# Free Vibrations of an Elastically Restrained Euler Beam Resting on a Movable Winkler Foundation

Authors: Qiang Zhou; Tong Wang
Journal: Shock and Vibration
 (2019)

---

## Abstract

The traditional theory of beam on elastic foundation implies a hypothesis that the elastic foundation is static with respect to the inertia reference frame, so it may not be applicable when the foundation is movable. A general model is presented for the free vibration of a Euler beam supported on a movable Winkler foundation and with ends elastically restrained by two vertical and two rotational springs. Frequency equations and corresponding mode shapes are analytically derived and numerically solved to study the effects of the movable Winkler foundation as well as elastic restraints on beam’s natural characteristics. Results indicate that if one of the beam ends is not vertically fixed, the effect of the foundation’s movability cannot be neglected and is mainly on the first two modes. As the foundation stiffness increases, the first wave number, sometimes together with the second one, firstly decreases to zero at the critical foundation stiffness and then increases after this point.


---

## Body

## 1. Introduction

In most previous studies on transverse vibrations of beams, end supports have usually been simplified as rigid restraints such as hinged, fixed, free, or sliding, neglecting the elasticity of end supports. This assumption is certainly convenient for establishing and analyzing the beam theory, while may bring errors or mistakes in some cases. As is known to all, all structural materials possess elasticity to some extent. So, only when the stiffness of end supports is much larger than that of the beam can the assumption of rigid restraints be reasonable. However, in practice, this prerequisite usually cannot be satisfied very well, for example, a submarine pipeline laid on a soft seabed [1] and a girder bridge supported on highly flexible piers [2], for which the elasticity of end supports has to be considered. Till now, a considerable amount of research has been performed on vibration analysis of beams with elastic restraints (e.g., [3–10]), and the influence of stiffness of flexible restraints on beam vibrations has been found significant.Structural elements that can be represented as a beam supported on an elastic foundation have wide applications in numerous aspects of engineering. Weaver et al. [11] proposed a vibration model for a rigidly restrained beam resting on elastic foundations and derived its general solution. This together with other works sparked off a surge of research in this area that continues in various guises to this day (e.g., [12–18]). And, more recently, the flexibility of end supports of beams on elastic foundation has aroused universal concern of researchers [19–22] and was also found non-negligible in engineering practice. However, the elastic foundation was usually considered to be fixed with the inertia reference frame in all aforementioned studies of rigidly or elastically restrained beams supported on elastic foundations. To the best of the authors’ knowledge, there is hardly any work done for elastically restrained beams resting on movable elastic foundations, at which some structural elements in the field of engineering can be represented.We consider in this paper a Euler beam, for simplicity, supported on a movable massless Winkler foundation and with ends elastically restrained by two vertical and two rotational springs, which is one of the most common structures in building and bridge engineering. In Section 2, a general vibration model is developed for the beam. Then, the frequency equations and corresponding mode shapes of the model are analytically derived in Section 3 and can degenerate into many other classical ones. Section4 presents some numerical examples to study the effects of the movable Winkler foundation as well as elastic restraints on natural characteristics. Finally, some conclusions are summarized in Section 5.


## 2. Formulation of the Vibration Model

Let us consider a uniform straight Euler beam supported on a movable elastic foundation as shown in Figure1, where L, A, I, ρ, and E are the span, cross-sectional area, cross-sectional moment of inertia, beam density, and Young’s modulus of elasticity, respectively. Ends of the Euler beam are elastically restrained by two vertical and two rotational springs with k1 and k2 being the left- and right-end transverse (or vertical) restraint stiffness, respectively, and k3 and k4 the left- and right-end bending restraint stiffness, respectively. The movable Winkler foundation is represented as a rigid massless beam together with distributed springs with a stiffness of k and is plotted above the beam for a clear visibility. As shown in Figure 1, both ends of the rigid beam are hinged to the ones of the Euler beam. So, the Winkler foundation will move vertically and/or rotationally together with the ends of the Euler beam, while has constraint on neither the Euler beam nor the elastic supports. The coordinate system is also shown in Figure 1, where the x axis is defined as the centroidal axis of the Euler beam at its original or static position, and the left end of the beam is located at x = 0. y(x, t) denotes the absolute transverse displacement of the beam relative to the x axis.Figure 1
Elastically restrained Euler beam resting on a movable Winkler foundation.The transverse displacements as well as end forces of the Euler beam are detailed in Figure2 where the movable Winkler foundation is omitted for a clear show. The dotted line A′B′ is the beam’s original or static position, the dashed line AB is the position of the rigid beam due to the elastic supports, and the solid curved AB is the beam’s final position. y(x, t) = the absolute displacement, u(x, t) = the flexural or relative displacement, and g(x, t) = the rigid-body or carrier displacement. y(0, t) and y(L, t) are the left- and right-end transverse displacement, respectively. All displacement components are supposed to be elastic and linear, hence satisfying the superposition principle. So, y(x, t), u(x, t), and g(x, t) can all be considered to act in the same direction, i.e., the vertical direction. Q(0, t) and Q(L, t) denote the shears at two ends, and M(0, t) and M(L, t) denote the end moments. All forces act in their positive direction.Figure 2
Transverse displacements and end forces of the Euler beam (the elastic foundation is omitted for a clear show).From Figure2, one obtains(1)yx,t=ux,t+gx,t.Clearly,g(x, t) is determined by y(0, t) and y(L, t) and can be calculated by linear interpolation:(2)gx,t=1−xLy0,t+xLyL,t.According to Newton’s third law, the end shearsQ0,t and QL,t should equal the left- and right-end vertical spring loads, respectively,(3a)Q0,t=k1y0,t,(3b)QL,t=−k2yL,t,where(4a)Q0,t=∂M0,t∂x=−EI∂3u0,t∂x3,(4b)QL,t=∂ML,t∂x=−EI∂3uL,t∂x3.Here and evermore, for convenience,∂M0,t/∂x=∂Mx,t/∂xx=0, ∂ML,t/∂x=∂Mx,t/∂xx=L, and so forth.Considering equations (2), (3a), (3b), (4a), and (4b), equation (1) becomes(5)yx,t=ux,t−EIk11−xL∂3u0,t∂x3+EIxk2L∂3uL,t∂x3.Since the inertia force relates to the absolute displacement and the internal force concerns the beam’s deformation, it is easy using Newton’s second law or Hamilton principle to rewrite the classical governing equation of an Euler beam resting on Winkler foundation in dimensionless form as(6)U″″ξ,τ+κUξ,τ+ζ2Y¨ξ,τ=0,with boundary conditions given by(7a)κ1Yξ,τ+Y″′ξ,τ=0,atξ=0,(7b)κ2Yξ,τ−Y″′ξ,τ=0,atξ=1,(7c)κ3Y′ξ,τ−Y″ξ,τ=0,atξ=0,(7d)κ4Y′ξ,τ+Y″ξ,τ=0,atξ=1,where the prime “′” and the over dot “·” represent differentiation with respect to the dimensionless coordinate ξ and the dimensionless time τ, respectively, and(8a)ξ=xL,(8b)τ=tt0,(8c)Uξ,τ=ux,tL,(8d)Yξ,τ=yx,tL,(8e)ζ=Lr0,(8f)κ=kL4EI,(8g)κ1=k1L3EI,(8h)κ2=k2L3EI,(8i)κ3=k3LEI,(8j)κ4=k4LEI,where t0=ρL2/E and r0=I/A.Substituting equation (5) into (6) to eliminate U yields(9)Y″″ξ,τ+κYξ,τ−1−ξY0,τ−ξY1,τ+ζ2Y¨ξ,τ=0.Equations (9) and (7a)–(7d) are just the dimensionless free-vibration equation and corresponding boundary conditions for the elastically restrained Euler beam resting on a movable Winkler foundation.


