# An Efficient Analytical Method for Vibration Analysis of a Beam on Elastic Foundation with Elastically Restrained Ends

Authors: Mustafa Özgür Yayli; Murat Aras; Süleyman Aksoy
Journal: Shock and Vibration
 (2014)

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## Abstract

An efficient analytical method for vibration analysis of a Euler-Bernoulli beam on elastic foundation with elastically restrained ends has been reported. A Fourier sine series with Stoke’s transformation is used to obtain the vibration response. The general frequency determinant is developed on the basis of the analytical solution of the governing differential equation for all potential solution cases with rigid or restrained boundary conditions. Numerical analyses are performed to investigate the effects of various parameters, such as the springs at the boundaries to examine how the elastic foundation parameters affect the vibration frequencies.


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## Body

## 1. Introduction

Beams resting on elastic foundations have wide application in engineering practice. The vibration analysis of beams is investigated using various elastic foundation models, such as, Vlasov, Pasternak, and Winkler models. A number of studies have been performed to predict the dynamic response of beams on elastic foundations with different boundary conditions.Numerous works have been performed to explore the static deflection and vibration response of the beams resting on various elastic foundations. Chun [1] has investigated free vibration of hinged beam. Maurizi et al. [2] have considered the vibration frequencies for a beam with different boundary conditions. Vibration of beams on partial elastic foundations has been studied by Doyle and Pavlovic [3]. Laura et al. [4] have investigated beams which carry concentrated masses subject to an axial force. Abbas [5] has investigated vibration of Timoshenko beams with elastically restrained ends. Free vibration and stability behavior of uniform beams and columns with nonlinear elastic end rotational restraints has been considered by Rao and Naidu [6]. Free vibration behaviour of an Euler-Bernoulli beam resting on a variable Winkler foundation has been considered by Kacar et al. [7]. Civalek [8] has implemented differential quadrature and harmonic differential quadrature methods for buckling analysis of thin isotropic plates and elastic columns. H. K. Kim and M. S. Kim [9] have considered vibration of beams with generally restrained boundary conditions. A number of studies have been reported investigating the free vibration of beams on elastic foundation [10–25].Although vibration analysis of beams on elastic foundation is a widely studied