CMS-Flow:Equilibrium Bed load plus AD Suspended load

Transport Equation

The transport equation for the suspended load is given by

${\frac {\partial (hC)}{\partial t}}+{\frac {\partial (u_{j}hC)}{\partial x_{j}}}={\frac {\partial }{\partial x_{j}}}{\biggl [}\nu _{s}h{\frac {\partial C}{\partial x_{j}}}{\biggr ]}+E_{b}-D_{b}$

(1)

Bed Change Equation

If the advection-diffusion (A-D) equation is selected to simulate the sediment transport and mixing, the change in the water depth is calculated by the sediment continuity equation

$(1-p'_{m}){\frac {\partial \zeta }{\partial t}}={\frac {\partial q_{b*j}}{\partial x_{j}}}+{\frac {\partial }{\partial x_{j}}}{\biggl [}D_{s}|q_{t*}|{\frac {\partial \zeta }{\partial x_{j}}}{\biggr ]}+E_{b}-D_{b}$

(2)

where $p'_{m}$ is the sediment porosity, and $D_{s}$ is a bedslope coefficient.

Pick-up and Deposition Rate

The AD model calculates the bed level change due to suspended load from the difference between pick-up rate and deposition rate in Equation 80. The pick-up rate and the deposition rate are also applied as the bottom boundary condition in Equation 79. The boundary conditions are specified at an arbitrary level $\alpha$ above the mean bed level:

$P=\left.-\epsilon {\frac {\partial c}{\partial z}}\right|_{z=a}=c_{a}w_{f}$

(3)

$D=c_{0}w_{f}$

(4)

where c = equilibrium concentration of suspended sediment at a given elevation, and z = vertical coordinate. Both c_a and c₀ are reference concentrations defined at z = a. Because the upward flux of sediment depends on the bed shear stress, c_a is determined from the bed shear stress calculated from the local hydrodynamic conditions. Representation of c_a within CMS-M2D is dependent on selection of either the van Rijn or Lund-CIRP models. The downward sediment flux depends on the concentration in the upper water column; therefore, c₀ is specified from solution of Equation 79.

Assuming that the suspended concentration is in equilibrium $(\partial c/\partial t=0,\partial u/\partial x=\partial v/\partial y=0,\partial c/\partial x=\partial c/\partial y=0)$ then the basic equation for suspended sediment concentration can be written:

$cw_{f}+\epsilon {\frac {\partial c}{\partial z}}=0$

(5)

This equation can be solved analytically by applying an appropriate mixing coefficient $\epsilon$, and the vertical profile of suspended concentration is obtained in the following form:

$c(z)=c_{0}F(z)$

(6)

where F(z) is a function of the vertical concentration distribution. The relationship between the reference concentration c₀ and the depth-averaged concentration C is:

$C={\frac {1}{d-a}}\int _{a}^{d}c_{0}F(z)dz$

(7)

Thus, c₀ may be written in the following form by introducing a conversion function $\beta _{d}$:

$c_{0}={\frac {C}{{\frac {1}{d-a}}\int _{a}^{d}F(z)dz}}={\frac {C}{\beta _{d}}}$

(8)

The bed level change due to suspended load is based upon the difference of the two types of reference concentration:

$P-D=(c_{a}-c_{0})w_{f}$

(9)

This equation implies that erosion occurs if c_a > c₀, and accretion occurs if c_a < c₀.

In the AD model, three methods of specifying c_a and c₀ (that is, $\beta _{d}$) are implemented. Two of the methods are based on the van Rijn formula (van Rijn 1985) and one on the Lund-CIRP formula (Camenen and Larson 2006). Table 1 summarizes general features of the methods.

van Rijn formula

$c_{a}=0.015{\frac {d_{50}}{a}}\left({\frac {\tau _{s,max}-\tau _{cr}}{\tau _{cr}}}\right)^{1.5}d_{*}^{-0.3}$

(10)

where a = reference height and $\tau _{s,max}$ = maximum bed shear stress given by Equation 38.

Table 1 Features of Calculation of Pick-up and Deposition Rates
Method	Reference Concentration	Conversion Parameter	Comments
Exponential Profile	Eq. 90	Eq. 104 and 105	Fast computation. Tends to overestimate sediment transport rate. Can be used for some tests.
Van Rijn Profile	Eq. 90	Solves Eq. 85 numerically with Eq. 103 (Runge-Kutta 4th)	Requires substantial computing time. Provides the same results as van Rijn (1985).
Lund-CIRP Profile	Eq. 70	Eq. 104 and 72	Fast computation. Newly developed sediment transport formula.

The current-related shear stress is calculated from:

$\tau _{c}={\frac {\rho _{w}\kappa ^{2}}{\left[1+ln(k_{s}^{'}/30d)\right]^{2}}}U_{c}^{2}$

(11)

The wave-related shear stress is given as:

$\tau _{w}=\rho _{w}{\frac {f_{w}}{2}}U_{w}^{2}$

(12)

$f_{w}=exp\lfloor 5.5(A_{w}/k_{s}^{'})^{-0.2}-6.3\rfloor$

(13)

where k_s^' = roughness height defined as:

$k_{s}^{'}=k_{sd}+k_{ss}$

(14)

in which k_sd and k_ss are calculated from Equations 37 and 50, respectively.

