Floating breakwaters

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Job DronkersSee the discussion page

Use of floating breakwaters

Figure 1 Example of floating box-breakwater (Fezzano,SP-Italy; courtesy of INGEMAR srl)

Floating breakwaters provide a relatively cheap solution to protect an area from wave attack, compared to conventional fixed breakwaters. It can be effective in coastal areas with mild wave environment conditions. Therefore, they are used for protecting small craft harbours or marinas or, less frequently, the shoreline, aiming at erosion control. Some of the conditions that favour floating breakwaters are:

1. Poor foundation: Floating breakwaters might be a proper solution where poor foundations possibilities prohibit the application of bottom supported breakwaters.
2. Deep water: In water depths in excess of 6 m, bottom connected breakwaters are often more expensive than floating breakwaters.
3. Water quality: Floating breakwaters present a minimum interference with water circulation and fish migration.
4. Ice problems: Floating breakwaters can be removed and towed to protected areas if ice formation is a problem. They may be suitable for areas where summer anchorage or moorage is required.
5. Visual impact: Floating breakwaters have a low profile and present a minimum intrusion on the horizon, particularly for areas with high tide ranges.
6. Breakwater layout: Floating breakwaters can usually be rearranged into a new layout with minimum effort.

Types of floating breakwaters

Floating breakwaters are commonly divided into four general categories:

1. Box
2. Pontoon
3. Mat
4. Tethered float.

For each category, some types of floating breakwaters are shown in Figures 1 - 5. The first three types have been more widely investigated by means of physical models and prototype experience than the last one.

Floating breakwaters often consist of several interconnected modules. Connections are either flexible, allowing preferably only the roll along the breakwater axis, or pre- or post-tensioned, to make them act as a single unit. In the latter case the efficiency is higher, but the forces between modules are higher. The modular assemblage and the mooring system are primary points of concern for this kind of structures.

The performance of a floating breakwater depends on the strongly non-linear interaction of the incident wave (that may partially overtop the module and is in general short-crested and oblique) with the structure dynamics. The forces induced by the mooring system and the connections between the modules complicate the interactions. Accurate design is necessarily based on the combination of numerical and physical models.

Large breakwaters are frequently built with used barges, ballasted to the desired draft with sand or rock.

Floating breakwaters are most effective for wave damping when their width [math]W[/math] is of order of half the wavelength [math]L[/math].

The natural period of oscillation of a floating breakwater is of the order of [math]\; T \sim 2 \, \pi \, \sqrt{\large\frac{M}{\rho g A}\normalsize} \;[/math], where [math]\rho[/math] is the seawater density, [math]g[/math] the gravitational acceleration, [math]A[/math] the horizontal section of the breakwater, and [math]M[/math] the mass. This period should be much longer than the wave period to avoid resonance. These requirements imply that floating breakwaters are not suited in areas with long-period high waves.

Effectiveness

Box breakwaters

Box type breakwaters are used most frequently (see figures 1 and 2). Most box-type breakwaters have been constructed of reinforced concrete modules. Reinforced concrete modules are either empty inside or, more frequently, have a core of light material (e.g. polystyrene). In the former case the risk of sinking of the structure is not negligible. The width and depth (draft) are usually limited to a few meters.

Figure 2 Box breakwaters.

Pontoon breakwaters

Pontoon types are effective since the overall width can be of the order of half the wavelength. In this case the expected attenuation of the wave height is significant. See also Figure 3.

Figure 3 Pontoon breakwaters

Mat breakwaters

Within the mat category, the most used are made with tires. They have a low cost, they can be removed more easily, they can be constructed with unskilled labour and minimal equipment, they are subjected to lower anchor loads, they reflect less and they dissipate relatively more wave energy. However, they are less robust and suitable only in mild wave climates.

Figure 4 Mat breakwaters

Tethered float breakwaters

Tethered float types are not much used. Two schemes are shown in figure 5.

Figure 5 Tethered float breakwaters

Wave transmission

Many laboratory experiments have been performed to establish empirical formulas for the wave transmission of floating breakwaters, especially for the box-type breakwaters. The parameters considered in these experiments are the width [math]W[/math] (along the wave propagation direction), the draft [math]D[/math], the incident wave height [math]H_i[/math] (most experiments considered regular waves), the wavelength [math]L[/math] and the depth [math]h[/math]. The dependence of the wave transmission coefficient [math]C_t=H_t/H_i[/math] (where [math]H_t[/math] is the transmitted wave height) on these various parameters shows a fairly large spread between the different experiments. However, in a qualitative sense, the dependency is similar: the transmission coefficient decreases for increasing values of [math]W[/math], [math]D[/math] and [math]H_i[/math] and increases for increasing values of [math]L[/math] and [math]h[/math]. The transmission coefficient is most sensitive to the ratio [math]W/L[/math].

Application

Floating breakwaters can provide suitable protection measures for small boat harbor at some locations. However, they must be properly designed for the site conditions with an understanding of their limitations.

Appendix

Fig. A1. Balance of vertical forces on a buoyant body in a wave field .