topic, there are only few papers that exist in the literature pertaining to the analysis of beams with elastically restrained ends. In this study, an efficient method is introduced for the analysis of the free vibration behavior of Euler-Bernoulli beams on an elastic foundation with elastic restraints. A Fourier sine series together with Stokes' transformation is used to evaluate the free vibration frequencies. The general frequency determinant is constructed by applying Stokes' transformation to the boundary conditions. Free vibration analyses of elastically supported beam on an elastic foundation are carried out and comparisons are made between with and without elastic foundation.


## 2. Application of Stokes’ Transformation

Beam on elastic foundation with elastically restrained ends is depicted in Figure1. Based on the Euler-Bernoulli beam theory, the equation of motion for a beam resting on a Winkler-type elastic foundation is given by
(1)ρA∂2v(x,t)∂t2+EI∂4v(x,t)∂x4+kwv(x,t)=0,
where EI is the flexural rigidity, ρ is the mass density, A is the cross-sectional area of the beam, and kw is the stiffness of the foundation per unit length. Assuming harmonic vibration, the lateral displacement function v(x,t) can be written in the form
(2)v(x,t)=ψ(x)cos⁡(ωt),
where ψ(x) is the modal displacement function and ω is the natural frequency. The function ψ(x) is described herein in three separate forms as follows:
(3)ψ(x)={φ0x=0φLx=L∑m=1∞‍Amsin(mπxL)0<x<L}.
The derivatives of ψ(x) are based on Stokes’ transformation:
(4)dψ(x)dx=φL-φ0L+∑m=1∞‍cos⁡(αmx)(2((-1)mφL-φ0)L+αmAm),(5)d2ψ(x)dx2=-∑m=1∞‍αmsin(αmx)(2((-1)mφL-φ0)L+αmAm),(6)d3ψ(x)dx3=φL′′-φ0′′L+∑m=1∞‍cos⁡(αmx)(2((-1)mφL′′-φ0′′)Liiiiiiiiiiiiiiiiiiiiiiiiiiiiii-αm2(2((-1)mφL-φ0)Liiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii2((-1)mφL′′-φ0′′)L+αmAm2(φL-φ0)L)),(7)d4ψ(x)dx4=-∑m=1∞‍αmsin(αmx)×(2((-1)mφL′′-φ0′′)Liii2((-1)mφL′′-φ0′′)L-αm2(2((-1)mφL-φ0)L+αmAm)),
where
(8)αm=mπL
and lateral displacement function can be written as a sum of Fourier components; (3) and (7) are substituted into (1) to result in
(9)-sin(xαm)(φL′′-φ0′′LAm(Aρω2-EIαm4-kw)ii+2EIαm(φL′′-φ0′′αm2(φ0-(-1)mφL)i2E+Iαmii+(-1)mφL′′-φ0′′))=0.
By using above equation, the Fourier coefficient Am can be written as follows:
(10)Am=2EIαm(αm2(φ0-(-1)mφL)+(-1)mφL′′-φ0′′)L(-Aρω2+EIαm4+kw)
and lateral displacement function can be written as a sum of Fourier components:
(11)v(x,t)=∑m=1∞‍2EIαm(αm2(φ0-(-1)mφL)+(-1)mφL′′-φ0′′)L(-Aρω2+EIαm4+kw)×sin(mπxL)cos⁡(ωt).
When the stiffness of the foundation per unit length (kw) is taken as zero, the above equation turns to be useful for a beam without elastic foundation [9].Figure 1
The beam on elastic foundation with elastically restrained ends.


