Boussinesq approximation (water waves)

In fluid dynamics, the Boussinesq approximation for water waves is an approximation valid for weakly non-linear and fairly long waves. The approximation is named after Joseph Boussinesq, who first derived them in response to the observation by John Scott Russell of the wave of translation (also known as solitary wave or soliton). The 1872 paper of Boussinesq introduces the equations now known as the Boussinesq equations. [This paper (Boussinesq, 1872) starts with: "Touts les ingénieurs connaissants les belles expériences de J. Scott Russell and M. Basin sur la production et la propagation des ondes solitaires" ("All engineers know the beautiful experiments of J. Scott Russell and M. Basin on the generation and propagation of solitary waves").]

The Boussinesq approximation for water waves takes into account the vertical structure of the horizontal and vertical flow velocity. This results in non-linear partial differential equations, called Boussinesq-type equations, which incorporate frequency dispersion (as opposite to the shallow water equations, which are not frequency-dispersive).

In coastal engineering, Boussinesq-type equations are frequently used in computer models for the simulation of water waves in shallow seas and harbours.
shoal on a plane beach. This example combines several effects of waves and shallow water, including refraction, diffraction, shoaling and weak non-linearity.]

Boussinesq approximation

The essential idea in the Boussinesq approximation is the elimination of the vertical coordinate from the flow equations, while retaining some of the influences of the vertical structure of the flow under water waves. This is useful because the waves propagate in the horizontal plane and have a different (not wave-like) behaviour in the vertical direction. Often, as in Boussinesq's case, the interest is primarily in the wave propagation.

This elimination of the vertical coordinate was first done by Joseph Boussinesq in 1871, to construct an approximate solution for the solitary wave (or wave of translation). Subsequently, in 1872, Boussinesq derived the equations known nowadays as the Boussinesq equations.

The steps in the Boussinesq approximation are:
*a Taylor expansion is made of the horizontal and vertical flow velocity (or velocity potential) around a certain elevation,
*this Taylor expansion is truncated to a finite number of terms,
*the conservation of mass (see continuity equation) for an incompressible flow and the zero-curl condition for an irrotational flow are used, to replace vertical partial derivatives of quantities in the Taylor expansion with horizontal partial derivatives.Thereafter, the Boussinesq approximation is applied to the remaining flow equations, in order to eliminate the dependence on the vertical coordinate.As a result, the resulting partial differential equations are in terms of functions of the horizontal coordinates (and time).

As an example, consider potential flow over a horizontal bed in the ("x,z") plane, with "x" the horizontal and "z" the vertical coordinate. The bed is located at "z = -h", where "h" is the mean water depth. A Taylor expansion is made of the velocity potential "φ(x,z,t)" around the bed level "z = -h": [Dingemans (1997), p. 477.]

: varphi, =, varphi_b, +, z, left [ frac{partial varphi}{partial z } ight] _{z=-h}, +, frac{1}{2}, z^2, left [ frac{partial^2 varphi}{partial z^2} ight] _{z=-h}, +, frac{1}{6}, z^3, left [ frac{partial^3 varphi}{partial z^3} ight] _{z=-h}, +, frac{1}{24}, z^4, left [ frac{partial^4 varphi}{partial z^4} ight] _{z=-h}, +, cdots, where "φb(x,t)" is the velocity potential at the bed. Invoking Laplace's equation for "φ", as valid for incompressible flow, gives:

:egin{align} varphi, & =, left{, varphi_b, -, frac{1}{2}, z^2, frac{partial^2 varphi_b}{partial x^2}, +, frac{1}{24}, z^4, frac{partial^4 varphi_b}{partial x^4}, +, cdots, ight}, +, left{, z, left [ frac{partial varphi}{partial z} ight] _{z=-h}, -, frac{1}{6}, z^3, frac{partial^2}{partial x^2}, left [ frac{partial varphi}{partial z} ight] _{z=-h}, +, cdots, ight} \\ & =, left{, varphi_b, -, frac{1}{2}, z^2, frac{partial^2 varphi_b}{partial x^2}, +, frac{1}{24}, z^4, frac{partial^4 varphi_b}{partial x^4}, +, cdots, ight}, end{align}

since the vertical velocity "∂φ / ∂z" is zero at the — impermeable — horizontal bed "z = -h". This series may subsequently be truncated to a finite number of terms.

