Difference between revisions of "Wave run-up"

From MarineBiotech Infopages
Jump to: navigation, search
(Created page with "{{Definition|title=Wave run-up |definition=Landward incursion of a wave. Wave run-up is usually expressed as the maximum onshore elevation reached by a wave, relative to the...")
 
 
(5 intermediate revisions by the same user not shown)
Line 1: Line 1:
 +
 
{{Definition|title=Wave run-up  
 
{{Definition|title=Wave run-up  
|definition=Landward incursion of a wave. Wave run-up is usually expressed as the maximum onshore elevation reached by a wave, relative to the wave-averaged shoreline position.}}
+
|definition= Wave run-up is the maximum onshore elevation reached by waves, relative to the shoreline position in the absence of waves.}}
 +
 
 +
 
 +
==Notes==
 +
 
 +
[[File:SetupSetdownRunup.jpg|thumb|400px|left|Fig. 1. Definition sketch wave set-down, wave set-up and wave run-up.]]
 +
 
 +
Wave run-up is the sum of [[wave set-up]] and swash uprush (see [[Swash zone dynamics]]) and must be added to the water level reached as a result of tides and wind set-up (Fig. 1). Wave run-up on a beach is generally due to so-called [[swash]] bores: the uprush of waves after final collapse on the beach. Wave run-up is an important parameter for assessing the safety of sea dikes or coastal settlements.
 +
 
 +
By waves is meant: waves generated by wind (locally or on the ocean) or waves generated by incidental disturbances of the sea surface such as tsunamis, seiches or ship waves. Wave run-up is often indicated with the symbol <math> R </math>.
 +
 
 +
For waves collapsing on the beach, a first order-of-magnitude estimate is given by the empirical formula of Hunt (1959) <ref>Hunt, I.A. 1959. Design of seawalls and breakwaters. J. Waterw. Harbors Division ASCE 85: 123–152</ref><ref>Holman, R.A. and Sallenger, A.H. 1985. Setup and swash on a natural beach. J. Geophys. Res. 90: 945–953</ref><ref>Atkinson, A.L., Power, H.E., Moura, T., Hammond, T., Callaghan, D.P. and Baldock, T.E. 2017. Assessment of runup predictions by empirical models on non-truncated beaches on the south-east Australian coast. Coast. Eng. 119: 15–31</ref>,
  
 +
<math>R \sim \eta_u + H \xi  , </math>
  
Wave run-up is an important parameter for assessing the safety of sea dikes or coastal settlements. Wave run-up is the sum of [[Shallow-water wave theory# Wave set-down and set-up|wave set-up]] and swash uprush (see [[Swash zone dynamics]]) and must be added to the water level reached as a result of tides and storm setup.
+
where <math>\eta_u \sim 0.2 H</math> is the [[wave set-up]], <math>H</math> is the offshore significant wave height  and <math>\xi</math> is the [[surf similarity parameter]],
  
By waves is meant: waves generated by wind (locally or on the ocean) or waves generated by incidental disturbances of the sea surface such as tsunamis, seiches or ship waves. Wave run-up is often indicated with the sympol <math> R </math>.
+
<math>\xi = \Large\frac{\tan \beta}{\sqrt{H/L}}\normalsize = T \tan \beta  \Large\sqrt{\frac{g}{2\pi H}}\normalsize ,  \qquad (2)</math>
  
For waves collapsing on the beach, the wave run-up can be estimated in first approach with the formula of Hunt (1959) <ref>Hunt, I.A. 1959. Design of seawalls and breakwaters. J. Waterw. Harbors Division ASCE 85: 123–152</ref>,
+
where <math>L = g T^2/(2 \pi)</math> is the offshore wave length, <math>\beta</math> is the beach slope and <math>T</math> is the wave period.
 +
The horizontal wave incursion is approximately given by <math> R / \tan \beta</math>.
  