## 3. The General Frequency Determinant for Different Boundary Conditions

The beam on elastic foundation is assumed to be elastically restrained by means of translational and rotational springs (see Figure1). Then the boundary conditions are
(12)S0φ0=-EId3v(x,t)dx3,x=0,SLφL=EId3v(x,t)dx3,x=L,Ω0dvdx=EId2v(x,t)dx2,x=0,ΩLdvdx=-EId2v(x,t)dx2,x=L,
where S0,SL are translational spring constants and Ω0,ΩL are rotational springs constants. The substitution of (4) and (6) into the above boundary conditions leads to four homogeneous equations
(13)(-S¯0-∑m=1∞‍2m2π2(-δ+λ4)-m4-δ+λ4)φ0L2+(∑m=1∞‍2m2(-1)mπ2(-δ+λ4)-m4-δ+λ4)φLL2+(1+∑m=1∞‍2(-δ+λ4)-m4-δ+λ4)φ0′′-(1+∑m=1∞‍2(-1)m(-δ+λ4)-m4-δ+λ4)φL′′=0,(∑m=1∞‍2m2(-1)mπ2(-δ+λ4)-m4-δ+λ4)φ0L2-(S¯L+∑m=1∞‍2m2π2(-δ+λ4)-m4-δ+λ4)φLL2-(1+∑m=1∞‍2(-1)m(-δ+λ4)-m4-δ+λ4)φ0′′+(1+∑m=1∞‍2(-δ+λ4)-m4-δ+λ4)φL′′=0,-(Ω¯0+2Ω¯0∑m=1∞‍(-δ+λ4)-m4-δ+λ4)φ0L2+(Ω¯0+2Ω¯0∑m=1∞‍(-1)m(-δ+λ4)-m4-δ+λ4)φLL2+(-1+2Ω¯0∑m=1∞‍m2π2(-m4-δ+λ4))φ0′′+(-2Ω¯0∑m=1∞‍m2(-1)mπ2(-m4-δ+λ4))φL′′=0,(Ω¯L+2Ω¯L∑m=1∞‍(-1)m(-δ+λ4)-m4-δ+λ4)φ0L2-(Ω¯L+2Ω¯L∑m=1∞‍(-δ+λ4)-m4-δ+λ4)φLL2+(-2Ω¯L∑m=1∞‍m2(-1)mπ2(-m4-δ+λ4))φ0′′+(-1+2Ω¯L∑m=1∞‍m2π2(-m4-δ+λ4))φL′′=0,
where
(14)δ=L4kwEIπ4,λ4=ρAL4EIπ4ω2,S¯0=S0L3EI,S¯L=SLL3EI,Ω¯0=Ω0LEI,Ω¯L=ΩLLEI,
and one can obtain the following system of linear algebraic equations in matrix form to be solved for the constants (φ0/L2, φL/L2, φ0′′, φL′′):
(15)[φ11φ12φ13φ14φ21φ22φ23φ24φ31φ32φ33φ34φ41φ42φ43φ44][φ0L2φLL2φ0′′φL′′]=0.
The eigen values of the above systems of equations give the free vibration frequencies
(16)|φij|=0;(i,j=1,2,3,4),
where
(17)φ11=-S¯0-∑m=1∞‍2m2π2(-δ+λ4)-m4-δ+λ4,φ12=∑m=1∞‍2m2(-1)mπ2(-δ+λ4)-m4-δ+λ4,φ13=1+∑m=1∞‍2(-δ+λ4)-m4-δ+λ4,φ14=-1-∑m=1∞‍2(-1)m(-δ+λ4)-m4-δ+λ4,φ21=∑m=1∞‍2m2(-1)mπ2(-δ+λ4)-m4-δ+λ4,φ22=S¯L-∑m=1∞‍2m2π2(-δ+λ4)-m4-δ+λ4,φ23=-1-∑m=1∞‍2(-1)m(-δ+λ4)-m4-δ+λ4,φ24=1+∑m=1∞‍2(-δ+λ4)-m4-δ+λ4,φ31=-Ω¯0-2Ω¯0∑m=1∞‍(-δ+λ4)-m4-δ+λ4,φ32=Ω¯0+2Ω¯0∑m=1∞‍(-1)m(-δ+λ4)-m4-δ+λ4,φ33=-1+2Ω¯0∑m=1∞‍m2π2(-m4-δ+λ4),φ34=-2Ω¯0∑m=1∞‍m2(-1)mπ2(-m4-δ+λ4),φ41=Ω¯L+2Ω¯L∑m=1∞‍(-1)m(-δ+λ4)-m4-δ+λ4,φ42=-Ω¯L-2Ω¯L∑m=1∞‍(-δ+λ4)-m4-δ+λ4,φ43=-2Ω¯L∑m=1∞‍m2(-1)mπ2(-m4-δ+λ4),φ44=-1+2Ω¯L∑m=1∞‍m2π2(-m4-δ+λ4).


