Miche criterion

In fluid dynamics and coastal engineering, the Miche criterion, Miche formula or Miche breaking index is a theoretical upper bound on the steepness of a non-breaking, periodic wave in finite water depth. It gives the maximum wave height that can persist at a given depth and wavelength. Waves that exceed this bound are unstable and must break. The criterion was derived by French engineer Robert Miche in 1944 at the École nationale des ponts et chaussées in a study of wave motion over constant and decreasing depth. ^{[1] [2]}

Formulation

Miche's work provides an upper limit for wave breaking, with observations in deep sea locations indicating that breaking criteria can be independent of steepness. ^[3] Miche shows that, theoretically, the maximum height of a fixed-form, periodic wave is controlled by the fact that the particle velocity at the wave crest ${\displaystyle u_{x}}$ cannot be larger than the celerity of the wave, ${\displaystyle c}$, resulting in the following:

${\displaystyle H_{\max }\approx 0.14L\tanh \left({\frac {2\pi D}{L}}\right)}$

In deep water, this makes the steepness of an individual wave s_max = H_max/L ≈ 0.14. In his 1944 paper, Miche expressed the limiting steepness in two equivalent forms:

Steepness form:

${\displaystyle {\frac {H_{b}}{L}}\;\leq \;0.142\,\tanh \!\left({\frac {2\pi h_{b}}{L}}\right)}$

Wavenumber form:

${\displaystyle k\,H_{b}\;\leq \;0.88\,\tanh(kh_{b}),\quad k={\frac {2\pi }{L}}}$

where ${\displaystyle H_{b}}$ is the wave height at incipient breaking, ${\displaystyle L}$ the wavelength, ${\displaystyle h_{b}}$ the local water depth, and ${\displaystyle k}$ is the wavenumber. ^[2]

Limits

Two limits follow directly from the criterion: ^[2]

• Deep water (${\displaystyle kh\gg 1}$): ${\displaystyle H/L\leq 0.142}$.
• Shallow water (${\displaystyle kh\ll 1}$): ${\displaystyle H/h\leq 0.88}$ (often called the breaker index).

Interpretation and use

Miche's result gives a necessary condition for non-breaking waves, and an upper theoretical limit for wave breaking. If the inequality is violated at a point, a steady periodic wave cannot exist and breaking must occur. ^[2] In practice the criterion is used to:

• check numerical or physical model results for wave heights in shallow areas;
• estimate an upper bound for local wave run-up and loads on coastal structures when explicit breaking dissipation is not modelled;
• define a cap for random-sea parameters by applying the bound to a representative height such as significant wave height ${\displaystyle H_{s}}$ (or the wave energy parameter ${\displaystyle H_{m0}}$) as a conservative proxy. ^{[3] [4]}

For random waves on natural slopes, empirical breaker indices used in design are often somewhat lower than the shallow water upper bound of 0.88, however Miche's relation provides a theoretical ceiling. ^[3]

History

Miche developed the criterion while studying the limiting form of wave crests at the point of breaking, including effects of finite depth and possible rotational components. His work focused on periodic waves in constant depth, wave transformation over regularly decreasing depth, and the geometry and kinematics of limiting (breaking) waves near the shore. The first part of Miche's 1944 paper focused on application of breaking wave limits to coastal engineering structures such as breakwaters, as well as patterns of standing waves. ^[2]

Subsequent developments

Following Miche's original work, numerous studies have extended or reinterpreted the breaking limit. While Miche's relation remains a theoretical upper bound for periodic non-breaking waves, more general breaking onset criteria have been proposed to capture the dynamics of transient and irregular waves. ^[3] One model employs kinematic criteria based on the ratio of the horizontal particle velocity at the wave crest to the phase speed, with breaking expected when this ratio approaches unity. ^[5] Subsequent simulations have refined this approach, allowing a more universal definition of the breaking threshold. ^[6]

Work by Battjes and Janssen (1978) ^[7] used Miche's work as a reference, and introduced an adjustable breaker parameter (γ) to better match random, shallow water breaking on sloping beaches. Recent laboratory and numerical studies have also linked Miche's theoretical limit to the behaviour of rogue waves. Experiments reproducing the Draupner wave - a 25.6m rogue wave measured in the North Sea - have shown that breaking onset and crest steepness depend strongly on directional wave crossing, with large crossing angles permitting steeper, non-breaking crests than predicted by the one-dimensional Miche limit. ^[8] Laboratory and field investigations have similarly observed that abrupt depth transitions and directional spreading can promote locally increased wave steepness and rogue wave occurrence beyond classical breaking limits. ^[9]

See also

• Breaking wave
• Wave shoaling
• Iribarren number

References

1. Bougis, Jean (2018), Les États de mer naturels [Natural sea states](PDF), Université de Toulon et du Var – Seatech, retrieved 23 October 2025
2. Miche, M. (1944), "Mouvements ondulatoires de la mer en profondeur constante ou décroissante. Forme limite de la houle lors de son déferlement. Application aux digues maritimes." [Wave motions of the sea in constant or decreasing depth: limiting form of the wave at breaking. Application to maritime structures.], Annales des Ponts et Chaussées (in French), 114 (1): 25–78
3. Holthuijsen, L.H. (2007), Waves in Oceanic and Coastal Waters, Cambridge University Press, p. 189, ISBN   978-1-139-46252-5
4. Goda, Y. (2010), Random Seas and Design of Maritime Structures (3rd ed.), World Scientific, p. 213, ISBN   978-981-4282-40-6
5. Grilli, S. T.; Subramanya, R. (1996-04-01). "Numerical modeling of wave breaking induced by fixed or moving boundaries". Computational Mechanics. 17 (6): 374–391. doi:10.1007/BF00363981. ISSN   1432-0924.
6. Varing, Audrey; Filipot, Jean-Francois; Grilli, Stephan; Duarte, Rui; Roeber, Volker; Yates, Marissa (2021-03-01). "A new definition of the kinematic breaking onset criterion validated with solitary and quasi-regular waves in shallow water". Coastal Engineering. 164 103755. doi:10.1016/j.coastaleng.2020.103755. ISSN   0378-3839.
7. Battjes, J. A.; Janssen, J. P. F. M. (1978). "Energy loss and set-up due to breaking of random waves". Coastal Engineering Proceedings (16): 32–32. doi: 10.9753/icce.v16.32 . ISSN   2156-1028 . Retrieved 24 October 2025.
8. McAllister, M. L.; Draycott, S.; Adcock, T. A. A.; Taylor, P. H.; van den Bremer, T. S. (2019-02-10). "Laboratory recreation of the Draupner wave and the role of breaking in crossing seas". Journal of Fluid Mechanics. 860: 767–786. doi: 10.1017/jfm.2018.886 . ISSN   0022-1120.
9. Doeleman, M.W. (2021), Rogue waves in the Dutch North Sea: An experimental study into the occurrence of extreme waves due to abrupt depth transitions at future offshore wind farm locations (MSc thesis), Delft University of Technology, retrieved 23 October 2025