## 3. Frequency Equations and Mode Shapes

### 3.1. Frequency Equations

Using the method of separation of variables,Yξ,τ can be decomposed into spatial function Yξ multiplied by temporal function Tτ:(10)Yξ,τ=YξTτ.Then, substituting equation (10) into (9) gives(11)Y″″ξ+κYξ−1−ξY0−ξY1Tτ+ζ2YξT¨τ=0.This can be separated into two ordinary differential equations given by(12)T¨τ+ω2Tτ=0,(13)Y″″ξ+κYξ−1−ξY0−ξY1−ζ2ω2Yξ=0,where ω is the dimensionless frequency and the corresponding dimensional one is ω/t0.Accordingly, the boundary conditions in equations (7a)–(7d) become(14a)κ1Yξ+Y″′ξ=0,atξ=0,(14b)κ2Yξ−Y″′ξ=0,atξ=1,(14c)κ3Y′ξ−Y″ξ=0,atξ=0,(14d)κ4Y′ξ+Y″ξ=0,atξ=1.From equation (12), Tτ is sinusoidal in time:(15)Tτ=b1sinωτ+b2cosωτ,where b1 and b2 are the constant coefficients.The solution ofYξ can be assumed as(16)Yξ=Cζ2ω2eλξ+κ1−eλξ−1,where C is a constant coefficient, e is Euler’s constant, and λ is the wave number.When equation (16) is substituted into (13), in order to have a nontrivial solution, the wave number λ can be solved as(17)λi=±±ζ2ω2−κ,for i=1,2,3,4. The roots are either real or imaginary depending on the frequency ω (for a given material, geometry and distributed stiffness factor k). When the frequency is greater than κ/ζ, two roots are real and the other two, imaginary. If the frequency is less than κ/ζ, four roots are all imaginary. And, a quadruple zero root is obtained when the frequency is equal to κ/ζ. We call this cutoff frequency the critical frequency ωc. Therefore, we must consider three cases when obtaining spatial solutions, i.e., ω>ωc, ω<ωc, and ω=ωc.Whenω>ωc, the spatial solution is written as(18)Yξ=∑i=14Cieλiξ+r21−eλiξ−1,where r=ωc/ω for short.Expressing the exponential function in the above equation in terms of sinusoidal and hyperbolic functions yields(19)Yξ=c1sinaξ+c2cosaξ+c3sinhaξ+c4coshaξ+r2c2+c4ξ−1−c1sina+c2cosa+c3sinha+c4coshaξ,where a=ζ2ω2−κ4 is the real wave number and c1=iC1−C2, c2=C1+C2, c3=C3−C4, c4=C3+C4 and i are the imaginary unit.Substituting equation (19) into the boundary conditions in equations (14a)–(14d) yields a system of linear algebraic equations:(20)KC=0,where C=c1,c2,c3,c4T, 0=0,0,0,0T, and the matrix K can be expanded into(21)−a3κ11−r2a3κ11−r2κ21−r2sina+a3cosaκ21−r2cosa−a3sinaκ21−r2sinha−a3coshaκ21−r2cosha−a3sinhaκ3a−r2sinaκ3r21−cosa+a2κ3a−r2sinhaκ3r21−cosha−a2aκ4cosa−a2+κ4r2sinaκ4r2−asina−a2+κ4r2cosaa2−κ4r2sinha+aκ4coshaa2−κ4r2cosha+κ4r2+asinha.The determinant of the matrixK has to be zero to avoid the trivial solution; then, the frequency equation is obtained as(22)A1+A2sina+A3cosa+A4sinha+A5cosha+A6sinasinha+A7sinacosha+A8cosasinha+A9cosacosha=0,where(23a)A1=−a4+κ1κ31−r2a4+κ2κ41−r2,(23b)A2=a3r2κ1κ3+κ2κ41−r2+2a2κ3κ4,(23c)A3=a2r2a4κ3+κ4−κ3κ4κ1+κ21−r2,(23d)A4=a3r2κ1κ3+κ2κ41−r2−2a2κ3κ4,(23e)A5=−A3,(23f)A6=2a2a4κ3κ4−κ1κ21−r22−A3,(23g)A7=aa6κ3+κ4+a4κ1+κ21−r2−2κ3κ4r2+a2r2κ2κ3+κ1κ4−κ3κ4κ1+κ21−r2−κ1κ2κ3+κ41−r22,(23h)A8=aa6κ3+κ4+a42κ3κ4r2−κ1+κ21−r2+a2r2κ2κ3+κ1κ4−κ3κ4κ1+κ21−r2+κ1κ2κ3+κ41−r22,(23i)A9=−A1−2a4κ1+κ2κ3+κ41−r2.Whenω<ωc, the spatial solution is given by(24)Yξ=c1sinaξsinhaξ+c2sinaξcoshaξ+c3cosaξsinhaξ+c4cosaξcoshaξ+r2c4ξ−1−c1sinasinha+c2sinacosha+c3cosasinha+c4cosacoshaξ,where a=κ−ζ2ω24/2 is the real wave number and c1=iC1+C2−C3−C4, c2=iC1−C2−C3+C4, c3=C1−C2+C3−C4, and c4=C1+C2+C3+C4.Similarly, substituting equation (24) into the boundary conditions in equations (14a)–(14d) and making the obtained coefficient matrix singular yields the frequency equation(25)ℬ1+ℬ2sin2a+ℬ3cos2a+ℬ4sinh2a+ℬ5cosh2a+ℬ6sinasinha+ℬ7sinacosha+ℬ8cosasinha=0,where(26a)ℬ1=−24a4−κ1κ31−r24a4−κ2κ41−r2,(26b)ℬ2=2a8κ3+κ4a6+42κ3κ4r2−κ1+κ21−r2a4+21−r2κ1+κ2κ3κ4−κ2κ3+κ1κ4r2a2−κ1κ2κ3+κ41−r22,(26c)ℬ3=16a8+8κ3+κ4r2−2κ3κ4a6+41−r2κ1κ3+κ2κ4+2κ1κ4+κ2κ3a4+1−r2κ1+κ2κ3κ4r2−2κ1κ21−r2a2+κ1κ2κ3κ41−r22,(26d)ℬ4=2a8κ3+κ4a6+4κ1+κ21−r2−2κ3κ4r2a4+21−r2κ1+κ2κ3κ4−κ2κ3+κ1κ4r2a2+κ1κ2κ3+κ41−r22,(26e)ℬ5=16a8+82κ3κ4−κ3+κ4r2a6+41−r2κ1κ3+κ2κ4+2κ1κ4+κ2κ3a4+21−r22κ1κ21−r2−κ1+κ2κ3κ4r2a2+κ1κ2κ3κ41−r22,(26f)ℬ6=−8a2r24κ3+κ4a4+κ1+κ2κ3κ41−r2,(26g)ℬ7=−8a3r24κ3κ4a2+κ1κ3+κ2κ41−r2,(26h)ℬ8=8a3r24κ3κ4a2−κ1κ3+κ2κ41−r2.Whenω=ωc, equation (13) becomes(27)Y″″ξ−κ1−ξY0+ξY1=0.The solution of which is given by(28)Yξ=κ∑i=14ciξ6−i+120c1−κ∑i=14ciξ+24c2,where ci (i=1,2,3,4) are constants.Substituting equation (28) into (14a)–(14d) yields a system of linear algebraic equations whose coefficient matrix must be singular to obtain a nontrivial solution. To achieve this requirement, κ (κ>0) has to be one root of the following quadratic equation:(29)C1κ2−C2κ+C3=0,where(30a)C1=2κ3κ4+7κ3+κ4+20,(30b)C2=80+7κ3κ4κ1+κ2+240κ3+κ4+22κ1κ3+κ2κ4+32κ1κ4+κ2κ3+240κ3κ4,(30c)C3=2012κ1κ2+43κ1+3κ2+κ1κ2κ3+κ4+12κ3κ4κ1+κ2+κ1κ2κ3κ4.In other words, only whenκ satisfies equation (29) can ωc be one of the natural frequencies of the structure. We call the positive real root of equation (29) the critical foundation stiffness κc. It should be noted that the number of κc may be zero, one or two depending on the values of κ1, κ2, κ3, and κ4.


