Gravel Beaches

Introduction

Gravel beaches are widespread around the world, including the USA, Canada, Japan, Argentina, New Zealand and the wave dominated coastlines of Northern Europe . In the UK, about one third of the coastline is protected by such beaches .

In coastal defence schemes, considerable use is made of coarse-grained (gravel) sediment to replenish eroding beaches, often in conjunction with structures such as rock or wooden groynes or offshore breakwaters. This is because such beaches are known to be an efficient form of natural coastal defence . Two examples from the UK are those at Sidmouth, Devon and Elmer, West Sussex.

Research into the particular characteristics of gravel beaches and their engineering analysis is relatively new, with much of the progress being made recently. In the 1990’s small scale experimental measurements and early field studies lead to the subsequent development of parametric models for profile prediction, longshore transport and the stability of barrier beaches. Since 2002, two major large scale experimental studies and some new comprehensive field studies have been undertaken. Since that time, good progress has also been made in process based numerical modelling systems for long and cross shore transport.

The emphasis of the article is to present in a clear and concise manner the most relevant concepts, basic understanding and insights into the behaviour of gravel beaches, to provide a summary of the available engineering analysis techniques and modelling approaches and to provide guidance to further reading and a list of the most relevant references to work carried out since 1990.

Beach Origins

The current world’s coastlines were formed as a result of the last ice age, which ended about 10,000 years ago, see the beach management manual . At that time large ice sheets covered more of the world’s land masses than they do at present. As they melted there was a rapid rise of sea level (about 120m between 20,000 and 6000 years ago). Vast quantities of sediment were carried by rivers to the sea during this period, eventually forming the pre-cursor to our present coastlines as the rate of sea level rise rapidly reduced about 6000 years ago. Much of our beaches today are composed of the remnants of these sediments, composed predominantly of sand and gravel. These sources of beach material have subsequently been supplemented by coastal erosion of soft cliffs and the reduced but continuing supply of sediments from rivers. Material has also been derived from offshore banks left behind by relatively rapid rises of sea level after cold episodes in the earth’s climate.

Sediment classification and properties

Traditionally sand and gravel sizes have been classified according to the Wentworth scale. This defines sand as being of diameter between 0.0625mm to 2mm. Material sizes larger than this are classified as gravel, subdivided into granular (2mm to 4 mm), pebble (4mm to 64 mm), cobble (64mm to 256 mm) and boulder (>256 mm). Rounded gravel, typical of a significant number of UK beaches, is referred to as shingle.
There are several physical properties of sand and gravel beaches which are important in the study of coastal sediment transport. The first is the sediment density (ρs), typically 2650 kg/m³ for quartz. The rest are required in recognition of the fact that a beach comprises a mixture of the beach material, interspersed with voids which may be filled with air or water. Thus the bulk density (ρb) is defined as the in situ mass of the mixture/volume of the mixture, the porosity (ps) as the volume of air or water/volume of the mixture, typically between 0.25 to 0.4 for a gravel beach, the voids ratio (e) as the volume of air or water/volume of the grains, typically between 0.33 to 0.66 for a gravel beach, and finally the angle of repose (Φ), which is the limiting slope angle at which the grains begin to roll, typically about 35° in air. In water this reduces to about 30°.
The material sizes on any particular beach will normally comprise a range of grain sizes, thus it is standard practice to measure the grain size distribution by a sieve analysis from which the percentage by weight of material passing through a range of sieve sizes is plotted against particle size. The median size is denoted by D50, representing the diameter for which 50% of the grains by mass are finer. The spread of sizes is often indicated by the values of D84 and D16 and their ratio is used to measure the degree of sorting. A well sorted sample is one in which there is a small range of sizes (D85/D16<2), whereas a well mixed sample has a large range of sizes (D85/D16>16).

Beach types

Beaches types may be categorised according to the mixture of sands and gravels present, which has a significant influence on the beach slope and the more general morphological response of the beach to wave action. Four categories are defined as pure gravel (G), mixed sand and gravel (MSG), composite sand and gravel (CSG) and pure sand (S).

Morphology

The characteristics of a gravel beach are very different from those of a sand beach. Most notably, gravel can support a steep gradient typically of the order of 1 in 8 with a tendency to form a near vertical berm towards the high water mark and a step at the wave break point. Swell wave conditions promote onshore accretion in the swash zone, with storm conditions promoting rapid offshore erosion. Despite the large grain size, the sediment is highly mobile. Changes in the vertical profile of the order of 0.5m are commonly found over just one tidal cycle for moderate to large waves .

