# Analytical Solution for the Sound Radiation Field of a Viscoelastically Supported Beam Traversed by a Moving Load

Authors: Rezgar Shakeri; Davood Younesian
Journal: Shock and Vibration
 (2014)

---

## Abstract

Sound radiation from a beam resting on a viscoelastic foundation is analytically studied when it is subjected to a moving load. The topic could cover a range of applications such as submerged floating tunnels, buried pipelines, and railway tracks. Galerkin’s method is employed to obtain the transverse vibration of the beam. Based on the Rayleigh integral approach, acoustic pressure distribution around the beam is obtained in the time domain. In the second part of this paper, corresponding displacement and acoustic pressure are obtained by the use of the Rayleigh-Ritz approach in conjunction with the Laplace transform method and by the use of the Fourier transform, respectively. Durbin’s numerical Laplace transform inversion scheme is eventually employed to obtain dynamic responses. A parametric study is then carried out and influences of the design parameters as well as the loading conditions on the acoustic pressure field are investigated.


---

## Body

## 1. Introduction

The investigation of the dynamic response of beams resting on viscoelastic foundation is a very interesting problem, with applications in various fields of engineering and technology. In particular, acoustic radiation can be found in a different array of practical applications such as submerged floating tunnels, railway tracks, and civil structures. Numerical, analytical, and experimental studies have been performed in the past decades to study the dynamic analysis of soil-structure interaction problem. Beam on elastic foundation has been studied by several authors [1–4]. Kenney [5] studied the steady-state deformation when the point load is moving with constant speed. Kargarnovin et al. [6–8] and Muscolino and Palmeri [9] investigated the response of beam on viscoelastic foundation under moving loads. Andersen et al. [10], Weitsman [11], Choros and Adams [12], and Lin and Adams [13] investigated the response of Euler-Bernoulli beams on tensionless Winkler foundations. The response of embedded railway track using the Winkler foundation model was studied by Shamalta and Metrikine [14]. Steele [15] and Chen and Huang [16, 17] investigated the response of Timoshenko beam on Winkler foundation for a variety of beam, foundation, and loading conditions. Yang and Ge [18] and Senalp et al. [19] investigated the dynamic behavior of Euler-Bernoulli beam resting on viscoelastic foundation subjected to moving load by using the mode decomposition method together with the precise time integration method (MDPIM). Vlasov and Leont’ev [20] showed that the mechanical behavior of an elastic continuum can be quite accurately simulated using springs with shear interactions between them. The tensile resistance is generated in the ground due to shear strain of the soil. Basu and Kameswara Rao [21] studied the steady-state response of an infinite beam resting on a viscoelastic foundation, modeled using springs with shear interactions and subjected to a concentrated moving load with a constant velocity. In this paper, Galerkin’s method is proposed to investigate the dynamic response of Euler-Bernoulli beam resting on viscoelastic foundation and shear stiffness of soil is considered. Acoustic radiation is examined by using appropriate 2D images of the sound field for selected foundation parameters. This paper is an invited article selected from the ISAV2012 conference proceedings.


