Numerical Modelling of Cohesive Bank Migration

Abstract

River morphological evolution is a challenging topic, involving hydrodynamic flow, sediment transport and bank stability. Lowland rivers are often characterized by the coexistence of granular and cohesive material, with significantly different behaviours. This paper presents a bidimensional morphological model to describe the evolution of the lower course of rivers, where there are both granular and cohesive sediments. The hydrodynamic equations are coupled with two advection-diffusion equations, which consider the transport of granular and cohesive suspended sediment concentration separately. The change of bed height is evaluated as the sum of the contributions of granular and sediment material. A bank failure criterion is developed and incorporated into the numerical simulation of the hydrodynamic flood wave and channel evolution, to describe both bed deformation and bank recession. To this aim, two particular mechanisms are considered: the former being a lateral erosion due to the current flow and consequent cantilever collapse and the latter a geostatic failure due to the submergence. The equation system is integrated by means of a finite volume scheme. The resulting model is applied to the Tagliamento River, in northern Italy, where the meander migration is documented through a sequence of aerial images. The channel evolution is simulated, imposing an equivalent hydrograph consisting of a sequence of flood waves, which represents a medium year, with reference to their effect on sediment transport. The results show that the model adequately describes the general morphological evolution of the meander.

An Integrated Approach to Study the Morphodynamics of the Lignano Tidal Inlet

“…The finer sediments are usually transported in suspension, while the coarser ones move close to the bottom. In literature, the bed load study is typically carried out through an equilibrium approach [29,31,41] while for the suspended one both equilibrium and non-equilibrium approaches are used [30,[42][43][44]. Numerical comparisons conducted on laboratory tests seem to indicate the non-equilibrium approach as more accurate [42].…”

Fingerprinting Suspended Sediment Sources in an Urbanized Watershed

“…In the former, the hydraulic flow erodes the sediment and the failed material releases to the toe of the bank and, due to cohesive nature of the bank, the failed material remains at the bank toe. However, the latter results from the bank moisture problems, which leads to geotechnical instability, due to submergence [80,81].…”

Modeling Hydro-Dynamics in a Harbor Area in the Daishan Island, China

“…In Equation 5, α is the settlement probability of sediment, varying from 0.67 to 0.84; ω is the settling velocity of SPM; M is the coefficient of scouring, which is determined by sediment model verification; τ b is bed shear stress in τ b = ρU 2 * (ρ is the water density and U * is the shear velocity); τ e is the critical shear stress for sediment resuspension in τe = ρU 2 * e (U * e is the critical shear velocity for sediment resuspension); τ d is the critical shear stress for sediment deposition in τ d = ρU [37], Hu et al [38] and Xie et al [39].…”