## 4. Numerical Results

In this section, the well-known problem of a beam on an elastic foundation is analyzed by the proposed method. To calculate the frequency parameters (λi), we solve (16). Firstly, in order to verify the accuracy of the proposed formulation, a comparison of the frequency results with the same results available from other numerical methods for the beams with classical supporting conditions is carried out. It is interesting to note that restrained boundary conditions will degenerate into the classical ones, provided that proper values are given to spring parameters in (16).


### 4.1. Validation of the Proposed Method

In this subsection, it is desired to evaluate the accuracy of the proposed method when applied to some special cases of the model. To the authors’ knowledge, the differential transform method [26, 27] has been used for vibration analysis of beam with rigid boundary conditions. As aforementioned the proposed method can be used to determine the vibration frequencies of a beam in various classical supporting conditions, as well as any desired boundary conditions. It should be noted that, by letting S¯0=∞, S¯L=∞, Ω¯0=∞, and Ω¯L=∞, (16) will automatically degenerate into the beam clamped at both ends. When the spring parameters are used to represent a cantilever beam, the frequency determinant is written in the same order by letting S¯0=∞, Ω¯0=∞, S¯L=0, and Ω¯L=0. Frequencies of a simply supported beam can be achieved by using the values S¯0=∞, S¯L=∞, Ω¯0=0, and Ω¯L=0 in (16).In the numerical verifications, the frequency parameters are calculated by the present approach using the first50 terms of the infinite series. Elastic spring parameters are taken as S¯0=S¯L=Ω¯0=Ω¯L=10000 for the beam with clamped-clamped ends and S¯0=Ω¯0=10000, S¯L=Ω¯L=0 for the cantilever beam. For convenience, the following reference parameter is introduced:
(18)K0=δπ4.
The elastic foundation parameter is taken as (K0=1/π4) in Tables 1 and 2. In the second validation analysis, a simple supported beam is considered. In Table 3, vibration frequency parameters are given for various values of the (K0) parameter (K0 = 10, 50, 100,  500, 1000, 2000).Table 1
Verification of the proposed method for a beam with clamped-clamped ends.
Mode
Clamped-clamped
S
¯
0
=
S
¯
L
=
Ω
¯
0
=
Ω
¯
L
=
10000
Reference [26]
Reference [27]
Present
λ
i
λ
i
λ
i
×
π
1
4.7324
4.7300
4.7490
2
7.8537
7.8532
7.8150
3
10.9958
10.9956
10.7992Table 2
Verification of the proposed method for a beam with clamped-free ends.
Mode
Clamped-free
S
¯
0
=
Ω
¯
0
=
10000,    S¯L=Ω¯L=0
Reference [26]
Reference [27]
Present
λ
i
λ
i
λ
i
×
π
1
1.9119
1.9119
1.9258
2
4.6965
4.6965
4.7236
3
7.8553
7.8552
7.8686Table 3
Verification of the first three frequency parameters for a simple supported beam.
K
0
Mode 1
Mode 2
Mode 3
Reference [26]
Reference [27]
Present (λ1×π)
Reference [26]
Reference [27]
Present (λ2×π)
Reference [26]
Reference [27]
Present (λ3×π)
10
3.219
3.219
3.215
6.293
6.293
6.265
9.427
9.428
9.338
50
3.484
3.484
3.480
6.333
6.333
6.305
9.439
9.440
9.351
100
3.748
3.748
3.746
6.382
6.382
6.358
9.454
9.454
9.371
500
4.944
4.944
4.943
6.736
6.736
6.716
9.571
9.571
9.489
1000
5.756
5.756
5.755
7.112
7.112
7.095
9.710
9.710
9.633
2000
6.767
6.767
6.767
7.724
7.724
7.710
9.972
9.972
9.901The most important observation from Tables1, 2, and 3 is due to the fact that all frequency parameters of the beam are calculated by using the first 50 terms of the infinite series. Improvement in accuracy can be gained by increasing the terms of infinite series. However, as seen from Tables 1, 2, and 3, the present results seem to be more acceptable.After verifying correctness of proposed method, the effects of different spring parameters on the lateral vibration of a beam are discussed. The effect of the spring parameter on the vibration responses of beam is demonstrated in Figure2. The results in Figure 2 are calculated by using (16) for the values of (δ=1,2,3,…,10). One can observe that the first three frequency parameters are increased by considering the effects of the elastic foundation parameter. There is an abrupt change in the first modes when the foundation parameter varies from 0 to 1. On the other hand, with the consideration of the elastic foundation parameter, all vibration frequencies of the beam become dependent on the spring parameters.The effects of different spring parameters on the vibration frequencies.
(a)
S
¯
0
=
10, S¯L=10, Ω¯0=105, and Ω¯L=105
(b)
S
¯
0
=
1
0
5, S¯L=10, Ω¯0=105, and  Ω¯L=10