## 2. Formulation

### 2.1. Analytical Method

Consider a simply supported uniform beam of lengthL, mass per unit length ρ
A, and bending rigidity E
I, resting on viscoelastic foundation, indicated by a bending layer coefficient k
b, a shear layer coefficient k
s, and a viscous coefficient c subjected to a moving load with constant speed v along the beam as shown in Figure 1. The equation of motion for the transverse vibration of the beam is given by [21]
(1)
E
I
∂
4
w
∂
x
4
-
k
s
∂
2
w
∂
x
2
+
k
b
w
+
c
∂
w
∂
t
+
ρ
A
∂
2
w
∂
t
2
=
-
F
0
δ
(
x
-
v
t
)
,
where w is transverse deflection of the beam and F
0 is applied moving concentrated load. The displacement of the beam is expanded using the eigenfunction of the uniform beam as [22]
(2)
W
n
(
x
)
=
2
ρ
A
L
sin
n
π
L
x
,
w
n
=
E
I
ρ
A
(
n
4
π
4
L
4
+
k
s
n
2
π
2
E
I
L
2
+
k
b
E
I
)
,
h
h
h
h
h
h
h
h
h
h
i
h
h
h
h
h
h
n
=
1,2
,
…
,
where ω
n is the natural frequency of the nth mode and W
n
(
x
) is the eigenfunction. The orthogonality condition is
(3)
∫
0
L
ρ
A
W
i
(
x
)
W
j
(
x
)
d
x
=
δ
i
j
,
where δ
i
j is Kronecker’s delta. The transverse displacement can be expanded as follows:
(4)
w
(
x
,
t
)
=
∑
n
=
1
∞
q
n
(
t
)
W
n
(
x
)
,
where q
n
(
t
) is the modal coordinate that must be determined by solving an ordinary differential equation. By direct substitution of expansion (4) into (1) and making use of the general orthogonality relation (3) between the distinct normal modes and the fact that the normal modes, W
n
(
x
), must satisfy the classical relation E
I
(
d
4
W
n
(
x
)
/
d
x
4
)
-
k
s
(
d
2
W
n
(
x
)
/
d
x
2
)
+
k
b
W
n
(
x
)
=
ρ
A
ω
n
2
W
n
(
x
), (1) can be reduced to
(5)
d
2
q
n
(
t
)
d
t
2
+
c
ρ
A
d
q
n
(
t
)
d
t
+
ω
n
2
q
n
(
t
)
=
Q
n
(
t
)
,
where Q
n
(
t
)
=
-
∫
0
L
W
n
(
x
)
F
0
δ
(
x
-
v
t
)
d
x
=
-
F
0
W
n
(
v
t
). The solution of (5) with the zero initial condition can be expressed as
(6)
q
n
(
t
)
=
∫
0
t
Q
n
(
t
-
τ
)



×
2
exp
⁡
⁡
(
-
c
τ
/
2
ρ
A
)
sinh
⁡
⁡
(
0.5
τ
(
c
/
ρ
A
)
2
-
4
ω
n
2
)
(
c
/
ρ
A
)
2
-
4
ω
n
2
d
τ
.Figure 1
Beam on foundation under moving load.


