1

ηs ' ηb %

(II-4-24)

8

1%

2

3γb

of 0.8, &s . 0.15 db. Note that, for higher breaking waves, *d*b will be greater and thus setup will be greater.

the surf zone. The setup increases linearly through the surf zone for a plane beach. For a breaker depth index

Equation II-4-24 gives setup at the still-water shoreline; to calculate maximum setup and position of the mean

shoreline, the point of intersection between the setup and beach slope must be found. This can be done by

trial and error, or, for a plane beach, estimated as

ηs

∆*x *'

tanβ &

(II-4-25)

∆*x*

ηmax ' η s %

where *∆x *is the shoreward displacement of the shoreline and &max is the setup at the mean shoreline.

calculated based on Equations II-4-21 and II-4-22 (e.g., McDougal and Hudspeth 1983, Larson and Kraus

1991). NMLONG calculates mean water level across the nearshore under the assumptions previously

discussed.

setup produced by irregular waves is somewhat different than that produced by regular waves (Equation II-4-

22) because long waves with periods of 30 sec to several minutes, called *infragravity waves*, may produce

a slowly varying mean water level. See Part II-4-5 for discussion of magnitude and generation of infragravity

waves. Figures II-4-8 and II-4-9 show irregular wave setup, nondimensionalized by *H*rmso, for plane slopes

of 1/100 and 1/30, respectively. Setup in these figures is calculated from the decay of *H*rms given by the

irregular wave application of the Dally, Dean, and Dalrymple (1985) wave decay model (see Figure II-4-4).

Nondimensional wave setup increases with decreasing deepwater wave steepness. Note that beach slope is

predicted to have a relatively small influence on setup for irregular waves.

consists of two components: superelevation of the mean water level due to wave action (setup) and fluctua-

tions about that mean (*swash*). Runup, *R*, is defined in Figure II-4-12 as a local maximum or peak in the

instantaneous water elevation, *η*, at the shoreline. The upper limit of runup is an important parameter for

determining the active portion of the beach profile.

At present, theoretical approaches for calculating runup on beaches are not viable for coastal design.

Difficulties inherent in runup prediction include nonlinear wave transformation, wave reflection, three-

dimensional effects (bathymetry, infragravity waves), porosity, roughness, permeability, and groundwater

elevation. Wave runup on structures is discussed in Chapter VI-2.

II-4-14

Surf Zone Hydrodynamics

Integrated Publishing, Inc.
6230 Stone Rd, Unit Q
Port Richey, FL 34668
Phone For Parts Inquiries: (727) 493-0744 Google + |