Nearshore placement of a sand dredged mound

Smith, Ernest R.; D’Alessandro, Felice; Tomasicchio, Giuseppe Roberto; Gailani, Joseph Z.

doi:10.1016/j.coastaleng.2017.05.002

Cited by 21 publications

(14 citation statements)

References 23 publications

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“…According to Eq.11, with V BE O =0 the condition 0<V B O will always be fulfilled, leading to an uninterrupted onshore sand movement. According to Smith et al (2017), the onshore migration of sand and beach recovery is a gradual process and only prevails during periods of low wave steepness. At the same time, it is considered that the offshore mounds may be exposed to a wide range of wave conditions, including wave breaking.…”

Section: Bar Equation For Nearshore Placementsmentioning

confidence: 99%

“…In recognition of the potential attributes of placing material nearshore for serving as a reservoir of sand in promoting beach growth and the dissipation of wave energy, several reports about nearshore disposals have been published (Andrassy, 1991;Bodge, 1994;Larson et al, 1999;Barnard et al, 2006;Larson and Hanson, 2015;Smith et al, 2017;and Marinho et al, 2017a;. Although material placed in the nearshore becomes a part of the littoral system, benefits to the beach are still difficult to quantify.…”

Section: Introductionmentioning

confidence: 99%

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Long-Term Coastal Evolution Modelling of Longshore Bars

Marinho¹,

Coelho²,

Larson³

et al. 2018

Int. Conf. Coastal. Eng.

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An extended version of a numerical model introduced by Larson et al. (2013) to simulate long-term cross shore material exchange for the subaqueous portion of the profile has been developed. Efforts have focused on improving the model to better account for beach systems consisting of two bars (inner and outer bar), as well as simulating the feeder response over time of nearshore dredged material bars, intended to function as beach nourishment. The theory for the evolution of a single-bar to a two-bar system was modeled, considering an inner and an outer bar, where the outer bar is of primary interest with the purpose of predicting the behavior of placed dredged material. The cross-shore sediment transport rate is based on the evolution equation for the bar system response to the hydrodynamic forcing by reference to its equilibrium condition, where the change in the bar volume is based on a set of wave criteria, describing the onset of a new breaking zone when the outer bar forms. Empirical formulas are employed for the bar equilibrium volume and for coefficients determining the bar response rate. In this study, a description of the extended model and the results from the model component validation at two different sites in USA (Duck, North Carolina, and Cocoa Beach, Florida) are presented. Duck measurements have detected that some bars form in the nearshore and move all the way offshore (eventually deflating by non-breaking waves). At the same time, it was equally observed that a lot of inner bars formed in shallow water do not move offshore but remain as inner bars all the time. According to this, the developed model considers that the inner bar will not become the outer bar, but material previously dedicated to the inner bar will be available for the outer bar. Overall, the present study demonstrates the potential for using rather simple models, based on the definition of an equilibrium state that is compared to the current state and the magnitude of offshore wave forcing to drive the changes in the profile. The methodology employed here allowed to quantitatively reproduce the main trends in the subaqueous beach profile response in a long-term perspective as a function of the bar volumes disequilibrium, the magnitude of the incident wave height and the dimensionless fall velocity to move the sand with a time varying forcing.

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Section: Bar Equation For Nearshore Placementsmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Long-Term Coastal Evolution Modelling of Longshore Bars

Marinho¹,

Coelho²,

Larson³

et al. 2018

Int. Conf. Coastal. Eng.

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“…This problem is applicable to hydraulic models in two-dimensional flumes and three-dimensional basins. Several large wave basins and flumes have historically used contact, wheeled profilers such as the Canal d'Investigació i Experimentació Marítima large wave flume at Universitat Politècnica de Catalunya, Barcelona (Baldock et al 2011); the Grosser Wellenkanal wave flume in Hannover (Ciavola et al 2011); Delta Flume at Deltares, Delft (Van Gent 2015); and the Large-scale Sediment Transport Facility in Vicksburg, MS (Smith et al 2017a). These wheeled profilers can efficiently measure a bathymetric profile transect but can potentially modify the bathymetric profile being measured by making contact with the movable bed.…”

Section: Introductionmentioning

confidence: 99%

Investigation into laboratory bathymetric measurement techniques

McFall¹,

Wolters²

2020

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There is no universally accepted way to accurately and efficiently measure bathymetry in laboratory hydraulic models. Remote sensing techniques can measure bathymetry without making contact with the model, and some remote sensing techniques can measure the bathymetry in laboratory models without draining the water. The four categories of remote sensing technology investigated in this report are echo sounding technology, laser technology, image processing technology, and radar technology. The technology of each category has strengths and limitations, but can be used in the laboratory to measure bathymetry. Echo sounding technology works well in environments with suspended sediment, but the accuracy is reduced by large beam footprints. Laser technology does not perform as well with suspended sediment but can provide high-accuracy bathymetric measurements. Stereophotography, discussed in the image processing technology section, requires optically clear water and can provide very accurate bathymetric mapping. Radar technology can be very helpful when sub-bottom stratigraphy is important. Technology from each of the categories has been scaled for field application to measure bathymetry and submerged coastal structures.

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“…Moulton et al (2014) investigated the mechanisms controlling the infill of large excavated holes in the surf zone, finding that downslope gravity-driven bedload transport was important in morphological evolution for bathymetric features with large slopes. However, studies incorporating resilience for coastal engineering applications are scarce (Tomasicchio et al 2011;D'Alessandro et al 2012Smith et al 2017) and no-previous studies were devoted to investigate the beach recovery associated to structures removal. Thus, in order to address this, a field and numerical study was conducted on sandy beaches.…”

Section: Introductionmentioning

confidence: 99%

Morphodynamic Model to Simulate Shoreline Evolution at Any Coastal Mound

Tomasicchio¹,

Francone²,

D’Alessandro³

et al. 2018

Int. Conf. Coastal. Eng.

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The work presents the results of a field and numerical study aimed to investigate the resistance and resilience, associated to an artificial shoreline perturbation, on a sandy beach. A temporary groin was deployed on a micro-tidal sea-breeze dominated beach to induce a shoreline perturbation. Wave conditions during the field experiment were highly correlated with sea breeze wind events, inducing a persistent alongshore sediment transport. A new one-line numerical model of beach evolution was calibrated and verified with the field surveys, reproducing both the sediment impoundment and subsequent beach recovery after the groin removal. Thus, the numerical model was able to simulate the mechanisms controlling the growth and decay caused by an artificial perturbation.

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Nearshore placement of a sand dredged mound

Cited by 21 publications

References 23 publications

Long-Term Coastal Evolution Modelling of Longshore Bars

Long-Term Coastal Evolution Modelling of Longshore Bars

Investigation into laboratory bathymetric measurement techniques

Morphodynamic Model to Simulate Shoreline Evolution at Any Coastal Mound

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