### 2.2. Rayleigh-Ritz Method

The Rayleigh-Ritz method is based on an energy or variational principle, such as those provided by the principles of virtual work or their variants, which account for the natural boundary conditions as a part of the principle. The total strain and kinetic energy and the work done by the nonconservative forces are given by [22]
(7)
U
=
1
2
∫
0
L
(
E
I
(
∂
2
w
∂
x
2
)
2
+
k
b
w
2
)
d
x
,
T
=
1
2
∫
0
L
ρ
A
(
∂
w
∂
t
)
2
d
x
,
V
=
-
∫
0
L
w
(
x
,
t
)
F
0
δ
(
x
-
v
t
)
d
x
-
∫
0
L
c
∂
w
∂
t
w
d
x
-
1
2
∫
0
L
k
s
(
∂
w
∂
x
)
2
d
x
.Substituting forU, T, and V from (7) in Hamilton’s principle, we obtain
(8)
0
=
δ
∫
0
t
(
U
-
T
-
V
)
d
t
=
∫
0
t
{
∫
0
L
[
E
I
∂
4
w
∂
x
4
+
k
b
w
+
ρ
A
∂
2
w
∂
t
2
+
c
∂
w
∂
t
-
k
s
∂
2
w
∂
x
2
+
F
0
δ
(
x
-
v
t
)
]
δ
w
d
x
}
d
t
.In the Ritz method, a dependent unknown (e.g., the displacement)w
(
x
,
t
) is approximated by a finite linear combination as the form [23]
(9)
w
(
x
,
t
)
=
∑
n
=
1
N
c
n
(
t
)
φ
n
(
x
)
+
φ
0
,
where c
n
(
t
) are time-dependent parameters to be determined for all times t
>
0 and φ
n
(
x
) are called the approximation functions. Since the specified geometric boundary condition is homogeneous, we have φ
0
=
0. The approximation functions φ
n
(
x
) must satisfy the simple support’s condition. Direct substituting of (9) into (8) and equating coefficients of δ
c
m to zero may advantageously be put in matrix form as
(10)
[
M
11
⋯
M
1
N
⋮
⋱
⋮
M
N
1
⋯
M
N
N
]
[
c
1
′
′
⋮
c
N
′
′
]
+
[
C
11
⋯
C
1
N
⋮
⋱
⋮
C
N
1
⋯
C
N
N
]
[
c
1
′
⋮
c
N
′
]
+
[
K
11
⋯
K
1
N
⋮
⋱
⋮
K
N
1
⋯
K
N
N
]
[
c
1
⋮
c
N
]
=
[
Q
1
⋮
Q
N
]
,
where
(11)
c
n
′
′
=
d
2
c
n
d
t
2
,
c
n
′
=
d
c
n
d
t
,
M
n
m
=
∫
0
L
ρ
A
φ
m
(
x
)
φ
n
(
x
)
d
x
,
C
n
m
=
∫
0
L
c
φ
m
(
x
)
φ
n
(
x
)
d
x
,
K
n
m
=
∫
0
L
(
E
I
d
4
φ
n
(
x
)
d
x
4
-
k
s
d
2
φ
n
(
x
)
d
x
2
+
k
b
φ
n
(
x
)
)
×
φ
m
(
x
)
d
x
,
Q
m
(
t
)
=
-
φ
m
(
v
t
)
.By taking Laplace transform of (10), one obtains
(12)
R
(
s
)
C
(
s
)
=
Q
(
s
)
,
where C
(
s
) is the unknown coefficients vector and Q
(
s
) is the load vector which are given as
(13)
C
(
s
)
=
[
c
¯
1
(
s
)
,
c
¯
2
(
s
)
,
…
,
c
¯
N
(
s
)
]
T
,
Q
(
s
)
=
[
-
φ
¯
1
(
s
)
,
-
φ
¯
2
(
s
)
,
…
,
-
φ
¯
N
(
s
)
]
T
.
And the coefficient matrix R
(
s
) is rewritten as
(14)
R
(
s
)
=
[
s
2
M
11
+
s
C
11
+
K
11
⋯
s
2
M
1
N
+
s
C
1
N
+
K
1
N
⋮
⋱
⋮
s
2
M
N
1
+
s
C
N
1
+
K
N
1
⋯
s
2
M
N
N
+
s
C
N
N
+
K
N
N
]
.The unknown coefficient can readily be determined from(15)
C
(
s
)
=
R
-
1
(
s
)
Q
(
s
)
.In the current work, Durbin’s approach [24] for numerical inversion of the Laplace transforms which involves the discretized form of the complex Laplace inversion formula Λ
(
t
)
=
(
1
/
2
π
j
)
∫
σ
-
j
∞
σ
+
j
∞
Λ
¯
(
s
)
e
s
t
d
s, where j
=
-
1 and σ is an arbitrary real number greater than all the real parts of the singularities of Λ
¯
(
s
) and Λ
¯
(
s
) can be w
¯
(
x
,
s
) or p
¯
(
x
,
z
,
s
) in the interval [
0,2
T
0
], shall be adopted. Accordingly, one could readily employ expansion [25]
(16)
Λ
(
t
)
=
2
exp
⁡
(
σ
t
)
T
0
×
{
-
Im
⁡
(
Λ
¯
(
σ
+
j
2
π
l
T
0
)
)
sin
(
2
π
l
T
0
t
)
]
1
2
Re
(
Λ
¯
(
σ
)
)
+
∑
l
=
1
M
[
Re
(
Λ
¯
(
σ
+
j
2
π
l
T
0
)
)
cos
⁡
⁡
(
2
π
l
T
0
t
)
-
Im
⁡
(
Λ
¯
(
σ
+
j
2
π
l
T
0
)
)
sin
(
2
π
l
T
0
t
)
]
}
,
where M is the truncation constant and the suggested value of “σ
T
0” is between 5 and 10 for sufficient accuracy [24].