### 3.2. Mode Shape Functions

Clearly, the afore-obtained frequency equations (22) and (25) are both transcendental ones that have to be solved numerically by the bisection method [23]. After solving for the frequency and the corresponding mode shape, equation (19) or (24) can be determined. For each root of the frequency, there exists one mode shape of vibration which can be obtained as follows.Without loss of generality, let us consider the case ofω>ωc. Three of the four coefficients ci (i=1,2,3,4) in equation (19) can be solved by three linear algebraic equations in equation (20). Here, we solve c2, c3, and c4 from the first three equations. By elementary transformation, we obtain(31a)c2=d2d0c1,(31b)c3=d3d0c1,(31c)c4=d4d0c1,where(32a)d0=D1+D3sina+D4cosa+D5sinha+D6cosha+D1sinasinha+D2sinacosha−D2cosasinha−D1cosacosha,(32b)d2=−D2−D4sina+D3cosa−D7sinha−D8cosha+D2sinasinha+D1sinacosha+D1cosasinha+D2cosacosha,(32c)d3=−D1+D9sina+D10cosa+D11sinha+D12cosha+D1sinasinha+D2sinacosha−D2cosasinha+D1cosacosha,(32d)d4=−D2+D13sina+D14cosa−D12sinha−D11cosha−D2sinasinha−D1sinacosha−D1cosasinha+D2cosacosha,where(33a)D1=κ1κ3a2r2r2−1,(33b)D2=κ3a5r2,(33c)D3=a4+κ1κ31−r2a3−D2,(33d)D4=κ2r2−1a4−κ3a2r2+κ1κ31−r2,(33e)D5=aa6+κ3a4r2+a2κ1κ3r2−1+2κ1κ2r2−12,(33f)D6=r2−12κ1+κ2a4+a2κ2κ3r2+κ1κ2κ3r2−1,(33g)D7=2κ3a6+κ2a2a2−κ3r2r2−1+κ1κ2κ3r2−12,(33h)D8=a3a4+κ1+2κ2κ3r2−1−D2,(33i)D9=aa6−κ3a4r2+a2κ1κ3r2−1−2κ1κ2r2−12,(33j)D10=r2−12κ1+κ2a4−a2κ2κ3r2+κ1κ2κ3r2−1,(33k)D11=a3a4+κ1κ31−r2+D2,(33l)D12=κ2r2−1a4+κ3a2r2+κ1κ31−r2,(33m)D13=2κ3a6+κ2a2a2+κ3r21−r2−κ1κ2κ3r2−12,(33n)D14=a3a4+κ1+2κ2κ3r2−1+D2.Then, the shape function (19) becomes(34)Yξ=c1d0d0sinaξ+d2cosaξ+d3sinhaξ+d4coshaξ−r2d2+d4ξ−1−d0sina+d2cosa+d3sinha+d4coshaξ,where c1 should be nonzero to represent vibration amplitude.Clearly, equation (34) is valid when d0 is nonzero. If d0=0, the shape function may be obtained by solving coefficients c1, c3, and c4 from the first two plus the last linear algebraic equations in equation (20); thus, we can obtain the shape function as(35)Yξ=c2p0p1sinaξ+p0cosaξ+p3sinhaξ+p4coshaξ−r2p0+p4ξ−1−p1sina+p0cosa+p3sinha+p4coshaξ,where(36a)p0=−P3−P2sina+P1cosa−P2sinha−P1cosha−P4sinasinha−P5sinacosha+P6cosasinha+P7cosacosha,(36b)p1=P8+P1sina+P2cosa−P1sinha−P2cosha+P6sinasinha+P7sinacosha+P4cosasinha+P5cosacosha,(36c)p3=P9+P1sina+P2cosa−P1sinha−P2cosha+P10sinasinha+P11sinacosha+P12cosasinha+P13cosacosha,(36d)p4=P14+P2sina−P1cosa+P2sinha+P1cosha−P11sinasinha−P10sinacosha−P13cosasinha−P12cosacosha,where(37a)P1=κ4r2a5,(37b)P2=κ2κ4r2a2r2−1,(37c)P3=a3a4+κ2κ41−r2−P1,(37d)P4=aa6+κ2κ4a2r2−1+2κ1κ2r2−12+P1,(37e)P5=r2−1a4κ1+2κ2+κ1κ4a2r2+κ1κ2κ4r2−1,(37f)P6=2κ4a6+κ1a2a2−κ4r2r2−1+κ1κ2κ4r2−12,(37g)P7=a3a4+2κ1+κ2κ4r2−1−P1,(37h)P8=κ1r2−1a4−κ4a2r2+κ2κ41−r2,(37i)P9=κ1r2−1a4+κ4a2r2+κ2κ41−r2,(37j)P10=2κ4a6+κ1a2a2+κ4r21−r2−κ1κ2κ4r2−12,(37k)P11=aa6+κ2κ4a2r2−1−2κ1κ2r2−12−P1,(37l)P12=a3a4+2κ1+κ2κ4r2−1+P1,(37m)P13=r2−1a4κ1+2κ2−κ1κ4a2r2+κ1κ2κ4r2−1,(37n)P14=a3a4+κ2κ41−r2+P1.


