3D Numerical Modeling of Flow and Sediment Transport in Open Channels

Wu, Weiming; Rodi, W.; Wenka, Thomas

doi:10.1061/(asce)0733-9429(2000)126:1(4)

Cited by 353 publications

(220 citation statements)

References 14 publications

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“…[11] A more advanced 3-D approach was proposed by Wu et al [2000a], who calculated flow and sediment transport in open channels. The water flow was calculated by solving the Reynolds-averaged Navier-Stokes equations with the k-epsilon turbulence model.…”

Section: Introductionmentioning

confidence: 99%

“…[13] Papanicolaou et al [2008] reviewed a number of three-dimensional numerical models for sediment transport computations, including three nonhydrostaic 3-D models: The model used in the current study, the model used by Wu et al [2000a] and a model by Zeng et al [2005]. Zeng et al [2005] also presented a fully 3-D model to solve the flow, bed load transport and bed morphology changes in open channel flows.…”

Section: Introductionmentioning

confidence: 99%

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Three‐dimensional CFD modeling of morphological bed changes in the Danube River

Fischer-Antze¹,

Olsen

Gutknecht

2008

Water Resources Research

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[1] The bed changes in a section of the river Danube were computed using a 3-D computational fluid dynamics model. A time series of discharges during the flood in 2002 was used. The results compared reasonably well with regular bed level surveys before and after the flood. The Danube River section was 6 km long and located between Vienna and the Austrian-Slovakian border. The fully three-dimensional numerical model solved the Navier-Stokes equations using the k-epsilon turbulence closure. Nonuniform sediment transport was computed using the formulas of Wu et al. (2000b), considering hidingexposure algorithms. Both bed deformation and sorting processes were calculated. A number of parameter sensitivity tests were carried out on roughness values, parameters in the sediment transport capacity formula, parameters in the hiding-exposure formulas, critical Shields number, and variations in the formulas for the effect of a sloping bed. Additionally, the sediment inflow to the section was varied together with investigations of physical parameters such as vegetation and groyne structures. The results were most sensitive to the Shields number for critical movement of the sediments. An error analysis was performed to give a quantitative assessment of the parameter sensitivity tests.

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Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Three‐dimensional CFD modeling of morphological bed changes in the Danube River

Fischer-Antze¹,

Olsen

Gutknecht

2008

Water Resources Research

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“…Bed level (z b ) change due to suspended load transport is calculated by using erosion (E a ) and deposition rate (D a ) as the following equation 13) :…”

Section: (3) Bed Level Elevationmentioning

confidence: 99%

Coupling of Boussinesq and sediment transport model in a wave flume

Rahman

Mano

Udo

2012

J. JSCE

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Boussinesq type equation has been coupled with sediment transport model to simulate sediment transport in a wave flume. A new eddy viscosity model has been applied to calculate wave decay as well as suspended sediment concentration. A bed load transport formula based on an energetic transport of Bagnold-type model combined with suspended load model was validated under the condition of a spilling wave. The applicability of both ε B and c f has been investigated. The result indicated that two sets of parameters c f = 0.017 with ε B = 0.21 and c f = 0.003 with ε B = 1.03 calculated a similar bed level change.Comparison of calculated and measured bed level change is fairly good in offshore and near breaking point. However, the model cannot predict accretion in swash zone.

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“…Reservoir inflow considers the direct river runoff from the tributary rivers, direct rainfall and evaporation from the reservoir surface. Wu et al (2000): (1985):…”

Section: Retention Processes In the Reservoir Modulementioning

confidence: 99%

“….025, F gr,cr =0.17 q b,k : transport rate of the k-th fraction of bedload per unit width, q s,k : fractional transport rate of non-uniform suspended load, k: grain size class, P k : ratio of material of size fraction k available in the bed, : relative density (γ s/γ − 1), γ and γ s : specific weights of fluid and sediment, respectively; g: gravitational acceleration; d k : diameter of the particles in size class k, φ b,k : dimensionless transport parameter for fractional bed load yields, v: kinematic viscosity, τ : shear stress of entire cross-section τ c,k : critical shear stress, θ c : critical Shields parameter, ξ k : hiding and exposure factor, P e,k and P h,k : total exposed and hidden probabilities of the particles in size class k, P b,j : probability of particles in size class j staying in the front of particles in size class k, τ b : average bed shear stress; n: manning's roughness, and n : manning's roughness related to grains, R h : hydraulic radius, S f : the energy slope, V : average flow velocity, d50: median diameter, ω: settling velocity, q t : total sediment transport capacity at current cross-section (q t = q s +q b , for the equations after Wu et al, 2000;Ashida and Michiue, 1973), S: bed slope, B: channel width, : constant as a function of grain size, u * : shear velocity, u c,k : effective shear velocity, F gr : sediment mobility number, n o , m o , ψ, F gr,cr are dimensionless coefficients depending on the dimensionless particle size d * k , C: concentration at a reference level a.…”

Section: Retention Processes In the Reservoir Modulementioning

confidence: 99%

Modelling sediment export, retention and reservoir sedimentation in drylands with the WASA-SED model

et al. 2010

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Abstract. Current soil erosion and reservoir sedimentation modelling at the meso-scale is still faced with intrinsic problems with regard to open scaling questions, data demand, computational efficiency and deficient implementations of retention and re-mobilisation processes for the river and reservoir networks. To overcome some limitations of current modelling approaches, the semi-process-based, spatially semi-distributed modelling framework WASA-SED (Vers. 1) was developed for water and sediment transport in large dryland catchments. The WASA-SED model simulates the runoff and erosion processes at the hillslope scale, the transport and retention processes of suspended and bedload fluxes in the river reaches and the retention and remobilisation processes of sediments in reservoirs. The modelling tool enables the evaluation of management options both for sustainable land-use change scenarios to reduce erosion in the headwater catchments as well as adequate reservoir management options to lessen sedimentation in large reservoirs and reservoir networks. The model concept, its spatial discretisation scheme and the numerical components of the hillslope, river and reservoir processes are described and a model application for the meso-scale dryland catchment Isábena in the Spanish Pre-Pyrenees (445 km 2 ) is presented to demonstrate the capabilities, strengths and limits of the model framework. The example application showed that the model was able to reproduce runoff and sediment transport dynamics of highly erodible headwater badlands, the transient storage of sediments in the dryland river system, the bed elevation changes of the 93 hm 3 Barasona reservoir due to sedimentation as well as the life expectancy of the reservoir under different management options.

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3D Numerical Modeling of Flow and Sediment Transport in Open Channels

Cited by 353 publications

References 14 publications

Three‐dimensional CFD modeling of morphological bed changes in the Danube River

Three‐dimensional CFD modeling of morphological bed changes in the Danube River

Coupling of Boussinesq and sediment transport model in a wave flume

Modelling sediment export, retention and reservoir sedimentation in drylands with the WASA-SED model

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