### 2.3. Acoustic Radiation

The acoustic pressure radiated from a vibration beam in an infinite baffle can be obtained by evaluating the Rayleigh surface integral where each elemental area on the beam surface is regarded as a simple point source of an outgoing wave and its contribution is added with an appropriate time delay. Referring to Figure1, the acoustic pressure P
(
x
0
,
z
0
,
t
) at the observation point p with Cartesian coordinates (
x
0
,
z
0
) at time t caused by the vibration of the beam is given by [26]
(17)
P
(
x
0
,
z
0
,
t
)
=
ρ
0
2
π
∫
0
b
∫
0
L
w
.
.
(
x
,
t
-
r
c
0
)
1
r
d
x
d
y
,
where ρ
0 and c
0 are the mass density and wave velocity of the acoustic medium, respectively, w
.
.
(
x
,
t
) is the acceleration time history of the beam obtained previously, and r
=
(
x
-
x
0
)
2
+
z
0
2 is the distance between the observation point p and the point at (
x
,
0
) on the beam surface.In addition, the pressure distribution in the acoustic fluid domain can be obtained from the solution of the wave equation as follows:(18)
(
∂
2
∂
x
2
+
∂
2
∂
z
2
)
p
(
x
,
z
,
t
)
=
1
c
0
2
∂
2
p
∂
t
2
.
In frequency domain, (18) reduces to (
(
∂
2
/
∂
x
2
)
+
(
∂
2
/
∂
z
2
)
+
(
ω
2
/
c
0
2
)
)
p
(
x
,
z
,
ω
)
=
0, and referring to Figure 1, the Rayleigh integral in the frequency domain [27] is P
(
x
0
,
z
0
,
ω
)
=
(
ρ
0
/
2
π
)
∫
0
b
∫
0
L
w
.
.
(
x
,
ω
)
(
exp
⁡
⁡
(
i
k
r
)
/
r
)
d
x
d
y, where k
=
ω
/
c
0 and w
.
.
(
x
,
ω
) is the acceleration of the beam in the frequency domain. Taking Laplace transform of (18) leads to (
(
∂
2
/
∂
x
2
)
+
(
∂
2
/
∂
z
2
)
+
(
-
s
2
/
c
0
2
)
)
p
¯
(
x
,
z
,
s
)
=
0, and then, the Rayleigh integral in the Laplace domain is
(19)
P
¯
(
x
0
,
z
0
,
s
)
=
s
2
ρ
0
2
π
∫
0
b
∫
0
L
w
¯
(
x
,
s
)
exp
⁡
⁡
(
i
k
¯
r
)
r
d
x
d
y
,
where k
¯
=
j
s
/
c
0 and w
¯
(
x
,
s
)
=
∑
n
=
0
∞
q
n
(
s
)
W
n
(
x
) is the displacement of the beam in the Laplace domain where W
n
(
x
) is given by (2) and q
n
(
s
) is obtained from (5). Finally, the acoustic pressure can be calculated by (16). In the following section, the comparison between these two methods is considered.


