Sediment Transport

Lund-CIRP

Camenen and Larson (2005, 2007, and 2008) developed a general sediment transport formula for bed and suspended load under combined waves and currents.

Bed load

The current-related bed load transport with wave stirring is given by

$\frac{q_b}{\sqrt{(s-1)g{d}^3}}=a_c\sqrt{{\theta }_c}{\theta }_{cw}\exp (-b_c\frac{{\theta }_{cr}}{{\theta }_{cw}})$

(1)

Suspended load

The current-related suspended load transport with wave stirring is given by

$\frac{q_s}{\sqrt{(s-1)g{d}^3}}=U{c}_R\frac{ϵ}{w_s}[1-\exp (-\frac{w_{s}d}{ϵ})]$

(2)

The reference sediment concentration is obtained from

$c_R=A_{cR}\exp (-4.5\frac{{\theta }_{cr}}{{\theta }_{cw}})$

(3)

where the coefficient $A_{cR}$ is given by

$A_{cR}=3.5x10^3\exp (-0.3d_{*})$

(4)

with $d_{*}=d\sqrt{(s-1)g{\nu }^{-2}}$ being the dimensionless grain size and $\nu$ the kinematic viscosity of water.

The sediment mixing coefficient is calculated as

$ϵ=h(\frac{k_b^3{D}_b+k_c^3{D}_c+k_w^3{D}_w}{\rho }{)}^{1/3}$

(5)

van Rijn

Watanabe

The equilibrium total load sediment transport rate of Watanabe (1987) is given by

$q_{t*}=A\left[\frac{({\tau }_{b,max}-{\tau }_{cr})U_c}{\rho g}\right]$

(6)

where ${\tau }_{b,max}$ is the maximum shear stress, ${\tau }_{cr}$ is the critical shear stress of incipient motion, and $A$ is an empirical coefficient typically ranging from 0.1 to 2.

The critical shear stress is determined using

Failed to parse (unknown function "\rhos"): {\displaystyle \tau_{cr} = (\rho_s - \rhos) g d \phi_{cr} }

(6)

In the case of currents only the bed shear stress is determined as

${\tau }_c=\frac{1}{8}\rho g{f}_c{U}_c^2$

(6)

where $f_c$ is the current friction factor

$f_c=0.24lo{g}^{-2}(12h/k_{kd})$

(6)

Soulsby-van Rijn

The equilibrium sediment concentration is calculated as (Soulsby 1997)

$C_{*}=\frac{A_{sb}+A_{ss}}{h}\left[\right(U_c^2+0.018\frac{U_{rms}^2}{C_d}{)}^{0.5}-u_{cr}{]}^{2.4}$

(7)

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Symbol	Description	Units
$q_{bc}$	Bed load transport rate	m3/s
$s$	Relative density	-
${\theta }_c$	Shields parameter due to currents	-
${\theta }_{cw}$	Shields parameter due to waves and currents	-
${\theta }_{cw}$	Critical shields parameter	-
$a_c$	Empirical coefficient	-
$b_c$	Empirical coefficient	-
$U_c$	Current magnitude	m/s

References

• Camenen, B., and Larson, M. (2005). "A bed load sediment transport formula for the nearshore," Estuarine, Coastal and Shelf Science, 63, 249-260.
• Camenen, B., and Larson, M., (2008). "A General Formula for Non-Cohesive Suspended Sediment Transport," Journal of Coastal Research, 24(3), 615-627.
• Soulsby, D.H. (1997). "Dynamics of marine sands. A manual for practical applications," Thomas Telford Publications, London, England, 249 p.
• Watanabe, A. (1987). "3-dimensional numerical model of beach evolution," Proceedings Coastal Sediments '87, ASCE, 802-817.