## 3.1. Frequency Equations

Using the method of separation of variables,Yξ,τ can be decomposed into spatial function Yξ multiplied by temporal function Tτ:(10)Yξ,τ=YξTτ.Then, substituting equation (10) into (9) gives(11)Y″″ξ+κYξ−1−ξY0−ξY1Tτ+ζ2YξT¨τ=0.This can be separated into two ordinary differential equations given by(12)T¨τ+ω2Tτ=0,(13)Y″″ξ+κYξ−1−ξY0−ξY1−ζ2ω2Yξ=0,where ω is the dimensionless frequency and the corresponding dimensional one is ω/t0.Accordingly, the boundary conditions in equations (7a)–(7d) become(14a)κ1Yξ+Y″′ξ=0,atξ=0,(14b)κ2Yξ−Y″′ξ=0,atξ=1,(14c)κ3Y′ξ−Y″ξ=0,atξ=0,(14d)κ4Y′ξ+Y″ξ=0,atξ=1.From equation (12), Tτ is sinusoidal in time:(15)Tτ=b1sinωτ+b2cosωτ,where b1 and b2 are the constant coefficients.The solution ofYξ can be assumed as(16)Yξ=Cζ2ω2eλξ+κ1−eλξ−1,where C is a constant coefficient, e is Euler’s constant, and λ is the wave number.When equation (16) is substituted into (13), in order to have a nontrivial solution, the wave number λ can be solved as(17)λi=±±ζ2ω2−κ,for i=1,2,3,4. The roots are either real or imaginary depending on the frequency ω (for a given material, geometry and distributed stiffness factor k). When the frequency is greater than κ/ζ, two roots are real and the other two, imaginary. If the frequency is less than κ/ζ, four roots are all imaginary. And, a quadruple zero root is obtained when the frequency is equal to κ/ζ. We call this cutoff frequency the critical frequency ωc. Therefore, we must consider three cases when obtaining spatial solutions, i.e., ω>ωc, ω<ωc, and ω=ωc.Whenω>ωc, the spatial solution is written as(18)Yξ=∑i=14Cieλiξ+r21−eλiξ−1,where r=ωc/ω for short.Expressing the exponential function in the above equation in terms of sinusoidal and hyperbolic functions yields(19)Yξ=c1sinaξ+c2cosaξ+c3sinhaξ+c4coshaξ+r2c2+c4ξ−1−c1sina+c2cosa+c3sinha+c4coshaξ,where a=ζ2ω2−κ4 is the real wave number and c1=iC1−C2, c2=C1+C2, c3=C3−C4, c4=C3+C4 and i are the imaginary unit.Substituting equation (19) into the boundary conditions in equations (14a)–(14d) yields a system of linear algebraic equations:(20)KC=0,where C=c1,c2,c3,c4T, 0=0,0,0,0T, and the matrix K can be expanded into(21)−a3κ11−r2a3κ11−r2κ21−r2sina+a3cosaκ21−r2cosa−a3sinaκ21−r2sinha−a3coshaκ21−r2cosha−a3sinhaκ3a−r2sinaκ3r21−cosa+a2κ3a−r2sinhaκ3r21−cosha−a2aκ4cosa−a2+κ4r2sinaκ4r2−asina−a2+κ4r2cosaa2−κ4r2sinha+aκ4coshaa2−κ4r2cosha+κ4r2+asinha.The determinant of the matrixK has to be zero to avoid the trivial solution; then, the frequency equation is obtained as(22)A1+A2sina+A3cosa+A4sinha+A5cosha+A6sinasinha+A7sinacosha+A8cosasinha+A9cosacosha=0,where(23a)A1=−a4+κ1κ31−r2a4+κ2κ41−r2,(23b)A2=a3r2κ1κ3+κ2κ41−r2+2a2κ3κ4,(23c)A3=a2r2a4κ3+κ4−κ3κ4κ1+κ21−r2,(23d)A4=a3r2κ1κ3+κ2κ41−r2−2a2κ3κ4,(23e)A5=−A3,(23f)A6=2a2a4κ3κ4−κ1κ21−r22−A3,(23g)A7=aa6κ3+κ4+a4κ1+κ21−r2−2κ3κ4r2+a2r2κ2κ3+κ1κ4−κ3κ4κ1+κ21−r2−κ1κ2κ3+κ41−r22,(23h)A8=aa6κ3+κ4+a42κ3κ4r2−κ1+κ21−r2+a2r2κ2κ3+κ1κ4−κ3κ4κ1+κ21−r2+κ1κ2κ3+κ41−r22,(23i)A9=−A1−2a4κ1+κ2κ3+κ41−r2.Whenω<ωc, the spatial solution is given by(24)Yξ=c1sinaξsinhaξ+c2sinaξcoshaξ+c3cosaξsinhaξ+c4cosaξcoshaξ+r2c4ξ−1−c1sinasinha+c2sinacosha+c3cosasinha+c4cosacoshaξ,where a=κ−ζ2ω24/2 is the real wave number and c1=iC1+C2−C3−C4, c2=iC1−C2−C3+C4, c3=C1−C2+C3−C4, and c4=C1+C2+C3+C4.Similarly, substituting equation (24) into the boundary conditions in equations (14a)–(14d) and making the obtained coefficient matrix singular yields the frequency equation(25)ℬ1+ℬ2sin2a+ℬ3cos2a+ℬ4sinh2a+ℬ5cosh2a+ℬ6sinasinha+ℬ7sinacosha+ℬ8cosasinha=0,where(26a)ℬ1=−24a4−κ1κ31−r24a4−κ2κ41−r2,(26b)ℬ2=2a8κ3+κ4a6+42κ3κ4r2−κ1+κ21−r2a4+21−r2κ1+κ2κ3κ4−κ2κ3+κ1κ4r2a2−κ1κ2κ3+κ41−r22,(26c)ℬ3=16a8+8κ3+κ4r2−2κ3κ4a6+41−r2κ1κ3+κ2κ4+2κ1κ4+κ2κ3a4+1−r2κ1+κ2κ3κ4r2−2κ1κ21−r2a2+κ1κ2κ3κ41−r22,(26d)ℬ4=2a8κ3+κ4a6+4κ1+κ21−r2−2κ3κ4r2a4+21−r2κ1+κ2κ3κ4−κ2κ3+κ1κ4r2a2+κ1κ2κ3+κ41−r22,(26e)ℬ5=16a8+82κ3κ4−κ3+κ4r2a6+41−r2κ1κ3+κ2κ4+2κ1κ4+κ2κ3a4+21−r22κ1κ21−r2−κ1+κ2κ3κ4r2a2+κ1κ2κ3κ41−r22,(26f)ℬ6=−8a2r24κ3+κ4a4+κ1+κ2κ3κ41−r2,(26g)ℬ7=−8a3r24κ3κ4a2+κ1κ3+κ2κ41−r2,(26h)ℬ8=8a3r24κ3κ4a2−κ1κ3+κ2κ41−r2.Whenω=ωc, equation (13) becomes(27)Y″″ξ−κ1−ξY0+ξY1=0.The solution of which is given by(28)Yξ=κ∑i=14ciξ6−i+120c1−κ∑i=14ciξ+24c2,where ci (i=1,2,3,4) are constants.Substituting equation (28) into (14a)–(14d) yields a system of linear algebraic equations whose coefficient matrix must be singular to obtain a nontrivial solution. To achieve this requirement, κ (κ>0) has to be one root of the following quadratic equation:(29)C1κ2−C2κ+C3=0,where(30a)C1=2κ3κ4+7κ3+κ4+20,(30b)C2=80+7κ3κ4κ1+κ2+240κ3+κ4+22κ1κ3+κ2κ4+32κ1κ4+κ2κ3+240κ3κ4,(30c)C3=2012κ1κ2+43κ1+3κ2+κ1κ2κ3+κ4+12κ3κ4κ1+κ2+κ1κ2κ3κ4.In other words, only whenκ satisfies equation (29) can ωc be one of the natural frequencies of the structure. We call the positive real root of equation (29) the critical foundation stiffness κc. It should be noted that the number of κc may be zero, one or two depending on the values of κ1, κ2, κ3, and κ4.