## 2.1. Analytical Method

Consider a simply supported uniform beam of lengthL, mass per unit length ρ
A, and bending rigidity E
I, resting on viscoelastic foundation, indicated by a bending layer coefficient k
b, a shear layer coefficient k
s, and a viscous coefficient c subjected to a moving load with constant speed v along the beam as shown in Figure 1. The equation of motion for the transverse vibration of the beam is given by [21]
(1)
E
I
∂
4
w
∂
x
4
-
k
s
∂
2
w
∂
x
2
+
k
b
w
+
c
∂
w
∂
t
+
ρ
A
∂
2
w
∂
t
2
=
-
F
0
δ
(
x
-
v
t
)
,
where w is transverse deflection of the beam and F
0 is applied moving concentrated load. The displacement of the beam is expanded using the eigenfunction of the uniform beam as [22]
(2)
W
n
(
x
)
=
2
ρ
A
L
sin
n
π
L
x
,
w
n
=
E
I
ρ
A
(
n
4
π
4
L
4
+
k
s
n
2
π
2
E
I
L
2
+
k
b
E
I
)
,
h
h
h
h
h
h
h
h
h
h
i
h
h
h
h
h
h
n
=
1,2
,
…
,
where ω
n is the natural frequency of the nth mode and W
n
(
x
) is the eigenfunction. The orthogonality condition is
(3)
∫
0
L
ρ
A
W
i
(
x
)
W
j
(
x
)
d
x
=
δ
i
j
,
where δ
i
j is Kronecker’s delta. The transverse displacement can be expanded as follows:
(4)
w
(
x
,
t
)
=
∑
n
=
1
∞
q
n
(
t
)
W
n
(
x
)
,
where q
n
(
t
) is the modal coordinate that must be determined by solving an ordinary differential equation. By direct substitution of expansion (4) into (1) and making use of the general orthogonality relation (3) between the distinct normal modes and the fact that the normal modes, W
n
(
x
), must satisfy the classical relation E
I
(
d
4
W
n
(
x
)
/
d
x
4
)
-
k
s
(
d
2
W
n
(
x
)
/
d
x
2
)
+
k
b
W
n
(
x
)
=
ρ
A
ω
n
2
W
n
(
x
), (1) can be reduced to
(5)
d
2
q
n
(
t
)
d
t
2
+
c
ρ
A
d
q
n
(
t
)
d
t
+
ω
n
2
q
n
(
t
)
=
Q
n
(
t
)
,
where Q
n
(
t
)
=
-
∫
0
L
W
n
(
x
)
F
0
δ
(
x
-
v
t
)
d
x
=
-
F
0
W
n
(
v
t
). The solution of (5) with the zero initial condition can be expressed as
(6)
q
n
(
t
)
=
∫
0
t
Q
n
(
t
-
τ
)



×
2
exp
⁡
⁡
(
-
c
τ
/
2
ρ
A
)
sinh
⁡
⁡
(
0.5
τ
(
c
/
ρ
A
)
2
-
4
ω
n
2
)
(
c
/
ρ
A
)
2
-
4
ω
n
2
d
τ
.Figure 1
Beam on foundation under moving load.


