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Alberto Montanari

Professor of Hydraulic Works and Hydrology

Department DICAM - University of Bologna

Ensuring stability of coastal structures is a necessary step to design long lasting strategies for restoring and protecting coasts. Structures like groines and breakwaters are often built by assembling armour units that can be made by stone or concrete. They are subjected to the dynamic action of waves which implies a continuous stress. The hydraulic processes affecting the stability of coastal structures were extensively investigated and discussed by several authors. Traditionally the design is carried out by using empirical approaches based on the results of laboratory and field experiments, as well as expert knowledge. Some of the approaches take advantage from our knowledge of the physical basis of the inherent processes. Our understanding of the physical mechanisms which control the response of the near shore region to wind, waves and water level changes is in rapid evolution and so are the design methods.

Stability criteria usually make reference to extreme environmental conditions and therefore are related to episodic events. The design is thus based on a frequency analysis of extreme events to determine a design forcing associated to a given return period. In what follows, we will assume that a design wave forcing is available for checking the stability of rock and concrete armour units that may compose a breakwater, a berm protection, a seawall or a groin. In what follow we make reference to van Rijn (2016) which is available here.

The problem of initiation of motion of granular materials invested by a flow of water has been studied with laboratory experiments in flumes by Shields (1936). Figure 1 presents a schematic representation of the forces acting on a single particle that is placed over a sloped and flat surface and is exposed to a flow of fluid.

Fìgure 1. Forces acting on a sediment particle exposed to water flow over a sloping surface. τ is the bed friction, which has the dimension of a tension.

The hydrodynamic force tends to move the particle, while its own weight is a stabilizing force. For the case illustrated in Figure 1, the hydrodynamic force is directed upward and therefore the component of the particle weight along the slope is opposing the water flow. The component of the particle weight perpendicular to the slope, multiplied by tanΦ, where Φ is the friction angle, is also stabilizing the particle. The condition of critical equilibrium is reached when

c_{2}τ_{c}d^{2}-w sinβ = w cosβtanΦ

where τ_{c} is the shear stress at the critical equilibrium. Namely,

τ_{c} = c_{1}/c_{2}(γ_{s}-γ)d cosβ(tanΦ-tanβ)

Here, c_{1} and c_{2} are parameters that depend on the shape of the particle. If β=0 and c=c_{1}/c_{2}, one obtains

τ_{c} = c tanΦ(γ_{s}-γ)d

which can be written as

where the left hand side of the above equation is called the Shields parameter and is adimensional.

Actually, the above analysis is simplified in the computation of the dragging force and in the assumption that the drag coefficient c_{2} is constant and therefore does not depend on flow conditions. A more refined analysis of the process can be carried out through dimensional analysis by means of the Buckingam theorem that states: "if there is a physically meaningful equation involving a number n of physical variables represented by k physical dimensions, then the original equation can be rewritten in terms of a set of p = n - k dimensionless numbers constructed from the original variables". In our case, the physical variables are τ_{c}, (γ_{s}-γ), ρ (mass density of sea water), d, v (velocity of fluid particle). Since the above variables can be expressed in terms of 3 dimensions, namely, length, mass and time, one obtains p = 5 - 3, namely, the process can be expressed in terms of two dimensionless numbers. It can be proved that the first one is the Shields parameter τ_{c}/((γ_{s}-γ)d) while the second one is the particle Reynolds number Re^{*} = (u^{*} d)/ν, where ν is the kinematic viscosity of water and u^{*} is the shear velocity which can be expressed as

u^{*} = (τ/ρ)^{0.5}

where τ is bed friction. Therefore one obtains that τ_{c}/((γ_{s}-γ)d) = f(Re^{*})

which means that the Shields parameter is actually not constant but varying with the particle Reynolds number. Actually, Shields found with laboratory experiments that the Shields parameter is close to constant for turbulent flow and slowly varying for close-to-turbulent conditions. Figure 2 reports a copy of the original Shields diagram, showing that the Shields parameter assumes values ranging from 0.03 to 0.06 for turbulent flow.