## 3.2. Mode Shape Functions

Clearly, the afore-obtained frequency equations (22) and (25) are both transcendental ones that have to be solved numerically by the bisection method [23]. After solving for the frequency and the corresponding mode shape, equation (19) or (24) can be determined. For each root of the frequency, there exists one mode shape of vibration which can be obtained as follows.Without loss of generality, let us consider the case ofω>ωc. Three of the four coefficients ci (i=1,2,3,4) in equation (19) can be solved by three linear algebraic equations in equation (20). Here, we solve c2, c3, and c4 from the first three equations. By elementary transformation, we obtain(31a)c2=d2d0c1,(31b)c3=d3d0c1,(31c)c4=d4d0c1,where(32a)d0=D1+D3sina+D4cosa+D5sinha+D6cosha+D1sinasinha+D2sinacosha−D2cosasinha−D1cosacosha,(32b)d2=−D2−D4sina+D3cosa−D7sinha−D8cosha+D2sinasinha+D1sinacosha+D1cosasinha+D2cosacosha,(32c)d3=−D1+D9sina+D10cosa+D11sinha+D12cosha+D1sinasinha+D2sinacosha−D2cosasinha+D1cosacosha,(32d)d4=−D2+D13sina+D14cosa−D12sinha−D11cosha−D2sinasinha−D1sinacosha−D1cosasinha+D2cosacosha,where(33a)D1=κ1κ3a2r2r2−1,(33b)D2=κ3a5r2,(33c)D3=a4+κ1κ31−r2a3−D2,(33d)D4=κ2r2−1a4−κ3a2r2+κ1κ31−r2,(33e)D5=aa6+κ3a4r2+a2κ1κ3r2−1+2κ1κ2r2−12,(33f)D6=r2−12κ1+κ2a4+a2κ2κ3r2+κ1κ2κ3r2−1,(33g)D7=2κ3a6+κ2a2a2−κ3r2r2−1+κ1κ2κ3r2−12,(33h)D8=a3a4+κ1+2κ2κ3r2−1−D2,(33i)D9=aa6−κ3a4r2+a2κ1κ3r2−1−2κ1κ2r2−12,(33j)D10=r2−12κ1+κ2a4−a2κ2κ3r2+κ1κ2κ3r2−1,(33k)D11=a3a4+κ1κ31−r2+D2,(33l)D12=κ2r2−1a4+κ3a2r2+κ1κ31−r2,(33m)D13=2κ3a6+κ2a2a2+κ3r21−r2−κ1κ2κ3r2−12,(33n)D14=a3a4+κ1+2κ2κ3r2−1+D2.Then, the shape function (19) becomes(34)Yξ=c1d0d0sinaξ+d2cosaξ+d3sinhaξ+d4coshaξ−r2d2+d4ξ−1−d0sina+d2cosa+d3sinha+d4coshaξ,where c1 should be nonzero to represent vibration amplitude.Clearly, equation (34) is valid when d0 is nonzero. If d0=0, the shape function may be obtained by solving coefficients c1, c3, and c4 from the first two plus the last linear algebraic equations in equation (20); thus, we can obtain the shape function as(35)Yξ=c2p0p1sinaξ+p0cosaξ+p3sinhaξ+p4coshaξ−r2p0+p4ξ−1−p1sina+p0cosa+p3sinha+p4coshaξ,where(36a)p0=−P3−P2sina+P1cosa−P2sinha−P1cosha−P4sinasinha−P5sinacosha+P6cosasinha+P7cosacosha,(36b)p1=P8+P1sina+P2cosa−P1sinha−P2cosha+P6sinasinha+P7sinacosha+P4cosasinha+P5cosacosha,(36c)p3=P9+P1sina+P2cosa−P1sinha−P2cosha+P10sinasinha+P11sinacosha+P12cosasinha+P13cosacosha,(36d)p4=P14+P2sina−P1cosa+P2sinha+P1cosha−P11sinasinha−P10sinacosha−P13cosasinha−P12cosacosha,where(37a)P1=κ4r2a5,(37b)P2=κ2κ4r2a2r2−1,(37c)P3=a3a4+κ2κ41−r2−P1,(37d)P4=aa6+κ2κ4a2r2−1+2κ1κ2r2−12+P1,(37e)P5=r2−1a4κ1+2κ2+κ1κ4a2r2+κ1κ2κ4r2−1,(37f)P6=2κ4a6+κ1a2a2−κ4r2r2−1+κ1κ2κ4r2−12,(37g)P7=a3a4+2κ1+κ2κ4r2−1−P1,(37h)P8=κ1r2−1a4−κ4a2r2+κ2κ41−r2,(37i)P9=κ1r2−1a4+κ4a2r2+κ2κ41−r2,(37j)P10=2κ4a6+κ1a2a2+κ4r21−r2−κ1κ2κ4r2−12,(37k)P11=aa6+κ2κ4a2r2−1−2κ1κ2r2−12−P1,(37l)P12=a3a4+2κ1+κ2κ4r2−1+P1,(37m)P13=r2−1a4κ1+2κ2−κ1κ4a2r2+κ1κ2κ4r2−1,(37n)P14=a3a4+κ2κ41−r2+P1.