### 4.2. Beam on Elastic Foundation with Elastically Restrained Ends

For comparison purposes, the variation in the ratio of vibration frequencies of beam with embedding elastic medium to that without embedding medium with different elastic foundation parameters is plotted for the first three modes. To compare the results of analytical analysis with no elastic foundation case, aλi/λ0 ratio is considered. The index (i) denotes the mode number and (0) denotes the case without elastic foundation.Analyses are performed to investigate the effects of elastic foundation parameter to examine how it affects the vibration frequencies of the system. The results of analysis for both cases are depicted in Figures3–6. Fixing the spring parameters (S¯0=105, S¯L=105, Ω¯0=105, and Ω¯L=105) and varying the elastic foundation parameter (δ) result in a significant change in the vibration frequencies (see Figure 3). For the case in hand, changing the elastic foundation parameter (δ) from 0 to 10 results in an increase in the first mode of about 30 percent, whereas second and third modes are not much affected from the existence of the elastic foundation parameter, as can be noted from the figure.Figure 3
Effect of elastic foundation parameter on the vibration frequencies forS¯0=105, S¯L=105, Ω¯0=105, and Ω¯L=105.Figure 4
Effect of elastic foundation parameter on the vibration frequencies forS¯0=105, S¯L=105, Ω¯0=10, and Ω¯L=10.Figure 5
Effect of elastic foundation parameter on the vibration frequencies forS¯0=105, S¯L=10, Ω¯0=105, and Ω¯L=10.Figure 6
Effect of elastic foundation parameter on the vibration frequencies forS¯0=10, S¯L=10, Ω¯0=105, and Ω¯L=105.The enhancement of the first mode is observed for the different boundary conditions as presented in Figures4 and 5. For a beam with boundary conditions S¯0=105, S¯L=105, Ω¯0=10, and Ω¯L=10, as the elastic foundation parameter (δ) changes from 0 to 10, the first frequency parameter increases by about 45, as can be noted from Figure 4. Finally, for a beam with boundary conditions S¯0=10, S¯L=10, Ω¯0=105, and Ω¯L=105, this enhancement reaches about 260 percent, as can be noted from Figure 6.The first three frequency parameters obtained from the analysis and predicted by the suggested formulas are presented as shown in Tables4 and 5. It can be seen from the tables that, by increasing the the elastic foundation parameter, the first three vibration frequencies increase. It can be noted that the first frequency increase is more than the others. As is obvious from the tables, the proposed analytical method offers acceptable results. This parametric study points out to the possibility of enhancing the frequency parameters of beams with restrained boundary conditions.Table 4
The first three frequency parameters for different boundary conditions (λ1, λ2, and λ3).
δ
S
¯
0
=
S
¯
L
=
1
0
5
, Ω¯0=Ω¯L=105
S
¯
0
=
S
¯
L
=
1
0
5, Ω¯0=Ω¯L=10
λ
1
λ
2
λ
3
λ
1
λ
2
λ
3
Reference [9]
1.51746
2.51718
3.52107
1.32704
2.25310
3.20403
1
1.58444
2.53271
3.52678
1.42308
2.27465
3.21160
2
1.64386
2.54796
3.53247
1.50286
2.29560
3.21912
3
1.69746
2.56294
3.53813
1.57165
2.31599
3.22659
4
1.74642
2.57766
3.54376
1.63243
2.33586
3.23400
5
1.79157
2.59213
3.54936
1.68709
2.35523
3.24137
6
1.83355
2.60637
3.55494
1.73690
2.37414
3.24869
7
1.87282
2.62038
3.56049
1.78276
2.39260
3.25595
8
1.90977
2.63416
3.56602
1.82534
2.41065
3.26317
9
1.94469
2.64770
3.57152
1.86512
2.42830
3.27034
10
1.97783
2.66110
3.57699
1.90252
2.44558
3.27747Table 5
The first three frequency parameters for different boundary conditions (λ1, λ2, and λ3).
δ
S
¯
0
=
S
¯
L
=
10, Ω¯0=Ω¯L=105
S
¯
0
=
1
0
5, S¯L=10, Ω¯0=105,Ω¯L=10
λ
1
λ
2
λ
3
λ
1
λ
2
λ
3
Reference  [9]
0.66997
1.09617
2.02895
0.86875
1.71112
2.68259
1
1.04696
1.25031
2.05824
1.11930
1.75897
2.69544
2
1.21809
1.36226
2.08634
1.26610
1.80321
2.70812
3
1.33764
1.45191
2.11334
1.37453
1.84441
2.72062
4
1.43170
1.52748
2.13934
1.46208
1.88303
2.73295
5
1.51019
1.59326
2.16443
1.53623
1.91940
2.74512
6
1.57806
1.65177
2.18867
1.60098
1.95382
2.75712
7
1.63816
1.70465
2.21214
1.65870
1.98651
2.76897
8
1.69228
1.75302
2.23488
1.71096
2.01766
2.78068
9
1.74166
1.79769
2.25695
1.75883
2.04743
2.79223
10
1.78717
1.83926
2.27838
1.80308
2.07596
2.80365