Fìgure 2. Original Snields' diagram. By A. Shields - http://repository.tudelft.nl/assets/uuid:61a19716-a994-4942-9906-f680eb9..., Public Domain, https://commons.wikimedia.org/w/index.php?curid=36015107

The Shields method can be used to evaluate the stability of sediments into the sea, provided one takes into account the forcing originated by waves. In fact, in marine waters there is the superimposition of shear stress originated by currents and waves. Van Rijn (1993) proposed that in such conditions the shear stress is computed as

τ_{b} = τ_{bc} + τ_{bw}

where τ_{bc} and τ_{bw} are the tangential tensions originated by current and waves, respectively. The following relationships for the computation of the stresses, expressed in N/m^{2} apply:

τ_{bc} = 1/8 ρ f_{c}u'^{2}

τ_{bw} = 1/4 ρ f_{w}U'^{2}

with the following meaning of symbols:

- u' is depth-mean current velocity in m/s;
- U' is near-bottom peak orbital velocity of fluid particles in m/s, which can be computed through the relationship:
where H

_{b}, d_{b}, T and L_{0}are significant wave height, water depth, wave period of peak of wave spectrum and significant wave length, respectively. Let us remind that the significant wave height is defined traditionally as the mean wave height (trough to crest) of the highest third of the waves. It is also defined as four times the standard deviation of the surface elevation – or equivalently as four times the square root of the zeroth-order moment (area) of the wave spectrum; - f
_{c}is current related friction factor, which equals about 0.12 (d_{b}/k_{s})^{0.33}, where k_{s}is effective bed roughness. Its value is about 1.5 d_{50}for narrow graded stones; - f
_{w}is wave related friction factor, which equals about 0.3 (A/k_{s})^{-0.6}, where A is near bed peak orbital amplitude.

If the river bed is sloped. we indicate with β and β_{1} the acute angles between the bed and the horizontal plane in the longitudinal and transverse direction, respectively, with respect to the wave direction. Then, we correct τ_{c} according to the relationship

τ_{c1}=K_{β}K_{β1} τ_{c}

with the following meaning of symbols:

- K
_{β}is slope factor in the longitudinal direction, equal to:

for downsloping and upsloping velocity, respectively; - K
_{β1}is slope factor in the transversal direction, equal to:

.

Small grains are inherently more mobile than large grains. However, on a mixed-grain-size bed they may be trapped in deep pockets between large grains. Likewise, a large grain on a bed of small particles will be stuck in a much smaller pocket than if it were on a bed of grains of the same size. In these cases, small grains can move just as easily as large ones.

Hiding is taken into account in the Shields criteria by correcting the limiting shear stress for incipient mobility. For the case of coastal structures hiding is usually not taken into account, as the armour units are usually narrow graded.

The Shields diagram has been derived basing on several laboratory experiments and therefore already takes into account that the shape of the sediments is not spherical. However, sediments in laboratory experiments usually have a regular shape. If the shape of armour units is highly irregular, for instance when using tetrapods, they might results more stable with respect to what is predicted by the Shields criteria, for the tight interaction between elements. In these case the Shields parameter should be corrected by adopting an equivalent diameter or by laboratory experiments.

Several empirical formulations have been proposed for verifying the stability of armour units when designing coastal structures. They have been mainly derived through laboratory experiments.

Hudson formula (Rock Manual, 2007) dictates the conditions for the stability of rocks/stones under breaking waves at a sloping surface, for waves approaching the structure perpendicularly. It reads as

where γ_{r} is specific weight of the armour material, β is slope angle of the structure, H is a reference value for wave height which is about 1.27 the significant wave height at the toe of the structure, and K_{D} is an empirical stability coefficient. Several approaches have been proposed for deriving K_{D}, which depends on armour units, type of placement, crest height, type of breaking waves, wave steepness, wave spectrum, permeability of underlayers and many others. The value of K_{D} can be reliably determined only by laboratory experiments on small scale models. K_{D} is usually estimated through the definition of the "critical number" N_{cr} given by

N_{cr} = 0.8 (K_{D} cotan(β))^{1/3.}

N_{cr} values usually are in the range 1.5 to 3.0, which yields a characteristic diameter for spherical units in the range 0.2 to 0.4 of the significant wave height at the toe of the structure, therefore providing a reference order of magnitude.

Among the methods that are used for estimating N_{cr} and therefore K_{D} we mention the Van der Meer formula. Further details can be found in Van der Meer (1987) which is available for download here.

Van der Meer, J. W. (1987). Stability of breakwater armour layers—design formulae. Coastal engineering, 11(3), 219-239.

van Rijn, L. (2016) Stability design of coastal structures (seadikes, revetments, breakwater and groins, available on-line at www.leovanrijn-sediment.com

Van Rijn, L. C., & Kroon, A. (1993). Sediment transport by currents and waves. In Coastal Engineering 1992 (pp. 2613-2628).

Last modified on May 8, 2018

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