## 4. Calculations and Discussion

### 4.1. Validation of the Model whenκ=0

The afore-obtained model can degenerate into other ones by settingκ and/or κi (i=1,2,3,4) to zero or infinity. κ=0 means omitting the elastic foundation and κ= infinity corresponds to a rigid beam. Setting κ1=κ3=0 (or κ2=κ4=0) yields a free end. Similarly, a pinned end is achieved by setting κ1= infinity and κ3=0 (or κ2= infinity and κ4=0), a sliding end by setting κ1=0 and κ3= infinity (or κ2=0 and κ4= infinity), and a fixed end by setting κ1=κ3=infinity (or κ2=κ4=infinity). Table 1 shows the frequency equations and corresponding constants in mode shapes for ten degenerate cases with κ=0 to validate the present model. They are exactly the same as those given by Blevins and Plunkett [24]. And, Table 2 presents the first five dimensionless wave numbers numerically obtained for the above ten degenerate cases.Table 1
Frequency equations and constants in mode shapes for ten degenerate cases withκ=0.
Case∗
Frequency equation
c
1
c
2
c
3
c
4
Sl-Fi
sin
a
cosh
a
+
cos
a
sinh
a
=
0
0
1
0
sin
a
sinh
a
+
cos
a
cosh
a
+
1
/
sin
a
sinh
a
−
cos
a
cosh
a
−
1
Fr-Sl
sin
a
cosh
a
+
cos
a
sinh
a
=
0
1
cos
a
−
cosh
a
/
sin
a
+
sinh
a
1
cos
a
−
cosh
a
/
sin
a
+
sinh
a
Fr-Fi
1
+
cos
a
cosh
a
=
0
1
−
sin
a
+
sinh
a
/
cos
a
+
cosh
a
1
−
sin
a
+
sinh
a
/
cos
a
+
cosh
a
Pi-Sl
cos
a
cosh
a
=
0
1
0
0
0
Sl-Sl
sin
a
sinh
a
=
0
0
1
0
0
Pi-Pi
sin
a
sinh
a
=
0
1
0
0
0
Fr-Fr
cos
a
cosh
a
−
1
=
0
1
cos
a
−
cosh
a
/
sin
a
+
sinh
a
1
cos
a
−
cosh
a
/
sin
a
+
sinh
a
Fi-Fi
cos
a
cosh
a
−
1
=
0
1
−
sin
a
−
sinh
a
/
cos
a
−
cosh
a
−1
−
sin
a
−
sinh
a
/
cos
a
−
cosh
a
Fr-Pi
sin
a
cosh
a
−
cos
a
sinh
a
=
0
1
−
sin
a
+
sinh
a
/
cos
a
+
cosh
a
1
−
sin
a
+
sinh
a
/
cos
a
+
cosh
a
Pi-Fi
sin
a
cosh
a
−
cos
a
sinh
a
=
0
1
0
−
sin
a
/
sinh
a
0
∗Here and evermore, for convenience, Fr = free, Pi = pinned, Sl = sliding, and Fi = fixed.Table 2
First five numerical wave numbers (a=ζω) for ten degenerate cases with κ=0.
Case
a
1
a
2
a
3
a
4
a
5
Sl-Fi
2.3650204
5.4978039
8.6393798
11.7809725
14.9225651
Fr-Sl
2.3650204
5.4978039
8.6393798
11.7809725
14.9225651
Fr-Fi
1.8751041
4.6940911
7.8547574
10.9955407
14.1371684
Pi-Sl
1.5707963
4.7123890
7.8539816
10.9955743
14.1371669
Sl-Sl
3.1415927
6.2831853
9.4247780
12.5663706
15.7079633
Pi-Pi
3.1415927
6.2831853
9.4247780
12.5663706
15.7079633
Fr-Fr
4.7300407
7.8532046
10.9956078
14.1371655
17.2787597
Fi-Fi
4.7300407
7.8532046
10.9956078
14.1371655
17.2787597
Fr-Pi
3.9266023
7.0685827
10.2101761
13.3517688
16.4933614
Pi-Fi
3.9266023
7.0685827
10.2101761
13.3517688
16.4933614