## 4.1. Validation of the Proposed Method

In this subsection, it is desired to evaluate the accuracy of the proposed method when applied to some special cases of the model. To the authors’ knowledge, the differential transform method [26, 27] has been used for vibration analysis of beam with rigid boundary conditions. As aforementioned the proposed method can be used to determine the vibration frequencies of a beam in various classical supporting conditions, as well as any desired boundary conditions. It should be noted that, by letting S¯0=∞, S¯L=∞, Ω¯0=∞, and Ω¯L=∞, (16) will automatically degenerate into the beam clamped at both ends. When the spring parameters are used to represent a cantilever beam, the frequency determinant is written in the same order by letting S¯0=∞, Ω¯0=∞, S¯L=0, and Ω¯L=0. Frequencies of a simply supported beam can be achieved by using the values S¯0=∞, S¯L=∞, Ω¯0=0, and Ω¯L=0 in (16).In the numerical verifications, the frequency parameters are calculated by the present approach using the first50 terms of the infinite series. Elastic spring parameters are taken as S¯0=S¯L=Ω¯0=Ω¯L=10000 for the beam with clamped-clamped ends and S¯0=Ω¯0=10000, S¯L=Ω¯L=0 for the cantilever beam. For convenience, the following reference parameter is introduced:
(18)K0=δπ4.
The elastic foundation parameter is taken as (K0=1/π4) in Tables 1 and 2. In the second validation analysis, a simple supported beam is considered. In Table 3, vibration frequency parameters are given for various values of the (K0) parameter (K0 = 10, 50, 100,  500, 1000, 2000).Table 1
Verification of the proposed method for a beam with clamped-clamped ends.
Mode
Clamped-clamped
S
¯
0
=
S
¯
L
=
Ω
¯
0
=
Ω
¯
L
=
10000
Reference [26]
Reference [27]
Present
λ
i
λ
i
λ
i
×
π
1
4.7324
4.7300
4.7490
2
7.8537
7.8532
7.8150
3
10.9958
10.9956
10.7992Table 2
Verification of the proposed method for a beam with clamped-free ends.
Mode
Clamped-free
S
¯
0
=
Ω
¯
0
=
10000,    S¯L=Ω¯L=0
Reference [26]
Reference [27]
Present
λ
i
λ
i
λ
i
×
π
1
1.9119
1.9119
1.9258
2
4.6965
4.6965
4.7236
3
7.8553
7.8552
7.8686Table 3
Verification of the first three frequency parameters for a simple supported beam.
K
0
Mode 1
Mode 2
Mode 3
Reference [26]
Reference [27]
Present (λ1×π)
Reference [26]
Reference [27]
Present (λ2×π)
Reference [26]
Reference [27]
Present (λ3×π)
10
3.219
3.219
3.215
6.293
6.293
6.265
9.427
9.428
9.338
50
3.484
3.484
3.480
6.333
6.333
6.305
9.439
9.440
9.351
100
3.748
3.748
3.746
6.382
6.382
6.358
9.454
9.454
9.371
500
4.944
4.944
4.943
6.736
6.736
6.716
9.571
9.571
9.489
1000
5.756
5.756
5.755
7.112
7.112
7.095
9.710
9.710
9.633
2000
6.767
6.767
6.767
7.724
7.724
7.710
9.972
9.972
9.901The most important observation from Tables1, 2, and 3 is due to the fact that all frequency parameters of the beam are calculated by using the first 50 terms of the infinite series. Improvement in accuracy can be gained by increasing the terms of infinite series. However, as seen from Tables 1, 2, and 3, the present results seem to be more acceptable.After verifying correctness of proposed method, the effects of different spring parameters on the lateral vibration of a beam are discussed. The effect of the spring parameter on the vibration responses of beam is demonstrated in Figure2. The results in Figure 2 are calculated by using (16) for the values of (δ=1,2,3,…,10). One can observe that the first three frequency parameters are increased by considering the effects of the elastic foundation parameter. There is an abrupt change in the first modes when the foundation parameter varies from 0 to 1. On the other hand, with the consideration of the elastic foundation parameter, all vibration frequencies of the beam become dependent on the spring parameters.The effects of different spring parameters on the vibration frequencies.
(a)
S
¯
0
=
10, S¯L=10, Ω¯0=105, and Ω¯L=105
(b)
S
¯
0
=
1
0
5, S¯L=10, Ω¯0=105, and  Ω¯L=10