<math>R = H \xi  ,</math>
+
Many other empirical formulas have been proposed for the run-up. A popular formula for the run-up <math> R_2</math> exceeded by only 2 % of the waves has been developed by Stockdon et al. (2006<ref name=S6>Stockdon, H.F., Holman, R.A., Howd, P.A. and Sallenger, A.H. 2006. Empirical parameterization of setup, swash, and runup. Coast. Eng. 53: 573–588</ref>), based on a large dataset:
  
where <math>H</math> is the offshore wave height and <math>\xi</math> is the wave similarity parameter,
+
<math> R_2 = 1.1 \; (\eta_u + 0.5 \sqrt{S_w^2 + S_{ig}^2}  \, ) , \qquad  \xi \ge 0.3  , \qquad R_2=  0.43 \; \sqrt{HL}  , \qquad \xi 0.3  , \qquad (3) </math>
  
<math>\xi = \Large\frac{S}{\sqrt{H/L}}\normalsize = S \, T \Large\sqrt{\frac{g}{4\pi H}}\normalsize , </math>
+
where <math>\eta_u = 0.35 H \xi</math> is the wave set-up, <math>S_w=0.75 H \xi</math> is the swash uprush related to incident waves and <math>S_{ig}=0.06 \sqrt{HL}</math> is the additional uprush related to [[infragravity waves]]. The factor 1.1 takes into account the non-Gaussian distribution of run-up events.
  
where <math>L = g T^2/(2 \pi)</math> is the offshore wave length, <math>S</math> is the beach slope and <math>T</math> is the wave period.
+
From an inventory of run-up formulas by Gomes da Silva et al. (2020<ref>Gomes da Silva, P., Coco, G., Garnier, R. and Klein, A.H.F. 2020. On the prediction of runup, setup and swash on beaches. Earth-Science Reviews 204, 103148</ref>), it appears that for steep beaches (<math>\tan \beta > 0.1</math>) the run-up increases with increasing beach slope (approximately linear dependance<ref name=NH>Nielsen, P. and Hanslow, D.J. 1991. Wave runup distributions on natural beaches. J. Coast. Res. 7: 1139–1152</ref>), while for gently sloping dissipative beaches (<math>\tan \beta < 0.1</math>) the dependence on beach slope is weak or absent<ref name=NH/><ref name=S6/>. In these latter cases, run-up is dominated by [[infragravity waves]], that yield a small run-up that increases with increasing wave height (approximately linear dependence<ref>Ruessink, B.G., Kleinhans, M.G. and Van Den Beukel, P.G.L. 1998. Observations of swash under highly dissipative conditions. J. Geophys. Res. 103: 3111–3118</ref><ref>Ruggiero, P., Holman, R. A. and Beach, R. A. 2004. Wave run-up on a high-energy dissipative beach. J. Geophys. Res. 109, C06025, doi:10.1029/2003JC002160</ref>).
The horizontal wave incursion is approximately given by <math> R / S</math>.  
 
  
 +
The general applicability of empirical formulas of run-up based on simple parametric representations of beach and shoreface is limited due to the influence of the more detailed characteristics of the local shoreface bathymetry. This is similar to the limited applicability of empirical formulas for the wave set-up, which is a substantial component of the run-up. Accurate estimates of the wave run-up require in-situ observations or detailed numerical models.
  
For more precise estimates of wave run-up see:
 
  
 +
==Related articles==
 
: [[Swash zone dynamics]]
 
: [[Swash zone dynamics]]
 +
: [[Wave set-up]]
 +
: [[Swash]]
 
: [[Tsunami]]
 
: [[Tsunami]]
  

Latest revision as of 20:09, 16 April 2021

Definition of Wave run-up:
Wave run-up is the maximum onshore elevation reached by waves, relative to the shoreline position in the absence of waves.
This is the common definition for Wave run-up, other definitions can be discussed in the article


Notes

Fig. 1. Definition sketch wave set-down, wave set-up and wave run-up.

Wave run-up is the sum of wave set-up and swash uprush (see Swash zone dynamics) and must be added to the water level reached as a result of tides and wind set-up (Fig. 1). Wave run-up on a beach is generally due to so-called swash bores: the uprush of waves after final collapse on the beach. Wave run-up is an important parameter for assessing the safety of sea dikes or coastal settlements.

By waves is meant: waves generated by wind (locally or on the ocean) or waves generated by incidental disturbances of the sea surface such as tsunamis, seiches or ship waves. Wave run-up is often indicated with the symbol [math] R [/math].