### 4.2. Effects of the Movable Foundation on Rigidly Restrained Beams

Whenκ=0, by setting κi (i=1,2,3,4) to zero or infinity, the present model can degenerate into those of beams resting on a movable Winkler foundation and with classical rigid end conditions. These models are in general different from those of beams resting on a static Winkler foundation and with the same end conditions, i.e., the traditional Winkler foundation beams. Table 3 presents the frequency equations and corresponding constants in mode shapes of the former models. However, for the latter ones, the frequency equations and corresponding constants in mode shapes are exactly the same as those of beams with κ=0 and with the same end conditions as shown in Table 1 except that the wave number a equals ζ2ω2−κ4 or κ−ζ2ω24/2 instead of ζω.Table 3
Frequency equations and corresponding constants in mode shapes for ten degenerate cases withκ≠0.
ω
Case
Frequency equation
c
1
c
2
c
3
c
4
ω
>
ω
c
Sl-Fi
a
sin
a
cosh
a
+
cos
a
sinh
a
+
r
2
cos
a
−
cosh
a
−
sin
a
sinh
a
=
0
1
c
2,S1Fi
∗
1
c
4,S1Fi
∗
Fr-Sl
a
sin
a
cosh
a
+
cos
a
sinh
a
+
r
2
cos
a
−
cosh
a
−
sin
a
sinh
a
=
0
1
cos
a
−
cosh
a
/
sin
a
+
sinh
a
1
cos
a
−
cosh
a
/
sin
a
+
sinh
a
Fr-Fi
a
1
+
cos
a
cosh
a
−
r
2
sin
a
+
sinh
a
=
0
1
−
sin
a
+
sinh
a
/
cos
a
+
cosh
a
1
−
sin
a
+
sinh
a
/
cos
a
+
cosh
a
Pi-Sl
2
a
cos
a
cosh
a
−
r
2
sin
a
cosh
a
+
cos
a
sinh
a
=
0
1
0
cos
a
/
cosh
a
0
Sl-Sl
a
sin
a
sinh
a
+
r
2
sin
a
−
sinh
a
−
sin
a
cosh
a
+
cos
a
sinh
a
=
0
1
c
2,S1S1
∗
1
c
4,S1S1
∗
Pi-Pi
sin
a
sinh
a
=
0
1
0
0
0
Fr-Fr
cos
a
cosh
a
−
1
=
0
1
cos
a
−
cosh
a
/
sin
a
+
sinh
a
1
cos
a
−
cosh
a
/
sin
a
+
sinh
a
Fi-Fi
cos
a
cosh
a
−
1
=
0
1
−
sin
a
−
sinh
a
/
cos
a
−
cosh
a
1
−
sin
a
−
sinh
a
/
cos
a
−
cosh
a
Fr-Pi
sin
a
cosh
a
−
cos
a
sinh
a
=
0
1
−
sin
a
+
sinh
a
/
cos
a
+
cosh
a
1
−
sin
a
+
sinh
a
/
cos
a
+
cosh
a
Pi-Fi
sin
a
cosh
a
−
cos
a
sinh
a
=
0
1
0
−
sin
a
/
sinh
a
0
ω
>
ω
c
Sl-Fi
a
sin
2
a
+
sinh
2
a
−
r
2
sin
a
+
sinh
a
2
=
0
c
1,S1Fi
∗
∗
1
1
−
2
a
/
r
2
Fr-Sl
a
sin
2
a
+
sinh
2
a
−
r
2
sin
a
+
sinh
a
2
=
0
0
1
1
c
4,FrS1
∗
∗
Fr-Fi
a
cos
2
a
+
cosh
2
a
+
2
−
2
r
2
sin
a
cosh
a
+
cos
a
sinh
a
=
0
0
1
1
c
4,FrFr∗∗
Pi-Sl
r
2
sin
2
a
+
sinh
2
a
−
2
a
cos
2
a
+
cosh
2
a
=
0
0
1
c
3,PiS1
∗
∗
0
Sl-Sl
r
2
sin
a
+
sinh
a
−
a
cos
a
+
cosh
a
=
0
c
1,S1S1
∗
∗
1
1
c
4,S1S1
∗
∗
Others
—∗∗∗
—
—
—
—
ω
=
ω
c
Sl-Fi
a
=
0
and
κ
=
240
/
7
1
−5
0
4
κ
+
30
/
κ
Fr-Sl
a
=
0
and
κ
=
240
/
7
1
−2.5
0
0
Fr-Fi
a
=
0
and
κ
=
120
/
11
1
−5
0
0
Pi-Sl
a
=
0
and
κ
=
7.5
1
0
−10
0
Sl-Sl
a
=
0
and
κ
=
120
1
−2.5
0
1.5
κ
+
80
/
κ
Others
—
—
—
—
—
∗
c
2
,SlFi
=
2
a
cosh
a
−
r
2
sin
a
+
sinh
a
/
r
2
cos
a
−
cosh
a, c4,SlFi=r2sina+sinha−2acosa/r2cosa−cosha, c2,SlSl=2asinha+r21+cosa−cosha−sinasinha−cosacosha/r2sina−sinha−sinacosha−cosasinha, and c4,SlSl=r21−cosa+cosha+sinasinha−cosacosha−2asina/r2sina−sinha−sinacosha+cosasinha. ∗∗c1,SlFi=r2sinacosha+cosasinha−2acosacosha/−r2sinasinha, c4,FrSl=r2cos2a+cosh2a−2+2asin2a−sinh2a/2cosa−coshar2sina+sinha−2acosa+cosha, c4,FrFi=2asin2a+sinh2a/2r2sina−asin2a+sinh2a, c3,PiSl=2a sinh2a+r2cos2a−1/2a sinh2a−r2cos2a−1, c1,SlSl=2asinacosha+cosasinha−r2sina+sinha2/−r2sina+sinhacosa−cosha, and c4,SlSl=r2sinh2a−a+2asinacosha−cosasinha/r2sina+sinhacosa−cosha. ∗∗∗: “−” = none.Comparing Table1 with 3 shows that movability of the foundation has serious influence on the first five cases, i.e., Sl-Fi, Fr-Sl, Fr-Fi, Pi-Sl, and Sl-Sl, while seems to have no influence on the other five cases. To show the influence quantitatively, Table 4 compares the first five wave numbers numerically obtained for the above five cases with a static and those with a movable Winkler foundation of stiffness κ=100, and accordingly, only the first four mode shapes are given in Figures 3(a)–3(e) for a clear show. Results indicate that the influence is mainly on the first two modes and may be opposite for different cases, for example, for the case of Sl-Fi, the first wave number decreases from 2.3650204 of static foundation to 1.9669491 of movable foundation, while for the case of Fr-Fi, it increases from 1.8751041 to 2.2255349.Table 4
First five numerical wave numbers (a=ζ2ω2−κ4 or κ−ζ2ω24/2) for five degenerate cases with a static or a movable Winkler foundation of stiffness κ=100.
Case
Foundation
a
1
a
2
a
3
a
4
a
5
Sl-Fi
Static
2.3650204
5.4978039
8.6393798
11.7809725
14.9225651
Movable
1.9669491
5.5014690
8.6369097
11.7810633
14.9224023
Fr-Sl
Static
2.3650204
5.4978039
8.6393798
11.7809725
14.9225651
Movable
1.9669491
5.5014690
8.6369097
11.7810633
14.9224023
Fr-Fi
Static
1.8751041
4.6940911
7.8547574
