CMS-Flow:Non-equilibrium Sediment Transport

UNDER CONSTRUCTION

written by Alejandro Sanchez Last date modified: December 8, 2010

Total-load Transport Equation

The single-sized sediment transport model described in Sánchez and Wu (2011a) was extended to multiple-sized sediments within CMS by Sánchez and Wu (2011b). In this model, the sediment transport is separated into current- and wave-related transports. The transport due to currents includes the stirring effect of waves, and the wave-related transport includes the transport due to asymmetric oscillatory wave motion as well as steady contributions by Stokes drift, surface roller, and undertow. The current-related bed and suspended transports are combined into a single total-load transport equation, thus reducing the computational costs and simplifying the bed change computation. The 2DH transport equation for the current-related total load is

${\frac {\partial }{\partial t}}{\biggl (}{\frac {hC_{tk}}{\beta _{tk}}}{\biggr )}+{\frac {\partial (U_{j}hC_{tk})}{\partial x_{j}}}={\frac {\partial }{\partial x_{j}}}{\biggl [}\nu _{s}h{\frac {\partial (r_{sk}C_{tk})}{\partial x_{j}}}{\biggr ]}+\alpha _{t}\omega _{sk}(C_{t*k}-C_{tk})$

(1)

for j= 1,2; k=1,2...,N, where N is the number of sediment size classes and

$C_{tk}$ = actual depth-averaged total-load sediment concentration [kg/m³] for size class k defined as $C_{tk}=q_{tk}/(Uh)$ in which $q_{tk}$ is the total-load mass transport

$C_{tk*}$ = equilibrium depth-averaged total-load sediment concentration [kg/m³] for size class k and described in the equilibrium concentration and transport rates section

$\beta _{tk}$ = total-load correction factor described in the Total-Load Correction Factor section [-]

$r_{sk}$ = fraction of suspended load in total load for size class k described in fraction of suspended sediments section [-]

$v_{s}$ = horizontal sediment mixing coefficient described in the horizontal sediment mixing coefficient section [m²/s]

$\alpha _{t}$ = total-load adaptation coefficient described in the adaptation coefficient section [-]

$\omega _{sk}$ = sediment fall velocity [m/s].

In the above equation, the first term represents the temporal variation of $C_{tk}$; the second term represents the horizontal advection; the third term represents the horizontal diffusion and dispersion of suspended sediments; and the last term represents the erosion and deposition. The equation may be applied to single-sized sediment transport by using a single sediment size class (i.e., N = 1). The bed composition, however, does not vary when using a single sediment size class. The units of sediment concentration used here are kg/m³ rather than dimensionless volume concentrations in order to avoid numerical precision errors at low concentrations.

In the above equations, it is assumed that the wave flux velocity is not included in the momentum equations. If the wave flux velocity is included, then the total flux velocity (V) should be used instead of the depth-averaged current velocity (U). The reason for this is because without a wave-induced sediment transport to counter the offshore directed transport due to the undertow, the model would predict excessive movement of sediment offshore.

Fraction of Suspended Sediment

In order to solve the system of equations for sediment transport implicitly, the fraction of suspended sediment must be determined explicitly. This is done by assuming

$r_{sk}={\frac {q_{sk}}{q_{tk}}}\simeq {\frac {q_{sk*}}{q_{tk*}}}$

(2)

where $q_{sk}{\text{and }}q_{tk}$ are the actual suspended- and total-load transport rates and $q_{sk*}{\text{and }}q_{tk*}$ are the equilibrium suspended- and total-load transport rates.

Adaptation Coefficient

The total-load adaptation coefficient $(\alpha _{t})$ is an important parameter in the sediment transport model. There are many variations of this parameter in literature (Lin 1984; Gallappatti and Vreugdenhil 1985; and Armanini and di Silvio 1986). CMS uses a total-load adaptation coefficient $(\alpha _{t})$ that is related to the total-load adaptation length (L_t ) and time (T_t) by

$L_{t}={\frac {Uh}{\alpha _{t}\omega _{s}}}=UT_{t}$

(3)

where:

$\omega _{s}$ = sediment fall velocity corresponding to the transport grain size for single-sized sediment transport or the median grain size for multiple-sized sediment transport [m/s]

U = depth-averaged current velocity [m/s]

h = water depth [m].

The adaptation length or time is a characteristic distance or time for sediment to adjust from non-equilibrium to equilibrium transport. Because the total load is a combination of the bed and suspended loads, the associated adaptation length may be calculated as $L_{t}=r_{s}L_{s}+(1-r_{s})L_{b}{\text{ or }}L_{t}={\text{ max }}(L_{s},L_{b}),{\text{where }}L_{s}{\text{and }}L_{b}$ are the suspended- and bed-load adaptation lengths. The symbol $L_{b}$ is defined as

$L_{s}={\frac {Uh}{\alpha \omega _{s}}}=UT_{s}$

(4)

in which $\alpha {\text{ and }}T_{s}$ are the adaptation coefficient lengths for suspended load. The adaptation coefficient $(\alpha )$ can be calculated either empirically or based on analytical solutions to the pure vertical convection-diffusion equation of suspended sediment. One example of an empirical formula is that proposed by Lin (1984):

$\alpha =3.25+0.55\ ln{\big (}{\frac {\omega _{s}}{\kappa u_{*}}}{\big )}$

(5)

where u_* is the bed shear stress, and $\kappa$ is the von Karman constant. Armanini and di Silvio (1986) proposed an analytical equation:

${\frac {1}{a}}={\frac {\delta }{h}}+(1-{\frac {\delta }{h}}\exp \left[-1.5\left({\frac {\delta }{h}}\right)^{-1/6}{\frac {\omega _{s}}{u_{*}}}\right]$