## 4.2. Beam on Elastic Foundation with Elastically Restrained Ends

For comparison purposes, the variation in the ratio of vibration frequencies of beam with embedding elastic medium to that without embedding medium with different elastic foundation parameters is plotted for the first three modes. To compare the results of analytical analysis with no elastic foundation case, aλi/λ0 ratio is considered. The index (i) denotes the mode number and (0) denotes the case without elastic foundation.Analyses are performed to investigate the effects of elastic foundation parameter to examine how it affects the vibration frequencies of the system. The results of analysis for both cases are depicted in Figures3–6. Fixing the spring parameters (S¯0=105, S¯L=105, Ω¯0=105, and Ω¯L=105) and varying the elastic foundation parameter (δ) result in a significant change in the vibration frequencies (see Figure 3). For the case in hand, changing the elastic foundation parameter (δ) from 0 to 10 results in an increase in the first mode of about 30 percent, whereas second and third modes are not much affected from the existence of the elastic foundation parameter, as can be noted from the figure.Figure 3
Effect of elastic foundation parameter on the vibration frequencies forS¯0=105, S¯L=105, Ω¯0=105, and Ω¯L=105.Figure 4
Effect of elastic foundation parameter on the vibration frequencies forS¯0=105, S¯L=105, Ω¯0=10, and Ω¯L=10.Figure 5
Effect of elastic foundation parameter on the vibration frequencies forS¯0=105, S¯L=10, Ω¯0=105, and Ω¯L=10.Figure 6
Effect of elastic foundation parameter on the vibration frequencies forS¯0=10, S¯L=10, Ω¯0=105, and Ω¯L=105.The enhancement of the first mode is observed for the different boundary conditions as presented in Figures4 and 5. For a beam with boundary conditions S¯0=105, S¯L=105, Ω¯0=10, and Ω¯L=10, as the elastic foundation parameter (δ) changes from 0 to 10, the first frequency parameter increases by about 45, as can be noted from Figure 4. Finally, for a beam with boundary conditions S¯0=10, S¯L=10, Ω¯0=105, and Ω¯L=105, this enhancement reaches about 260 percent, as can be noted from Figure 6.The first three frequency parameters obtained from the analysis and predicted by the suggested formulas are presented as shown in Tables4 and 5. It can be seen from the tables that, by increasing the the elastic foundation parameter, the first three vibration frequencies increase. It can be noted that the first frequency increase is more than the others. As is obvious from the tables, the proposed analytical method offers acceptable results. This parametric study points out to the possibility of enhancing the frequency parameters of beams with restrained boundary conditions.Table 4
The first three frequency parameters for different boundary conditions (λ1, λ2, and λ3).
δ
S
¯
0
=
S
¯
L
=
1
0
5
, Ω¯0=Ω¯L=105
S
¯
0
=
S
¯
L
=
1
0
5, Ω¯0=Ω¯L=10
λ
1
λ
2
λ
3
λ
1
λ
2
λ
3
Reference [9]
1.51746
2.51718
3.52107
1.32704
2.25310
3.20403
1
1.58444
2.53271
3.52678
1.42308
2.27465
3.21160
2
1.64386
2.54796
3.53247
1.50286
2.29560
3.21912
3
1.69746
2.56294
3.53813
1.57165
2.31599
3.22659
4
1.74642
2.57766
3.54376
1.63243
2.33586
3.23400
5
1.79157
2.59213
3.54936
1.68709
2.35523
3.24137
6
1.83355
2.60637
3.55494
1.73690
2.37414
3.24869
7
1.87282
2.62038
3.56049
1.78276
2.39260
3.25595
8
1.90977
2.63416
3.56602
1.82534
2.41065
3.26317
9
1.94469
2.64770
3.57152
1.86512
2.42830
3.27034
10
1.97783
2.66110
3.57699
1.90252
2.44558
3.27747Table 5
The first three frequency parameters for different boundary conditions (λ1, λ2, and λ3).
δ
S
¯
0
=
S
¯
L
=
10, Ω¯0=Ω¯L=105
S
¯
0
=
1
0
5, S¯L=10, Ω¯0=105,Ω¯L=10
λ
1
λ
2
λ
3
λ
1
λ
2
λ
3
Reference  [9]
0.66997
1.09617
2.02895
0.86875
1.71112
2.68259
1
1.04696
1.25031
2.05824
1.11930
1.75897
2.69544
2
1.21809
1.36226
2.08634
1.26610
1.80321
2.70812
3
1.33764
1.45191
2.11334
1.37453
1.84441
2.72062
4
1.43170
1.52748
2.13934
1.46208
1.88303
2.73295
5
1.51019
1.59326
2.16443
1.53623
1.91940
2.74512
6
1.57806
1.65177
2.18867
1.60098
1.95382
2.75712
7
1.63816
1.70465
2.21214
1.65870
1.98651
2.76897
8
1.69228
1.75302
2.23488
1.71096
2.01766
2.78068
9
1.74166
1.79769
2.25695
1.75883
2.04743
2.79223
10
1.78717
1.83926
2.27838
1.80308
2.07596
2.80365


## 5. Conclusion

On the basis of Euler-Bernoulli beam theory, the free vibration response of a beam resting on a Winkler-type elastic foundation with restrained boundary conditions has been investigated. A simplified analytical method is developed, which can be used for a beam with any types of boundary conditions. The general frequency determinant is calculated by a combination of Fourier series expansion and Stokes' transformation. The influence of the elastic foundation and spring parameters on the natural frequencies is examined in some numerical examples. The results of the present analytical method demonstrate good agreement with the results of other methods.



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*Source: 159213-2014-05-14.xml*