Original Boussinesq equations


For water waves on an incompressible fluid and irrotational flow in the ("x,z") plane, the boundary conditions at the free surface elevation "z = η(x,t)" are: [Dingemans (1997), p. 475.]

: egin{align} frac{partial eta}{partial t}, &+, u, frac{partial eta}{partial x}, -, w, =, 0 \\ frac{partial varphi}{partial t}, &+, frac{1}{2}, left( u^2 + w^2 ight), +, g, eta, =, 0, end{align}

where::"u" is the horizontal flow velocity component: "u = ∂φ / ∂x",:"w" is the vertical flow velocity component: "w = ∂φ / ∂z",:"g" is the acceleration by gravity.

Now the Boussinesq approximation for the velocity potential "φ", as given above, is applied in these boundary conditions. Further, in the resulting equations only the linear and quadratic terms with respect to "η" and "ub" are retained (with "ub = ∂φb / ∂x" the horizontal velocity at the bed "z = -h"). The cubic and higher order terms are assumed to be negligible. Then, the following partial differential equations are obtained:;set A — Boussinesq (1872), equation (25)

:egin{align} frac{partial eta}{partial t}, & +, frac{partial}{partial x}, left [ left( h + eta ight), u_b ight] , =, frac{1}{6}, h^3, frac{partial^3 u_b}{partial x^3}, \\ frac{partial u_b}{partial t}, & +, u_b, frac{partial u_b}{partial x}, +, g, frac{partial eta}{partial x}, =, frac{1}{2}, h^2, frac{partial^3 u_b}{partial t, partial^2 x}.end{align}

This set of equations has been derived for a flat horizontal bed, "i.e." the mean depth "h" is a constant independent of position "x". When the right-hand sides of the above equations are set to zero, they reduce to the shallow water equations.

Under some additional approximations, but at the same order of accuracy, the above set A can be reduced to a single partial differential equation for the free surface elevation "η":;set B — Boussinesq (1872), equation (26)

: frac{partial^2 eta}{partial t^2}, -, g h, frac{partial^2 eta}{partial x^2}, -, g h, frac{partial^2}{partial x^2} left( frac{3}{2}, frac{eta^2}{h}, +, frac{1}{3}, h^2, frac{partial^2 eta}{partial x^2} ight), =, 0.

From the terms between brackets, the importance of nonlinearity of the equation can be expressed in terms of the Ursell number.In dimensionless quantities, using the water depth "h" and gravitational acceleration "g" for non-dimensionalization, this equation reads, after normalization: : frac{partial^2 psi}{partial au^2}, -, frac{partial^2 psi}{partial xi^2}, -, frac{partial^2}{partial xi^2} left(, frac{1}{2}, psi^2, +, frac{partial^2 psi}{partial xi^2}, ight), =, 0,


2/(gh)"as a function of relative wave number "kh".
A = Boussinesq (1872), equation (25),
B = Boussinesq (1872), equation (26),
C = full linear wave theory, see dispersion (water waves)]

Linear frequency dispersion

Water waves of different wave lengths travel with different phase speeds, a phenomenon known as frequency dispersion. For the case of infinitesimal wave amplitude, the terminology is "linear frequency dispersion". The frequency dispersion characteristics of a Boussinesq-type of equation can be used to determine the range of wave lengths, for which it is a valid approximation.

The linear frequency dispersion characteristics for the above set A of equations are:Dingemans (1997), p. 521.]

