SED TEST1 CASE

Suspended Sediment Test in Channel

This case provides a fundamental check of the ability of a model to 1) represent a simple flow, 2) flux material from the bed, and 3) develop a suspended-sediment profile.

Model Parameters

The following parameters were used for the Suspended Sediment Test in Channel test case.

Model Parameter	Variable	Value
length, width, depth	Xsize, Esize, depth	10000 m, 100 m, 10 m
number of grid spacings	Lm, Mm, Nm	100, 10, 20 (+variable)
Single grain size	$D_{50}$	0.15 mm
density	$\rho _{s}$	2650 $kg/m^{3}$
bottom roughness	$Z_{ob}$	0.0053 m
time step	$dt$	30 s
simulation steps	$Ntimes$	5000
settling velocity	$w_{s}$	1.0 mm/s
erosion rate	$E_{0}$	$5x10^{-5}kg/m^{2}/s$
critical stresses	$\tau _{ce}$	0.05 N m-2
porosity	$\varphi$	0.90
bed slope	$S_{0}$	4x10-5
Inflow/Outflow boundary condition	u	1 m s-1

Channel Initial Conditions

Channel initial conditions: The test channel was modeled by establishing a grid parameterized with dx = 100 m , dy=100 m, f0 = 0, and h = 10 m (flat bottom). Initial conditions set a vertical logarithmic velocity profile for u (not required but provided reasonable starting values), v = 0, zeta (water surface height) = 0, SSC in the water column = 0, and bed thickness = 1 m (to provide unlimited supply). The model was forced with 2 methods :

—Simulation 1: Imposing a constant flow of 10 m³/s/m of width. This simulation allowed that water surface elevation to vary. Radiation boundary conditions were imposed for the water level along with a constant flow imposed by a depth averaged velocity ubar = 1.0 m/s at the upstream and downstream boundaries.

—Simulation 2: Imposing a constant bed slope and water surface slope of 4x10-5 m/m. This simulation forced the water surface elevation and hence the bottom stress. Radiation boundary conditions were imposed for the depth-averaged velocity along with a clamped water surface condition at each boundary. The bed slope of 4x10-5 was selected to produce a depth-averaged velocity of 1m/s (similar to simulation 1) with a Z0 = 0.005.

For both simulations, vertical mixing was parameterized using six different closure schemes: MY25, KKLpara, KKLmin, KE, KW88, and ANA MY25 = Mellor Yamada Level 2.5 Closure, parabolic wall proximity function KKLpara = Generic Length Scale parameterized as Mellor Yamada Level 2.5 with a parabolic wall proximity function KKLmin = Generic Length Scale parameterized as Mellor Yamada Level 2.5 with a linear wall proximity function (minimum distance to each surface) KE = Generic Length Scale parameterized as k-epsilon closure KW88 = Generic Length Scale parameterized as k-omega closure ANA = analytical expression of a parabolic vertical eddy diffusivity and viscosity profile:

Kz = k u* z (1 - z/D) where Kz = vertical eddy viscosity, m²/s z = height above the bottom, m D = depth of flow, m, = 10 m and u* = friction velocity which was calculated according to the logarithmic profile.

where k = 0.41 and u = 1.0 m/s.

Only suspended-sediment transport was modeled. At the center of each bottom level horizontal grid cell, the bed shear stress was estimated and used to calculate sediment resuspension using the relation:

where E = erosive flux, kg/m²/s Eros_rate = erosion rate, kg/ m²/s, set at 5.0 e - 4 por_1 = 1-porosity = 0.6 τw = shear stress exerted by the water, = ρ Cd V |V| ρ= fluid density, kg/m³, = 998 kg/m³ V = magnitude of velocity = sqrt(u² + v²), m/s τc = critical shear stress for erosion, = 0.05 N/m² The erosive flux was multiplied the bed area and by dt for each grid to provide a mass of sediment (kg) that would be exchanged between the bed and the water column. Deposition was calculated from the bottom boundary condition of the settling velocity algorithm. The depositional flux was divided by the grid horizontal area to yield a mass flux in kg. The erosive flux and depositional fluxes were added at each time step to obtain a net mass transfer that was added/subtracted from the bed and added/subtracted to the bottom cell in the water column. Bed erosion was not limited because the initial depth was set at 1.0 m and the model was not run long enough to erode to this level.

Results for Simulation 1: Constant flow of 10$m^{3}/s/m$ of width.

Figure 1. Vertical profiles of velocity, eddy viscosity, eddy diffusivity, turbulent kinetic energy, dissipation, and suspended-sediment concentration (SSC) for simulation 1.

For all of the vertical profiles, the solutions for MY25 are consistent with the solutions of GLS as KKLpara. This is to be expected because there are no buoyancy terms (see test case 2 - estuary case, for differences that arise due to the length scale limitations imposed by the 2 methods). Typically, the vertical profiles from the KW88 method agree most closely with the analytical solution. The turbulent kinetic energy for the MY25 (and KKLpara) method has a lower value near the bed that is compensated for by a larger water surface slope (not shown).

Results for Simulation 2: Constant bed slope and water surface slope of$4x10^{-5}$ m/m.

Figure 2. Vertical profiles of velocity, eddy viscosity, eddy diffusivity, turbulent kinetic energy, dissipation, and suspended-sediment concentration (SSC) for simulation 2.

For all of the vertical profiles, the solutions for MY25 are consistent with the solutions of GLS as KKLpara (as for simulation 1). Typically, the vertical profiles from the KW88 method agree most closely with the analytical solution. The turbulent kinetic energy for all simulations are now consistent because the stress is the same for each closure.

Results for open-channel flow test case.

	$\partial \eta \backslash \partial x$	$u^{*}(m^{2}\backslash s^{2})$
calculated	4.00e-5	0.0625
ANA	4.21e-5	0.0643
$\kappa -\varepsilon$	3.98e-5	0.0626
MY25	3.00e-5	0.0544