Bed concentration in the van Rijn model is defined at the height a as:

$a=max(0.5H_{r},0.01d)$

(15)

where H_r = ripple height. If ripples are present, the total roughness height is modified as:

$k_{s}=k_{s}^{'}+k_{sf}$

(16)

where, $k_{sf}=20(H_{r}^{2}/L_{r})$ is specified for the van Rijn formula, and $k_{sf}=7.5(H_{r}^{2}/L_{r})$ is specified for the Lund-CIRP formula. The ripple dimension is obtained by selecting the largest ripple height for the case of current or waves (Equations 46 and 47).

The conversion parameter $\beta _{d}$ to determine $c_{0}$ is obtained from the vertical mixing coefficient. Van Rijn (1985) proposed a distribution of the mixing coefficients for only current or waves according to Figure 3. The current-related mixing coefficient is given by:

$\epsilon _{c}=\epsilon _{c,max}-\left(1-{\frac {2z}{h}}\right)^{\vartheta }{\text{where}}\ z<0.5h$

(17)

$\epsilon _{c}=\epsilon _{c,max}=0.25\kappa u_{*c}h\ {\text{where}}\ >0.5h$

(17a)

where u_*c = current-related bed shear velocity expressed as:

$u_{*c}={\frac {\kappa }{\left[-1+ln\left({\frac {30d}{k_{s}}}\right)\right]}}U_{c}$

(18)

and $\vartheta$ is a coefficient obtained from:

$\vartheta =-0.25{\frac {U_{w}}{|U|}}+2{\text{ where }}0\leq {\frac {U_{w}}{|U|}}\leq 4$

(19)

$\vartheta =1{\text{ where }}{\frac {U_{w}}{|U|}}>4$

(19a)

The wave-related mixing coefficient is:

$\ \epsilon _{w}=\epsilon _{w,bed}\ \ \ \ z\leq \delta$

$\epsilon _{w}=\epsilon _{w,bed}+(\epsilon _{w,max}-\epsilon _{w,bed})\left({\frac {z-\delta }{0.5h-\delta }}\right){\text{ where }}\delta <z\leq 0.5h$

(20)

$\ \epsilon _{w}=\epsilon _{w,max}\ \ \ {\text{ where }}z>0.5h$

where

$\epsilon _{w,bed}=0.00065D_{*}\alpha _{br}\delta u_{w}$

$\epsilon _{w,max}=0.035\alpha _{br}{\frac {hH}{T}}$

(21)

$\alpha _{br}=5\left({\frac {H}{h}}\right)-2\ \ \ {\text{ where }}H/h\geq 0.6$

$\alpha _{br}=1\ \ \ \ {\text{ where }}H/h<0.6$

(22)

Boundary Conditions

There are three types of boundary conditions in the sediment transport: Wet-dry, Outflow and Inflow.

1. Wet-dry interface.

The interface between wet and dry cells has a zero-flux boundary condition. Both the advective and diffusive fluxes are set to zero at the wet-dry interfaces. Note that avalanching may still occur between wet-dry cells.

2. Outflow Boundary Condition

Outflow boundaries are assigned a zero-gradient boundary condition and sediments are allowed to be transported freely out of the domain.

3. Inflow Boundary Condition

When flow is entering the domain, it is necessary to specify the sediment concentration. In CMS-Flow, the inflow sediment concentration is set to the equilibrium sediment concentation. For some cases, it is desired to reduce the amount of sediment entering from the boundary such as in locations where the sediment source is limited (i.e. coral reefs). The inflow equilibrium sediment concentration may be adjusted by multiplying by a loading scaling factor and is specified by the Advanced Card:

   NET_LOADING_FACTOR <white space> #

where # is the loading factor in dimensionless units.

References

Buttolph, A. M., C. W. Reed, N. C. Kraus, N. Ono, M. Larson, B. Camenen, H. Hanson, T. Wamsley, and A. K. Zundel. (2006). “Two-dimensional depth-averaged circulation model CMS-M2D: Version 3.0, Report 2: Sediment transport and morphology change.” Coastal and Hydraulics Laboratory Technical Report ERDC/CHL TR-06-9. Vicksburg, MS: U.S. Army Engineer Research and Development Center, U.S.A.

Camenen, B., and Larson, M. (2007). “A unified sediment transport formulation for coastal inlet application”. Technical Report ERDC-CHL CR-07-01. Vicksburg, MS: U.S. Army Engineer Research and Development Center, U.S.A

Soulsby, R. L. (1997). "Dynamics of marine sands, a manual for practical applications". H. R. Wallingford, UK: Thomas Telford.

Watanabe, A. (1987). “3-dimensional numerical model of beach evolution”. Proc. Coastal Sediments ’87, ASCE, 802-817.

Wu, W. (2004).“Depth-averaged 2-D numerical modeling of unsteady flow and nonuniform sediment transport in open channels”. J. Hydraulic Eng., ASCE, 135(10), 1013–1024.

van Rijn, L. C. (1985). “Flume experiments of sedimentation in channels by currents and waves.” Report S 347-II, Delft Hydraulics laboratory, Deflt, Netherlands.

Zhu, J. (1991). “A low diffusive and oscillation-free convection scheme”. Com. App. Num. Meth., 7, 225-232.

Zundel, A. K. (2000). “Surface-water modeling system reference manual”. Brigham Young University, Environmental Modeling Research Laboratory, Provo, UT.

External Links

• Aug 2006 Two-Dimensional Depth-Averaged Circulation Model CMS-M2D: Version 3.0, Report 2, Sediment Transport and Morphology Change [1]

• Aug 2008 CMS-Wave: A Nearshore Spectral Wave Processes Model for Coastal Inlets and Navigation Projects [2]

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