The vertical motion [math]\zeta(t)[/math] of a buoyant body at [math]x=0[/math] in a regular wave field [math]\eta(x,t)=a \cos(kx-\omega t)[/math] is described by the heave equation (Archimedes' law, see Fig. A1):

[math]M \, \Large\frac{\partial^2 \zeta}{\partial t^2}\normalsize = - \rho g \, A \, D + A \, p(z,t) - dissipation - fluid \; inertia, \quad z = -D + \zeta(t) . \qquad (A1)[/math]

Meaning of the symbols: [math]M=[/math] body mass, [math]A=[/math] horizontal body section area, [math]D=[/math] body draft, [math]p=[/math] pressure, [math]h=[/math] water depth, [math]a=[/math] wave amplitude, [math]\omega=[/math] radial wave frequency, [math]k=[/math] wave number, [math]\rho=[/math] seawater density, [math]g=[/math] gravitational acceleration. The moving body generates waves and accelerates the surrounding fluid. The dissipation term corresponds mainly to momentum dissipation through outward radiation of the waves generated by the moving body. It is parameterized as a force opposing the vertical velocity of the body relative to the fluid surface

[math]\; dissipation = b \, A \,\Large\frac{\rho g}{\omega}\frac{\partial (\zeta - \eta)}{\partial t}\normalsize , [/math]

where [math]b[/math] is a kind of dimensionless friction coefficient. Other body motions (e.g. pitch, roll, sway) are ignored.

According to linear wave theory (see Shallow-water wave theory), the pression is given by

[math]p(-D+\zeta,t) = \rho g \, D - \rho g \, \zeta + \rho g \, K_p(-D+\zeta) \, \eta(t) , \qquad (A2)[/math]

where [math]K_p(-D+\zeta) \approx K_p(-D) = \Large\frac{\cosh(k(h-D))}{\cosh(kh)}\normalsize . [/math]

Energy dissipation dampens the free oscillations of the buoyant body and causes a phase shift [math]\phi[/math] with respect to the wave motion. Assuming waves of small amplitude, small dissipation and neglecting the influence of inertia of the surrounding fluid, the vertical motion of the body will have the form

[math]\zeta(t) \approx \zeta_0 \, K_p(-D) \, \cos(\omega t - \phi). \qquad (A3)[/math]

Substitution in Eqs. (A1) and (A2) gives

[math]\zeta_0 \approx a \, \sqrt{\Large\frac{1+b^2}{(1-m)^2+b^2}\normalsize} , \quad m = \Large\frac{M \omega^2}{\rho g A}\normalsize = \Large\frac{D \omega^2}{g}\normalsize . \qquad (A4)[/math]

The phase shift [math]\phi[/math] is given by

[math]\tan \phi = \Large\frac{bm}{1-m+b^2}\normalsize. [/math]

See also

Articles about breakwaters in general:

• Application of breakwaters
• Port breakwaters and coastal erosion

Articles about detached breakwaters:

• Detached shore parallel breakwaters
• Detached breakwaters
• Applicability of detached breakwaters

Articles about shore or coastal protection:

• Dealing with coastal erosion
• Hard coastal protection structures
• Shoreline management

Other sources

• Allyn N., E. Watchorn, W. Jamieson and Y. Gang, 2001. Port of Brownsville Floating Breakwater, Proc. Ports Conference.
• Briggs M, Y. Ye, Z. Demirbilek and J. Zhang, Field and numerical comparisons of the RIBS floating breakwater, J. of Hydraulic Research, 40(3), 289-301.
• Gesrah M.R. 2006. Analysis of 5 shaped floating breakwater in oblique waves: I. Impervious rigid wave boards. Applied Ocean Research, 28(5) 327–338.
• Isaacson M and O.U. Nwogu, 1987. Wave loads and motions of long structures in directional seas, J Offshore Mech Arct Eng 109, 126–132.
• Isaacson M. (1993): Wave effects of floating breakwaters, Proc. of the 1993 Canadian Coastal Conference, May 4-7, Vancouver, British Columbia, 53-66.
• Isaacson M. and S. Sinha, 1986. Directional wave effects on large offshore structures, J. of Waterway, Port, Coastal and Ocean Engineering, 112(4), 482-497.
• Martinelli L., Zanuttigh B., Ruol P., 2007. Effect of layout on floating breakwater performance: results of wave basin experiments . Proc. Coastal Structures '07, Venice.
• PIANC. Floating breakwaters - a practical guide for design and construction PTC2 report of WG 13 – 1994
• Richey E.P. (1982): Floating Breakwater Field experience, West Coast. Report MR 82-5, U.S. Army, Corps of Engineers, Coastal Engineering Research Center; Springfield, Va, 64 pp.
• Ruol P. and Martinelli L., 2007. Wave flume investigation on different mooring systems for floating breakwaters. Proc. Coastal Structure '07, Venice.
• Sannasiraj S.A., V. Sundar and R. Sundaravadivelu, 1998. Mooring forces and motion responses of pontoon-type floating breakwaters, Ocean Eng., 25 (1), 27-48.
• Silander, J. 1999 Floating Breakwater and Environment.
• Tsinker G., 1994. Marine structure engineering: specialized application, Chapman & Hall, International Thomson Publishing Inc.
• Van der Meer J.W., R. Briganti, B. Zanuttigh and B. Wang, 2005. Wave transmission and reflection at low-crested structures: Design formulae, oblique wave attack and spectral change, Coastal Eng., 52(10-11), 915-929.
• Yamamoto T., 1981. Moored floating breakwater response to regular and irregular waves. Applied Ocean Research 3, 27–36.

The main author of this article is Piero Ruol Please note that others may also have edited the contents of this article. Citation: Piero Ruol (2023): Floating breakwaters. Available from http://www.coastalwiki.org/wiki/Floating_breakwaters [accessed on 25-11-2024] For other articles by this author see Category:Articles by Piero Ruol For an overview of contributions by this author see Special:Contributions/Piero.ruol