Bruun rule for shoreface adaptation to sealevel rise
The basic idea of Per Bruun when he proposed in 1954 the rule for shoreface adaptation to sealevel rise refers to the concept of equilibrium profile ^{[1]}^{[2]}. The shoreface of a sedimentary coast should not be considered a geologically inherited feature, but the result of the natural coastal response to modern hydrodynamic conditions, as noted already more than a century ago by Cornaglia (1889) ^{[3]} and Fenneman (1902) ^{[4]}. For a more detailed explanation, see the article Shoreface profile.
If climate change affects only the sea level, while leaving the wave climate unchanged, Bruun reasoned that the equilibrium shoreface profile slope [math]Z_{eq} (x) [/math] then should also remain the same. The profile should move upward, however, to keep the same position with respect to sea level as before. Lifting the profile requires supply of sand. Bruun assumed that sand supply from offshore is negligible if the shoreface profile extends seaward up to the closure depth. The sand should then be supplied by the landward part of the active coastal profile, i.e. the dry beach and the foredune. This implies shoreline retreat (designated [math]\Delta x[/math]) and a corresponding landward shift of the equilibrium shoreface profile. The new equilibrium profile [math]Z^{new}_{eq} (x)[/math] is then equal to the old equilibrium profile [math]Z_{eq} (x)[/math] with an upward shift equal to the sealevel rise [math]\Delta h[/math] and a landward shift [math]\Delta x[/math] (see Fig. 1):
[math]Z^{new}_{eq} (x) = Z_{eq} (x+\Delta x) + \Delta h . \qquad(1)[/math]
The shoreline retreat [math]\Delta x[/math] can be computed by the requirement that the total sand volume in the active zone (between [math]x_0[/math] and [math]x_{cl}[/math], see Fig. 1) remains the same:
[math]\int_{x_0}^{x_{cl}} [Z_{eq} (x+\Delta x) + \Delta h] dx = \int_{x_0}^{x_{cl}} Z_{eq} (x) dx . \qquad(2)[/math]
Assuming that [math]\Delta x[/math] is small we have
[math]Z_{eq} (x+\Delta x) \approx Z_{eq} (x) + \Delta x \; \Large \frac{d Z_{eq} (x)}{dx} \normalsize . \qquad(3)[/math]
Substitution in equation (2) then yields for the horizontal landward shoreline shift [math]\Delta x[/math] the Bruun rule
[math]\Delta x \approx \Delta h \; \Large \frac{x_{cl} – x_0}{Z_{eq} (x_0) – Z_{eq} (x_{cl})} \normalsize . \qquad(4)[/math]
The Bruun rule has been widely applied, but the results did often not compare very well to observations. Critical comments have been written on the Bruun rule ^{[5]}. A major reason for discrepancies results from ignoring the assumptions underlying the derivation of the Bruun rule. This holds in particular for the assumption that the sand volume in the active coastal profile remains unchanged: sand supply from other sources and sand losses are not considered. It is clear, however, that the Bruun rule can easily be extended to include other sand sources and sand losses ^{[6]}^{[7]}^{[8]}.
We call [math]\Delta V[/math] the volume change [[math]m^3/m[/math]] of the active coastal profile due to sand loss (positive) and sand supply (negative) during the time that the sea level rises by [math]\Delta h[/math]. This quantity should be added in the left hand side of Eq. (2). We then find for the horizontal landward shoreline shift [math]\Delta x[/math]:
[math]\Delta x \approx \Delta h \; \Large \frac{x_{cl} – x_0}{Z_{eq} (x_0) – Z_{eq} (x_{cl})} + \frac{\Delta V}{Z_{eq} (x_0) – Z_{eq} (x_{cl})} \normalsize . \qquad(5)[/math]
Causes of sand loss and sand supply are:
 Sand loss to the dunes, by aeolian transport;
 Overwash of low coastal barriers;
 Transport across the closure depth contour;
 Gradients in longshore transport.
It is often not easy to quantify the corresponding loss and supply volumes. The importance of gradients in longshore transport can be minimised by averaging Eq. 5 over a long sandy coastal stretch (of the order of 100 km, without coastal inlets). Transport across the closure depth contour only occurs if the closure depth is chosen too small.
Laboratory experiments of shoreface profile adaptation to sealevel rise show that it is important to consider time scales which are sufficiently long for the development of an equilibrium profile. Otherwise good agreement with the Bruun rule is found ^{[9]}.
It is clear that the Bruun rule cannot be applied when the coastal profile is out of equilibrium due to human interventions, for example:
 change of the local wave climate by construction of artificial islands, offshore windfarms, dredging of navigation channels or offshore deposition of dredged material;
 change in sand supply by damming of nearby rivers, construction of jetties and groynes.
Related articles
 Sea level rise
 Shoreface profile
 Active coastal zone
 Closure depth
 Natural causes of coastal erosion
 Effect of climate change on coastline evolution
 Dealing with coastal erosion
 Dune erosion
References
 ↑ Bruun, P. 1954. Coast erosion and the development of beach profiles. Beach Erosion Board, US Army Corps of Eng., Tech.Mem. 44: 179
 ↑ Bruun, P. 1962. Sealevel rise as a cause of shore erosion. Proc.Am.Soc.Civ.Eng., J.Water Harbors Div. 88: 117130.
 ↑ Cornaglia, P. 1889. Delle Spiaggie. Accademia Nazionale dei Lincei, Atti.Cl.Sci.Fis., Mat.e Nat.Mem. 5: 284304
 ↑ Fenneman, N. M. 1902. Development of the profile of equilibrium of the subaqueous shore terrace. J. Geol., 10(1), 1–32.
 ↑ Cooper, J.A. and Pilkey, O.H. 2004. Sealevel rise and shoreline retreat: time to abandon the Bruun Rule. Global Planetary Change 43: 157171
 ↑ Stive, M.J.F. 2004. How Important is Global Warming for Coastal Erosion? Climatic Change 64: 27–39
 ↑ Rosati, J.D., Dean, R.G. and Walton, T.L. 2013. The modified Bruun Rule extended for landward transport. Mar. Geol. 340: 7181
 ↑ Dean, R.G. and Houston, J.R. 2016. Determining shoreline response to sea level rise. Coastal Engineering 114: 1–8
 ↑ Atkinson, A.L., Baldock T. E., Birrien, F., Callaghan, D. P., Nielsen, P., Beuzen, T., Turner, I.L., Blenkinsopp, C. E. and Ranasinghe, R. 2018. Laboratory investigation of the Bruun Rule and beach response to sea level rise. Coastal Engineering 136: 183–202
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