: c^2, =; g h, frac{ 1, +, frac{1}{6}, k^2 h^2 }{ 1, +, frac{1}{2}, k^2 h^2 },

*"c" the phase speed,
*"k" the wave number( "k = 2π / λ", with "λ" the wave length). The relative error in the phase speed "c" for set A, as compared with linear theory for water waves, is less than 4% for a relative wave number "kh < ½ π". So, in engineering applications, set A is valid for wavelengths "λ" larger than 4 times the water depth "h".

The linear frequency dispersion characteristics of equation B are:

: c^2, =, g h, left( 1, -, frac{1}{3}, k^2 h^2 ight).

The relative error in the phase speed for equation B is less than 4% for "kh < 2π / 7", equivalent to wave lengths "λ" longer than 7 times the water depth "h", called fairly long waves. [Dingemans (1997), p. 473 & 516.] For short waves with "k2 h2 > 3" equation B become physically meaningless, because there are no longer real-valued solutions of the phase speed. The original set of two partial differential equations (Boussinesq, 1872, equation 25, see set A above) does not have this shortcoming.

The shallow water equations have a relative error in the phase speed less than 4% for wave lengths "λ" in excess of 13 times the water depth "h".


There is an overwhelming amount of mathematical models which are referred to as Boussinesq equations. This may easily lead to confusion, since often they are loosely referenced to as "the" Boussinesq equations, while in fact a variant thereof is considered. So it is more appropriate to call them Boussinesq-type equations. Strictly speaking, "the" Boussinesq equations is the above mentioned set B, since it is used in the analysis in the remainder of his 1872 paper.

Some directions, into which the Boussinesq equations have been extended, are:
*varying bathymetry,
*improved frequency dispersion,
*improved non-linear behavior,
*making a Taylor expansion around different vertical elevations,
*dividing the fluid domain in layers, and applying the Boussinesq approximation in each layer separately,
*inclusion of wave breaking,
*inclusion of surface tension,
*extension to internal waves on an interface between fluid domains of different mass density,
*derivation from a variational principle.

Further approximations for one-way wave propagation

While the Boussinesq equations allow for waves traveling simultaneously in opposing directions, it is often advantageous to only consider waves traveling in one direction. Under small additional assumptions, the Boussinesq equations reduce to:
*the Korteweg–de Vries equation for wave propagation in one horizontal dimension,
*the Kadomtsev–Petviashvili equation for wave propagation in two horizontal dimensions,
*the nonlinear Schrödinger equation (NLS equation) for the complex valued amplitude of narrowband waves (slowly modulated waves).


*cite journal | author= J. Boussinesq | authorlink=Joseph Boussinesq | year= 1871 | title= Théorie de l'intumescence liquide, applelée onde solitaire ou de translation, se propageant dans un canal rectangulaire |journal= Comptes Rendus de l'Academie des Sciences | volume= 72 | pages= 755–759 | url=
*cite journal | author= J. Boussinesq | authorlink=Joseph Boussinesq | year= 1872 | title= Théorie des ondes et des remous qui se propagent le long d'un canal rectangulaire horizontal, en communiquant au liquide contenu dans ce canal des vitesses sensiblement pareilles de la surface au fond | journal= Journal de Mathématique Pures et Appliquées, Deuxième Série | volume= 17 | pages= 55–108 | url=
*cite book | author= M.W. Dingemans | year= 1997 | title=Wave propagation over uneven bottoms | series= Advanced Series on Ocean Engineering 13 | publisher= World Scientific, Singapore | url= | id= ISBN 981-02-0427-2 "See Part 2, Chapter 5".
*cite journal | author= D.H. Peregrine | authorlink=Howell Peregrine | year= 1967 | title= Long waves on a beach | journal= Journal of Fluid Mechanics | volume= 27 | issue= 4 | pages= 815–827 |url= | doi= 10.1017/S0022112067002605
*cite conference | author= D.H. Peregrine | authorlink=Howell Peregrine | year=1972 | title= Equations for water waves and the approximations behind them | booktitle= Waves on Beaches and Resulting Sediment Transport | editor= Ed. R.E. Meyer | publisher= Academic Press | pages= 95–122 | id= ISBN 0124932509


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