## 2.2. Rayleigh-Ritz Method

The Rayleigh-Ritz method is based on an energy or variational principle, such as those provided by the principles of virtual work or their variants, which account for the natural boundary conditions as a part of the principle. The total strain and kinetic energy and the work done by the nonconservative forces are given by [22]
(7)
U
=
1
2
∫
0
L
(
E
I
(
∂
2
w
∂
x
2
)
2
+
k
b
w
2
)
d
x
,
T
=
1
2
∫
0
L
ρ
A
(
∂
w
∂
t
)
2
d
x
,
V
=
-
∫
0
L
w
(
x
,
t
)
F
0
δ
(
x
-
v
t
)
d
x
-
∫
0
L
c
∂
w
∂
t
w
d
x
-
1
2
∫
0
L
k
s
(
∂
w
∂
x
)
2
d
x
.Substituting forU, T, and V from (7) in Hamilton’s principle, we obtain
(8)
0
=
δ
∫
0
t
(
U
-
T
-
V
)
d
t
=
∫
0
t
{
∫
0
L
[
E
I
∂
4
w
∂
x
4
+
k
b
w
+
ρ
A
∂
2
w
∂
t
2
+
c
∂
w
∂
t
-
k
s
∂
2
w
∂
x
2
+
F
0
δ
(
x
-
v
t
)
]
δ
w
d
x
}
d
t
.In the Ritz method, a dependent unknown (e.g., the displacement)w
(
x
,
t
) is approximated by a finite linear combination as the form [23]
(9)
w
(
x
,
t
)
=
∑
n
=
1
N
c
n
(
t
)
φ
n
(
x
)
+
φ
0
,
where c
n
(
t
) are time-dependent parameters to be determined for all times t
>
0 and φ
n
(
x
) are called the approximation functions. Since the specified geometric boundary condition is homogeneous, we have φ
0
=
0. The approximation functions φ
n
(
x
) must satisfy the simple support’s condition. Direct substituting of (9) into (8) and equating coefficients of δ
c
m to zero may advantageously be put in matrix form as
(10)
[
M
11
⋯
M
1
N
⋮
⋱
⋮
M
N
1
⋯
M
N
N
]
[
c
1
′
′
⋮
c
N
′
′
]
+
[
C
11
⋯
C
1
N
⋮
⋱
⋮
C
N
1
⋯
C
N
N
]
[
c
1
′
⋮
c
N
′
]
+
[
K
11
⋯
K
1
N
⋮
⋱
⋮
K
N
1
⋯
K
N
N
]
[
c
1
⋮
c
N
]
=
[
Q
1
⋮
Q
N
]
,
where
(11)
c
n
′
′
=
d
2
c
n
d
t
2
,
c
n
′
=
d
c
n
d
t
,
M
n
m
=
∫
0
L
ρ
A
φ
m
(
x
)
φ
n
(
x
)
d
x
,
C
n
m
=
∫
0
L
c
φ
m
(
x
)
φ
n
(
x
)
d
x
,
K
n
m
=
∫
0
L
(
E
I
d
4
φ
n
(
x
)
d
x
4
-
k
s
d
2
φ
n
(
x
)
d
x
2
+
k
b
φ
n
(
x
)
)
×
φ
m
(
x
)
d
x
,
Q
m
(
t
)
=
-
φ
m
(
v
t
)
.By taking Laplace transform of (10), one obtains
(12)
R
(
s
)
C
(
s
)
=
Q
(
s
)
,
where C
(
s
) is the unknown coefficients vector and Q
(
s
) is the load vector which are given as
(13)
C
(
s
)
=
[
c
¯
1
(
s
)
,
c
¯
2
(
s
)
,
…
,
c
¯
N
(
s
)
]
T
,
Q
(
s
)
=
[
-
φ
¯
1
(
s
)
,
-
φ
¯
2
(
s
)
,
…
,
-
φ
¯
N
(
s
)
]
T
.
And the coefficient matrix R
(
s
) is rewritten as
(14)
R
(
s
)
=
[
s
2
M
11
+
s
C
11
+
K
11
⋯
s
2
M
1
N
+
s
C
1
N
+
K
1
N
⋮
⋱
⋮
s
2
M
N
1
+
s
C
N
1
+
K
N
1
⋯
s
2
M
N
N
+
s
C
N
N
+
K
N
N
]
.The unknown coefficient can readily be determined from(15)
C
(
s
)
=
R
-
1
(
s
)
Q
(
s
)
.In the current work, Durbin’s approach [24] for numerical inversion of the Laplace transforms which involves the discretized form of the complex Laplace inversion formula Λ
(
t
)
=
(
1
/
2
π
j
)
∫
σ
-
j
∞
σ
+
j
∞
Λ
¯
(
s
)
e
s
t
d
s, where j
=
-
1 and σ is an arbitrary real number greater than all the real parts of the singularities of Λ
¯
(
s
) and Λ
¯
(
s
) can be w
¯
(
x
,
s
) or p
¯
(
x
,
z
,
s
) in the interval [
0,2
T
0
], shall be adopted. Accordingly, one could readily employ expansion [25]
(16)
Λ
(
t
)
=
2
exp
⁡
(
σ
t
)
T
0
×
{
-
Im
⁡
(
Λ
¯
(
σ
+
j
2
π
l
T
0
)
)
sin
(
2
π
l
T
0
t
)
]
1
2
Re
(
Λ
¯
(
σ
)
)
+
∑
l
=
1
M
[
Re
(
Λ
¯
(
σ
+
j
2
π
l
T
0
)
)
cos
⁡
⁡
(
2
π
l
T
0
t
)
-
Im
⁡
(
Λ
¯
(
σ
+
j
2
π
l
T
0
)
)
sin
(
2
π
l
T
0
t
)
]
}
,
where M is the truncation constant and the suggested value of “σ
T
0” is between 5 and 10 for sufficient accuracy [24].


