructured triangular grid suitable for complex boundary shapes is used to represent the computational domain. The DFB method independent of the discretisation scheme is used for the bed slope source term, making the present model well-balanced. The friction source terms are treated in a fully implicit way to alleviate numerical instabilities.
The model is systematically validated and calibrated for benchmark cases widely used in the world, as well as a channel flume experiments conducted at Chongqing Jiaotong University. It is shown that the computed water level and flow velocity agree well with the experimental data. By calibrating a modification coefficient in the ZF empirical formula, satisfactory agreements between the computed and measured bed deformation are obtained. These indicate that the present model can resolve the sediment-laden flow aroung river central bars reasonably accurately.
Protection place for the head of central bars can be different. The2D coupled model is applied to investigate the effects of the different protection location at the flume scale. The following observations are obtained from computational results. First, the effects of the flexible mattress beach protection are mainly focused on the project area as well as its upstream and downstream areas; the higher the contral water depth of the central bar, the less it affects the flow velocity. Second, the effects of the implementation of fish-bone type dividing dike is qualitatively similar to that of the flexible mattress beach protection in terms of the variation of navigational depth, yet the former has a more obvious than the latter. Both measures results in obvious deposition in the head of central bar and different extent of scour on the two sides of the central bar.
The CFD software FLUENT is applied to resolve for the three-dimensional flow structure over protected cerntral bars. Its numerical results are compared with those from the2D coupled model. Reynolds stress model is used for turbulent closure. The volume of fluid (VOF) method is used to capture the free surface. Central difference method is applied to diffusion terms, and second-order upwind difference method for the advection terms. The SIMPLE algorithm is used for the governing equations. Hexahedron mesh is used to represent the computational domain, which results in a minimum volume of20mm×10mm×8mm. Numerical comparison indicates that the computed flow velocity and water level from the FLUENT agree with those by the present2D model and the experimental data rather well. After the implementation of the fish-bone protection, obvious turbulent flow regime is observed at the downstream of the central bar. The zone with maximum velocity transits between the left and right side of the central bar with a certain period. The maximum shear stress is located around the head of the fish-bone protection. Due to the fish-bone protection, bed shear stress at the two side of the central bar is enhanced appreciably. The minimum bed shear stress is located at the protection area of the fish-bone protection. The distribution of bed shear stress along the two sides of the central bar shows a higher correlation with the distribution of flow velocity.
The present2D coupled model is applied to investigate a field scale central bar at the Shashi reach in the middle part of the Yangtze River, where a project of fish-bone protection was implemented. With and without the fish-bone protection, the differences in water level, flow velocity and bed deformation are numerically studied. It is shown that the implementation of the fish-bone protection makes water level in the upstream reach of the central bar increase, and that in the downstream reach of the central bar slightly decrease. This effect is more obvious at high flow discharge than a mediate flow discharge. Irrespective of the magnitude of flow discharge, flow velocity at the protection area of the fish-bone dike decreases with the appearance of appreciable deposition, whereas at other places flow velocity increases with some extent of bed scour.
In summay, the effects of central bar protection projects on navigational flow and sediment evolution are systematically investigated by numerical modeling under both laboratory and field scales. This research has potential applications for practical projects.
引文
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