On macro-tidal beaches, the active swash zone continuously re-works the beach face as the tide rises and falls. At low tide, it is common to observe a berm at the high water mark of the beach below which is a beach face of uniform slope, which ends in the step feature at the low water mark.

Cusp formation on gravel beaches is another distinctive feature. They can form rapidly when the wave approach is near normal, but are also washed out rapidly when the wave approach changes to an oblique angle. In the literature, two dominant models of cusp formation are recognised, namely edge wave forced and swash circulation/self organisation modes. However, cusp formation on gravel beaches has not been discussed very much in the literature .

Hydrodynamics

The steep beach gradient allows waves to progress much closer inshore before breaking, often resulting in a single plunging breaker. Consequently, there is minimal generation of infra-gravity waves. Even during storms, a wide surf zone is rare. An important consequence of this is that the swash zone can be of similar width to the surf zone and hence the sediment transport within the swash zone is of considerably more significance than on sand beaches. A second effect of the steep beach gradient is that refraction processes are also confined to a narrower zone than is experienced on a sand beach, with the result that refraction is often observed to be incomplete and the waves arrive at the beach face with some considerable angle, resulting in significant longshore transport. Gravel beaches are also much more reflective than sand beaches, with reflection coefficients of up to about 0.2.

Another distinguishing characteristic is the high permeability of gravel which, compared to a sand beach, increases the potential for infiltration during the swash uprush and exfiltration during the swash downrush. This induces a downward, stabilising force on sediment movement during the uprush and a lift force during backwash. Conversely, there is a thinning of the boundary layer during uprush, leading to increased shear stress on the bed and a thickening during backwash, leading to deceased shear stress on the bed. This latter effect is thought to predominate. On a gravel beach the backwash volume can also be considerably reduced, lowering the backwash velocities (see Elfrink and Baldock (2002) for a detailed review). It is these processes that lead to the formation of the high water mark berm.

Barrier beaches

Barrier beaches are a common geomorphological feature across the world, many of which are composed of gravel. Their essential features comprise a narrow, elongated ridge of sand or gravel existing slightly above the high tide level. The ridge generally extends parallel to the shore, but is separated from it by a wetland, lagoon or a tidal flat. Barrier beaches act as natural means of coast protection. In addition, wetlands and lagoons formed behind barrier beaches provide shelter for many coastal habitats and are therefore of considerable environmental significance. One explanation of their formation is that they have been formed by landward migration of submerged sand/shingle banks with rising sea levels since the last ice age.

Barrier beaches are constantly evolving in response to short and long term processes. Short term changes in barrier beaches are related to local wave and current climate, tidal variations, frequency and magnitude of storm events, barrier geometry and type of beach sediment and permeability. Over longer terms, the primary factors for change and modification of barrier beaches are sea level rise, longshore sediment transport and changes in sediment sources and/or sinks according to Orford et al. (1995). .

A barrier beach can respond to these factors by landward or seaward migration, reshaping and re-alignment and crest breakdown or build-up . The episodic processes of over-washing, over-topping and associated breaching are the primary phenomena behind long term evolution.

Sediment transport

Understanding the processes of sediment transport on gravel beaches is important for beach management which requires some quantification of shoreline evolution. The vast majority of coastal engineering projects still rely on one-line models since, as yet, 3D morphodynamic models are restricted to short- and medium-term predictions and none have been validated against coarse-grained field data. Most one-line models make use of empirical total longshore transport equations. Hence, the formulation of a reliable estimate of longshore sediment transport rate remains of considerable practical importance in coastal engineering applications such as feasibility studies of port extensions, derivation of sediment budgets for coastal areas and the appraisal of long term beach stability.

To some extent, the mechanisms associated with the longshore transport of gravel may be differentiated from that of sand. Generally, for a sand seabed the oscillatory force due to the passage of a (breaking) wave will tend to stir the sediment into motion. The bed shear due to the longshore current can then transport the sand. On gravel beaches the sediment normally moves as bedload and is largely confined to the swash zone. As the flow in the uprush is perpendicular to the wave crest and in the backwash is perpendicular to the beach contours, the gravel describes a 'sawtooth', or zig-zag, path along the beach.

Quantitative estimation of sediment transport rates is extremely difficult on a gravel beach. Direct measurement of longshore transport has been attempted using a variety of techniques, such as deposition of a tracer material (radioactive, dyed or artificial sediment) or installation of traps (see Van Wellan et al. (2000) for a review).

