Beach and Dune Response to Severe Storms

Kriebel, David L.; Dean, Robert G.

doi:10.9753/icce.v19.108

Cited by 10 publications

(7 citation statements)

References 13 publications

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“…Since the protection of the bank toe depends on the performance of the beach berm during design storm events, a profile response model was used to evaluate this performance. This model, developed by Kriebel and Dean (1985), calculates beach profile evolution due to storm events, and includes the effects of both water level rise and waves. The initial profile used in the simulation is the proposed beach fill configuration with the assumed equilibrium beach slope.…”

Section: A10mentioning

confidence: 99%

Engineering design guidance for detached breakwaters as shoreline stabilization structures / by Monica A. Chasten ... [et al.] ; prepared for U.S. Army Corps of Engineers.

Chasten¹

1993

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Detached breakwaters are generally shore-parallel structures that reduce the amount of wave energy reaching the protected area by dissipating, reflecting, or diffracting incoming waves. The structures dissipate wave energy similar to a natural offshore bar, reef, or nearshore island. The reduction of wave action promotes sediment deposition shoreward of the structure. Littoral material is deposited and sediment retained in the sheltered area behind the breakwater. The sediment will typically appear as a bulge in the beach planform termed a salient, or a tombolo if the resulting shoreline extends out to the structure (Figure 1). Breakwaters can be constructed as a single structure or in series. A single structure is used to protect a localized project area, whereas a multiple segment system is designed to protect an extended length of shoreline. A segmented system consists of two or more structures separated by gaps with specified design widths. Unlike shore-perpendicular structures, such as groins, which may impound sediment, properly designed breakwaters can allow continued movement of longshore transport through the project area, thus reducing adverse impacts on downdrift beaches. Effects on adjacent shorelines are further minimized when beach fill is included in the project. Some disadvantages associated with Chapter 1 Introduction Detached breakwater project in Spain wetland areas (Landin, Webb, and Knutson 1989; Rogers 1989; Knutson, Allen, and Webb 1990; EM 1110-2-5026). Recent wetland/breakwater projects include Eastern Neck, Maryland (Figure 6) constructed by the U.S. Fish and Wildlife Service with dredge material provided by the U.S. Army Engineer District (USAED), Baltimore; and Aransas, Texas, presently under construction and developed by the USAED, Galveston, and the U.S. Army Engineer Waterways Experiment Station (WES) Coastal Engineering Research Center (CERC). Detailed summaries of the design and performance of single and segmented detached breakwater projects in the United States have been provided in a number of references (Dally and Pope 1986, Pope and Dean 1986, Kraft and Herbich 1989). Table 1 provides a summary of a number of detached breakwater projects. Most recently constructed breakwater projects have been located on the Great Lakes or Chesapeake Bay (Figure 7) (Hardaway and

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Section: A10mentioning

confidence: 99%

Engineering design guidance for detached breakwaters as shoreline stabilization structures / by Monica A. Chasten ... [et al.] ; prepared for U.S. Army Corps of Engineers.

Chasten¹

1993

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“…The effect of a Bragg-reflection bar field in reducing the volume of sand eroded from a beach by storm waves was investigated using two numerical beach-profile response models. The first model was developed by Kriebel (1982) and subsequently included in the Automated Coastal Engineering System (1989), published by the U.S. Army Engineers Coastal Engineering Research Center. The model is based on the assumption that the beach profile evolves towards a shape having a uniform distribution of wave-energy dissipation.…”

Section: Beach Erosion Protectionmentioning

confidence: 99%

Considerations in Using Bragg Reflection for Storm Erosion Protection

Bailard¹,

DeVries²,

Kirby

1992

J. Waterway, Port, Coastal, Ocean Eng.

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It has been suggested that Bragg reflection, the combined coherent wave reflection from a few low-lying shore-parallel bars, might be used to protect a beach against storm-wave attack. Numerical models are used to examine two issues relating to the feasibility of this concept: the degree of erosion protection provided by reflecting a portion of the incident wave energy, and the degree of wave reflection that can be generated by a bar field of varying geometry. The results show that a Bragg-reflection bar field must reflect about one-quarter of the incident wave energy to provide a significant measure of storm erosion protection. Bar fields with uniform spacing are capable of producing the required magnitude of wave reflection, but lack sufficient bandwidth. Bandwidth can be increased by staggering the spacings between bars, however, this produces a concurrent decrease in wave-reflection magnitude. Bragg-reflection bar fields appear capable of providing a limited measure of storm erosion protection along U.S. Gulf Coast and Atlantic Coast beaches, but their bandwidth may be too limited for use along Pacific Coast beaches.

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“…In this approach it is assumed that, for a given set of wave and surge conditions, the entire beach reaches a steadystate, and that the volume of sand released from the dune is equal to the volume of sand required to establish this profile. Existing methods that are based on this concept include those developed by Edelman (1968Edelman ( , 1972, Vellinga (1982Vellinga ( , 1983Vellinga ( , 1986, Kriebel and Dean (1984), Sargent and Birkemeier (1985), and Kobayashi (1987).. The reliance of these methods on the assumption of steady-state condition limits their application to extreme events generated by severe storms.…”

Section: Inmentioning

confidence: 99%

Dune Erosion and Sediment Profile Due to Wave Uprush

Fenaish

Overton

Fisher

1988

Int. Conf. Coastal. Eng.

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Shorelines are continuously adjusting in response to the changing hydraulic and meteorological conditions. Storms that generate large waves and surge conditions can alter the nearshore topography and relocate the beach shorelines, often with substantial amounts of beach and dune erosion. Such storms pose a major threat to coastal developments for which the economic impact can be significant. The ability to predict the rate of erosion and, consequently the shoreline change, is important in making decisions regarding the planning and managing of the coastal regions. In general, the available methods for the prediction of beach and dune erosion are based on the assumption of post-storm equilibrium profile. In this approach it is assumed that, for a given set of wave and surge conditions, the entire beach reaches a steadystate, and that the volume of sand released from the dune is equal to the volume of sand required to establish this profile. Existing methods that are based on this concept include those developed by Edelman (1968, 1972), Vellinga (1982, 1983, 1986), Kriebel and Dean (1984), Sargent and Birkemeier (1985), and Kobayashi (1987).. The reliance of these methods on the assumption of steady-state condition limits their application to extreme events generated by severe storms. Generally, storms do not have sufficient duration or intensity, such that the beach profile attains equilibrium during the storm.

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Beach and Dune Response to Severe Storms

Cited by 10 publications

References 13 publications

Engineering design guidance for detached breakwaters as shoreline stabilization structures / by Monica A. Chasten ... [et al.] ; prepared for U.S. Army Corps of Engineers.

Engineering design guidance for detached breakwaters as shoreline stabilization structures / by Monica A. Chasten ... [et al.] ; prepared for U.S. Army Corps of Engineers.

Considerations in Using Bragg Reflection for Storm Erosion Protection

Dune Erosion and Sediment Profile Due to Wave Uprush

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