For waves collapsing on the beach, a first order-of-magnitude estimate is given by the empirical formula of Hunt (1959) [1][2][3],

[math]R \sim \eta_u + H \xi , [/math]

where [math]\eta_u \sim 0.2 H[/math] is the wave set-up, [math]H[/math] is the offshore significant wave height and [math]\xi[/math] is the surf similarity parameter,

[math]\xi = \Large\frac{\tan \beta}{\sqrt{H/L}}\normalsize = T \tan \beta \Large\sqrt{\frac{g}{2\pi H}}\normalsize , \qquad (2)[/math]

where [math]L = g T^2/(2 \pi)[/math] is the offshore wave length, [math]\beta[/math] is the beach slope and [math]T[/math] is the wave period. The horizontal wave incursion is approximately given by [math] R / \tan \beta[/math].

Many other empirical formulas have been proposed for the run-up. A popular formula for the run-up [math] R_2[/math] exceeded by only 2 % of the waves has been developed by Stockdon et al. (2006[4]), based on a large dataset:

[math] R_2 = 1.1 \; (\eta_u + 0.5 \sqrt{S_w^2 + S_{ig}^2} \, ) , \qquad \xi \ge 0.3 , \qquad R_2= 0.43 \; \sqrt{HL} , \qquad \xi \lt 0.3 , \qquad (3) [/math]

where [math]\eta_u = 0.35 H \xi[/math] is the wave set-up, [math]S_w=0.75 H \xi[/math] is the swash uprush related to incident waves and [math]S_{ig}=0.06 \sqrt{HL}[/math] is the additional uprush related to infragravity waves. The factor 1.1 takes into account the non-Gaussian distribution of run-up events.

From an inventory of run-up formulas by Gomes da Silva et al. (2020[5]), it appears that for steep beaches ([math]\tan \beta \gt 0.1[/math]) the run-up increases with increasing beach slope (approximately linear dependance[6]), while for gently sloping dissipative beaches ([math]\tan \beta \lt 0.1[/math]) the dependence on beach slope is weak or absent[6][4]. In these latter cases, run-up is dominated by infragravity waves, that yield a small run-up that increases with increasing wave height (approximately linear dependence[7][8]).

The general applicability of empirical formulas of run-up based on simple parametric representations of beach and shoreface is limited due to the influence of the more detailed characteristics of the local shoreface bathymetry. This is similar to the limited applicability of empirical formulas for the wave set-up, which is a substantial component of the run-up. Accurate estimates of the wave run-up require in-situ observations or detailed numerical models.


Related articles

Swash zone dynamics
Wave set-up
Swash
Tsunami


References

  1. Hunt, I.A. 1959. Design of seawalls and breakwaters. J. Waterw. Harbors Division ASCE 85: 123–152
  2. Holman, R.A. and Sallenger, A.H. 1985. Setup and swash on a natural beach. J. Geophys. Res. 90: 945–953
  3. Atkinson, A.L., Power, H.E., Moura, T., Hammond, T., Callaghan, D.P. and Baldock, T.E. 2017. Assessment of runup predictions by empirical models on non-truncated beaches on the south-east Australian coast. Coast. Eng. 119: 15–31
  4. 4.0 4.1 Stockdon, H.F., Holman, R.A., Howd, P.A. and Sallenger, A.H. 2006. Empirical parameterization of setup, swash, and runup. Coast. Eng. 53: 573–588
  5. Gomes da Silva, P., Coco, G., Garnier, R. and Klein, A.H.F. 2020. On the prediction of runup, setup and swash on beaches. Earth-Science Reviews 204, 103148
  6. 6.0 6.1 Nielsen, P. and Hanslow, D.J. 1991. Wave runup distributions on natural beaches. J. Coast. Res. 7: 1139–1152
  7. Ruessink, B.G., Kleinhans, M.G. and Van Den Beukel, P.G.L. 1998. Observations of swash under highly dissipative conditions. J. Geophys. Res. 103: 3111–3118
  8. Ruggiero, P., Holman, R. A. and Beach, R. A. 2004. Wave run-up on a high-energy dissipative beach. J. Geophys. Res. 109, C06025, doi:10.1029/2003JC002160