Changes in beach volumes may be calculated from data derived from ground or aerial surveys. If surveys are carried out over several years a trend for accretion or depletion may be discernible. This is not necessarily a direct measure of the longshore transport rate along the coast. Rather it is an indication of any imbalances in the supply of sediment from one point to another. However, where marine structures are constructed which cut of the supply from further up the coast, comparisons of beach volumes before and after construction can give some indication of the longshore transport rates.

The most widely used formula for calculating longshore transport is the CERC equation (US Army Corps of Engineers, 1984). The equation was derived from sand beaches and has been developed over a number of years. The formula is intended to include both bedload and suspended load and is usually given in the form of:

[math]I_{ls} = KP_{ls} [/math]
where
[math]P_{ls} = (EC_{g})_{b} \sin \theta_{b} \cos \theta_{b}[/math]
and where K is a dimensionless empirically derived coefficient. The volumetric transport rate, [math]Q_{ls}[/math], is related to [math]I_{ls}[/math] by:
[math]Q_{ls} = \frac{I_{ls}}{\tau}[/math]
where
[math]\tau= \frac{(\rho_{s}-\rho)g}{1+e}[/math]

There is no direct inclusion of the influence of grain size in the CERC equation, other than via the coefficient, K. It should be noted that for random waves, the choice of wave height used in the CERC equation (Hs or Hrms) must be correlated with the K value. Much confusion can arise, as some authors have used Hs and others Hrms without explicitly stating which one. For Rayleigh distributed waves, the K value using Hrms is twice that using Hs. A suggested value for K using Hrms is 0.77 for sand sized sediments. For gravel beaches, Chadwick’s (1989) trap data suggested a K value of 7% of that for sand. This was later found to work well at another beach site, Slapton Sands, Devon,UK (see Alegria-Arzaburu & Masselink (2010) ).

Chadwick (1991a, b) also developed a numerical model to predict longshore transport on gravel beaches. The hydrodynamic module uses the non-linear shallow water wave equations, which predict the instantaneous water levels and velocities throughout the surf and swash zones. These are combined with a sediment transport module based on Bagnold's stream power concept. Instantaneous transport rates across the surf and swash zones are subsequently summed in space and time to determine the total longshore transport rate. Thus, this model specifically includes a sediment threshold term and transport in the swash zone, both of which are of importance on shingle beaches. The model required calibration of only the friction coefficient, which was determined from field data. Subsequently, an algebraic formula (the Chadwick-Van Wellen formula) was derived from the numerical model results given by:
[math]Q = 1.34 \frac{(1+e)}{\rho_{s}-\rho} H_{sb}^{2.49} T_z^{1.29} \tan\beta^{0.88} D_{50}^{-{0.62}} \sin(2\theta_b^{1.81}) [/math]
This equation was specifically designed for application to gravel beaches but has only been calibrated to the data from one field site. For further details of this and other longshore transport equations, applicable to gravel beaches, see Van Wellen et al (2000) .

Large scale experimental studies

More recent work on coarse grained beaches was undertaken by the EU project “Large Scale Modelling of Coarse Grained Beaches” which was undertaken between March-May 2002. The experiment was conducted at full scale, thus avoiding the sediment scaling issues inherent in small scale models. The measurements included not only the wave field and resultant equilibrium profile development, but also detailed measurements of pore water pressures under the swash face. The experimental results of this work may be found in López de San Román-Blanco et al (2006) . This experiment was used to develop the cross shore profile model of Pedrozo et al (2006) , described in more detail in this article.

Subsequently another large scale experimental study of gravel barrier beaches was undertaken in BARDEX (Barrier Dynamics Experiment) in the Delta wave flume, the Netherlands, during June and July 2008. One unique aspect of this work was the inclusion of the effects of a back barrier lagoon in conjunction with a varying tidal level. A special edition of Coastal Engineering has been devoted to papers resulting from this work (see Turner and Masselink (2012)) . These include details of the observations, the effect of the lagoon water level on the beach profile, new measurements of and prediction techniques for wave friction factors, new predictive techniques for assessing barrier overwashing and overtopping and an assessment of the XBeach model used to predict beach profile evolution and the morphological effect of washover.

References

The main author of this article is Chadwick, Andrew John Please note that others may also have edited the contents of this article. Citation: Chadwick, Andrew John (2012): Gravel Beaches. Available from http://www.coastalwiki.org/wiki/Gravel_Beaches [accessed on 22-11-2024] For other articles by this author see Category:Articles by Chadwick, Andrew John