(6)

where $\delta$ is the thickness of the bottom layer defined by Failed to parse (SVG with PNG fallback (MathML can be enabled via browser plugin): Invalid response ("Math extension cannot connect to Restbase.") from server "https://en.wikipedia.org/api/rest_v1/":): {\displaystyle \delta = 33 z_0 \text { and ] z_0} is the zero-velocity distance from the bed. Gallappatti (1983) proposed the following equation to determine the suspended-load adaptation time:

Total-load correction factor

The total-load correction factor accounts for the time lag (hysteresis) between flow and sediment transport and is given by

$\beta _{tk}={\frac {1}{r_{sk}/\beta _{sk}+(1-r_{sk})U/u_{bk}}}$

(4)

where $U$ is the current depth-averaged current magnitude, $u_{b}$ is the bed-load transport velocity, and $\beta _{sk}$ is the suspended-load correction factor defined by

$\beta _{s}={\frac {\int _{a}^{h}u_{s}cdz}{U\int _{a}^{h}cdz}}$

(5)

where $c$ is the local sediment concentration, $a$ is the thickness of the bed-load layer, and $u_{s}$ is the stream-wise local current velocity. Assuming a logarithmic velocity distribution in non-dimensional form (shape function)

$u'_{s}(z)={\frac {u_{s}(z)}{U}}={\frac {\ln {(z'/z'_{0})}}{\ln {(1/z'_{0})}-1}}$

(6)

and an exponential concentration profile also in non-dimensional form

$c'(z')={\frac {c(z)}{c_{a}}}=\exp {(-\phi '(z'-a'))}$

(7)

where $c$ is the local concentration, $c_{a}$ is a near-bottom concentration specified at a reference height $a$, $\phi =w_{s}/\epsilon _{s}$, $\phi '=\phi h$, $z'=z/h$, and $a'=a/h$. Using (4) and (5) he analytical solution to (3) is

$\beta _{s}={\frac {E_{1}(\phi 'a')-E_{1}(\phi ')+\ln {(a'/z'_{0})}e^{-\phi 'a'}-\ln {(1/z'_{0})}e^{-\phi '}}{e^{-\phi 'a'}[\ln(1/z'_{0})-1][1-e^{-\phi '(1-a')}]}}$

(8)

where $E_{1}(x)=\int _{x}^{\infty }{\frac {e^{-t}}{t}}\,dt$ is the exponential integral. Because the exponential integral requires and series expansion to solve it is more efficient to create a look up table and interpolate the values during the simulation which is what is done in CMS. A look up table is also created for when using the Rouse sediment concentration profile. Figure 1 and 2 compare the suspended load correction factor for exponential and Rouse sediment concentration profiles

Figure 1. Suspended load correction factor based on logarithmic velocity and exponential concentration profiles.

Figure 2. Suspended load correction factor based on logarithmic velocity and Rouse concentration profiles.

In CMS, the bed load velocity is determined using the Van Rijn formula (1984)

${\frac {u_{b}}{\sqrt {(\rho _{s}/\rho -1)gd_{k}}}}=aT^{b}$

(9)

where and $T$ is the non-dimensional transport stage number given by $T=\tau '_{b}/\tau _{cr}-1$, and $a,b$ are empirical coefficients equal to 1.64 and 0.5 (Wu et al. 2006).

Bed Change Equation

The change in the water depth is calculated by

$(1-p'_{m}){\biggl (}{\frac {\partial \zeta }{\partial t}}{\biggr )}_{k}=\alpha _{t}\omega _{s}(C_{tk*}-C_{tk})+{\frac {\partial }{\partial x_{j}}}{\biggl [}D_{s}|Q_{bk}|{\frac {\partial \zeta }{\partial x_{j}}}{\biggr ]}$

(10)

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

Bed Sorting and Gradation (nonuniform sediments)

When simulating nonuniform sediments it is necessary to keep track of the vertical variation in bed composition. In order to do this, the bed is divided into discrete layers. The top layer is the mixing or active layer and is the layer of sediment which is actively being exchanged with the bed and suspended loads. The temporal variation of the bed-material in the mixing and second layers is calculated as (Wu 2004)

${\frac {\partial (\delta _{m}p_{bk})}{\partial t}}+{\biggl (}{\frac {\partial \zeta }{\partial t}}{\biggr )}_{k}=-{\frac {\partial (\delta _{m}p_{bk})}{\partial t}}=p_{bk}^{*}{\biggl (}{\frac {\partial \delta _{m}}{\partial t}}+{\frac {\partial \zeta }{\partial t}}{\biggr )}$

(11)

where $\delta _{m}$ and $\delta _{s}$ are the thicknesses of the mixing and second layers respectively. $p_{bk}^{*}=p_{bk}$ for $\partial \zeta /\partial t+\partial \delta _{m}/\partial t\leq 0$ or $p_{bk}^{*}=p_{sk}$ otherwise. Figure 3 shows an example of the bed layer evolution over time for varying bed deposition and erosion.

Figure 3. Example of bed layer variation for varying deposition and erosion.

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 or SEDIMENT_INFLOW_LOADING_FACTOR.

Numerical Methods

The governing equations are discretized using the Finite Volume Method on a staggered, non-uniform Cartesian grid. Time integration is calculated with a simple explicit forward Euler scheme. Diffusion terms are discretized with the standard central difference scheme. Advection terms are discretized with either the first order upwind scheme or the second order Hybrid Linear/Parabolic Approximation (HLPA) scheme of Zhu (1991). The default advection scheme is HLPA but may be changed with the Advanced Card ADVECTION_SCHEME.

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
• Parker, G., Kilingeman, P. C., and McLean, D. G. (1982). “Bed load and size distribution in paved gravel-bed streams.” J. Hydr. Div., ASCE, 108(4), 544-571.
• 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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