## 2.3. Acoustic Radiation

The acoustic pressure radiated from a vibration beam in an infinite baffle can be obtained by evaluating the Rayleigh surface integral where each elemental area on the beam surface is regarded as a simple point source of an outgoing wave and its contribution is added with an appropriate time delay. Referring to Figure1, the acoustic pressure P
(
x
0
,
z
0
,
t
) at the observation point p with Cartesian coordinates (
x
0
,
z
0
) at time t caused by the vibration of the beam is given by [26]
(17)
P
(
x
0
,
z
0
,
t
)
=
ρ
0
2
π
∫
0
b
∫
0
L
w
.
.
(
x
,
t
-
r
c
0
)
1
r
d
x
d
y
,
where ρ
0 and c
0 are the mass density and wave velocity of the acoustic medium, respectively, w
.
.
(
x
,
t
) is the acceleration time history of the beam obtained previously, and r
=
(
x
-
x
0
)
2
+
z
0
2 is the distance between the observation point p and the point at (
x
,
0
) on the beam surface.In addition, the pressure distribution in the acoustic fluid domain can be obtained from the solution of the wave equation as follows:(18)
(
∂
2
∂
x
2
+
∂
2
∂
z
2
)
p
(
x
,
z
,
t
)
=
1
c
0
2
∂
2
p
∂
t
2
.
In frequency domain, (18) reduces to (
(
∂
2
/
∂
x
2
)
+
(
∂
2
/
∂
z
2
)
+
(
ω
2
/
c
0
2
)
)
p
(
x
,
z
,
ω
)
=
0, and referring to Figure 1, the Rayleigh integral in the frequency domain [27] is P
(
x
0
,
z
0
,
ω
)
=
(
ρ
0
/
2
π
)
∫
0
b
∫
0
L
w
.
.
(
x
,
ω
)
(
exp
⁡
⁡
(
i
k
r
)
/
r
)
d
x
d
y, where k
=
ω
/
c
0 and w
.
.
(
x
,
ω
) is the acceleration of the beam in the frequency domain. Taking Laplace transform of (18) leads to (
(
∂
2
/
∂
x
2
)
+
(
∂
2
/
∂
z
2
)
+
(
-
s
2
/
c
0
2
)
)
p
¯
(
x
,
z
,
s
)
=
0, and then, the Rayleigh integral in the Laplace domain is
(19)
P
¯
(
x
0
,
z
0
,
s
)
=
s
2
ρ
0
2
π
∫
0
b
∫
0
L
w
¯
(
x
,
s
)
exp
⁡
⁡
(
i
k
¯
r
)
r
d
x
d
y
,
where k
¯
=
j
s
/
c
0 and w
¯
(
x
,
s
)
=
∑
n
=
0
∞
q
n
(
s
)
W
n
(
x
) is the displacement of the beam in the Laplace domain where W
n
(
x
) is given by (2) and q
n
(
s
) is obtained from (5). Finally, the acoustic pressure can be calculated by (16). In the following section, the comparison between these two methods is considered.


## 3. Numerical Results

A parametric study is directed in this section to investigate the effects of different parameters on the acoustic pressure field radiated from the vibrating beam series of numerical simulations that have been carried out and some of the numerical results are presented as a few samples in this section. The physical and geometrical properties of the beam and acoustic medium are listed in Table1 [8].Table 1
Properties of the UIC60 rail, foundation, load, and acoustic medium [8].
Item
Notation
Value
Young’s modulus (steel)
E
210 GPa
Mass density of beam
ρ
7850 kg/m3
Cross-sectional area
A
7.69 × 10−3 m2
Second moment of area
I
30.55 × 10−6 m4
Bending stiffness
k
b
202 MN/m2
Viscous damping
c
141 kN s/m2
Load
F
0
65 kN
Mass density of  acoustic medium (air)
ρ
0
1.2 kg/m3
Wave velocity
c
0
343 m/sFigure2 exhibits the midspan displacement of the beam with respect to the time. Because of the foundation under the beam, the vibration around the maximum deflection is zero. The maximum deflection will occur at the location of the load. Furthermore, excellent agreement of the present result and [19] for load velocity v
=
50 m/s is obtained. Figure 3 displays the comparison between the results of the analytical and Rayleigh-Ritz methods for selected load velocity v
=
55 m/s and for a beam extended 15 m in longitudinal direction. The results show a good agreement between these two methods. Taking shear layer coefficient into consideration, the maximum deflection of the beam will decrease when the shear layer coefficient is increased due to increment of natural frequencies of the beam.Figure 2
Comparison of the displacement response with [19].Figure 3
Comparison of analytical and Rayleigh-Ritz methods.Figure4 shows the acoustic pressure response at two selected points and for k
s
=
0, k
s
=
0.8
k
b when the load passes through the beam. The acoustic pressure decreases as the viscoelastic and bending stiffness and height of selected points increase. Also for k
s
=
0.8
k
b, an interesting reduction of the first radiated pressure wave from the vibrating beam is seen at t
0
=
z
0
/
c
0
=
(
0.014
&
0.058
)
sec.Figure 4
Acoustic pressure at different heights (midspan).Figure5 displays the acoustic pressure response and comparison between two methods for t
≥
r
/
c
0. The results show good agreement between two equations. Equation (17) exhibits instabilities for time interval of 0
≤
t
<
r
/
c
0; therefore, it must be calculated by numerical techniques such as standard trapezoidal rule [26]. On the other hand, robustness of (19) was seen in both of the mentioned time spans.Figure 5
Comparison between two methods for calculating acoustic radiation.Figure6 shows the series of time snapshots of acoustic pressure distribution while the moving load is passing on the beam for shear layer coefficient k
s
=
0.8
k
b, length of the beam L
=
15, bending layer coefficient k
b
=
202 MN/m2, viscous coefficient c
=
141 kN·sec/m2, and typical vehicle load (65 kN). The acoustic pressure fields around the beam show that maximum distribution pressure appears around the location of the moving load which is a result of maximum deflection of the beam.Figure 6
Acoustic pressure field (Pa) along the beam (15 m) at different positions of moving load.


## 4. Conclusion

In this paper, transient response of simply supported, Euler-Bernoulli beam resting on viscoelastic foundation subjected to a moving load is studied. Based on the Rayleigh integral and dynamic response of the beam, the acoustic pressure distribution around the beam was obtained for the first time. The time responses of the beam with and without shear stiffness effects of the soil are presented for various foundations of moving load. The effects ofk
s
=
0 and k
s
=
0.8
k
b can be easily observed from Figure 4. The most important observations are summarized as follows:(i)
the beam structural vibration is observed to radiate sound into acoustic medium. In particular, increasing the magnitude of foundation is seen to decrease the acoustic pressure;
(ii)
increasing the height of selected points decreases the acoustic pressure radiation, while the time response keeps the same trend;
(iii)
the delay of the first acoustic pressure wave radiated from the beam is easily seen;
(iv)
the contours of acoustic pressure fields around the beam show that maximum distribution pressure appears around the location of the moving load which is a result of maximum deflection of the beam.



---

*Source: 530131-2014-06-23.xml*