10.9955407
14.1371684
Movable
2.2255349
4.7293245
7.8514919
10.9961585
14.1369917
Pi-Sl
Static
1.5707963
4.7123890
7.8539816
10.9955743
14.1371669
Movable
2.0902242
4.6938582
7.8523471
10.9952652
14.1370786
Sl-Sl
Static
3.1415927
6.2831853
9.4247780
12.5663706
15.7079633
Movable
2.0078977
6.2831853
9.4221148
12.5663706
15.7077544Figure 3
First four mode shapes for ten degenerate cases with a static Winkler foundation (solid line) and with a movable Winkler foundation (circle) whenκ=100: (a) Sl-Fi, (b) Fr-Sl, (c) Fr-Fi, (d) Pi-Sl, (e) Sl-Sl, (f) Pi-Pi, (g) Fr-Fr, (h) Fi-Fi, (i) Fr-Pi, and (j) Pi-Fi. Mode shapes of rigid-body vibration are omitted for cases of Fr-Fr and Fr-Pi.
(a)
(b)
(c)
(d)
(e)
(f)
(g)
(h)
(i)
(j)As stated above, movability of the foundation has no influence on wave number for the other five cases, i.e., Pi-Pi, Fr-Fr, Fi-Fi, Fr-Pi, and Pi-Fi, because the frequency equations are not changed. However, it may not be true for the mode shapes as shown in Figures3(g) and 3(i) in which the first mode shape of movable foundation differs heavily from that of static foundation because of the change of shape function as shown in Tables 1 and 3. For the cases of Pi-Pi, Fi-Fi, and Pi-Fi, movability of the foundation has no influence at all because neither of two ends can move vertically and it is easy to understand when both ends of the beam are rigidly restrained against the vertical motion; the model in this paper is identical to the traditional Winkler foundation beam model.Besides, the influence of the foundation’s movability depends heavily upon the stiffnessκ as shown in Figure 4 which shows variations of the first two wave numbers with κ for five degenerated cases with a static foundation and with a movable foundation. One can see that the wave number is independent of κ for the cases of static foundation shown by solid line. However, for the cases of movable foundation, the wave number decreases first slowly and then fast to zero at the point of the critical foundation stiffness κ=κc, and after this point, it rises fast with κ. And, it is interesting to find for the case of Fr-Fi that the first wave number a1 jumps at a point around κ=125.2 from about 2.3648132 up to about 4.7361473, and the second wave number jumps at the same point from about 4.7361473 up to about 7.8506932, and then, at a point around κ=3654.4, the first wave number jumps once again from about 4.8728569 up to about 5.4978386 while the second one from about 7.7907950 down to about 4.8728576. The fact is the original first mode vanishes when κ crosses 125.2, so the original second mode becomes the first one and the original third one becomes the second one, while when κ>3654.4, the first mode reappear, so the second mode resets, just as shown in Figure 5(c). Figure 5 shows variations of first two mode shapes with κ for five degenerate cases. Generally, the influence of κ is larger on the second mode shape than on the first one. As κ increases, the mode shapes approach a straight line, which accords with the physical truth that when the foundation is rigid the beam cannot deform, i.e., keeping the shape of a straight line.Figure 4
Variations of the first two wave numbers,a1 and a2, with κ for five degenerate cases with a static Winkler foundation (solid line) and with a movable Winkler foundation (dashed line): (a) Sl-Fi and Fr-Sl, (b) Fr-Fi, (c) Fr-Sl, and (d) Sl-Sl.
(a)
(b)
(c)
(d)Figure 5
Variations of the first two mode shapes withκ for five degenerate cases: (a) Sl-Fi, (b) Fr-Sl, (c) Fr-Fi, (d) Fr-Sl, and (e) Sl-Sl.
(a)
(b)
(c)
(d)
(e)


### 4.3. Effects of the Movable Foundation on Elastically Restrained Beams

We consider in this subsection the general case with at least one of the four end restraints, i.e.,κ1, κ2, κ3, and κ4 being elastic, and with at least one of the two vertical restraints, i.e., κ1, κ2, not being rigid. For simplicity, only four cases are considered, i.e.,Case 1:κ3=κ4=0 and κ1=κ2=1, 10, 100Case 2:κ3=κ4=10 and κ1=κ2=1, 10, 100Case 3:κ1=κ2=0 and κ3=κ4=1, 10, 100 andCase 4:κ1=κ2=10 and κ3=κ4=1, 10, 100Figure6 shows variations of the first two wave numbers with the foundation stiffness κ and end restraint stiffness for the above four cases. Clearly, Case 3 is different from others. As shown in Figure 6(c), the influence of κ is like that shown in Figures 4(a), 4(c), and 4(d) for which there exists only one critical foundation stiffness and the second mode is nearly independent of κ. However, for the other three cases, there exists two critical foundation stiffnesses, a smaller one for the first mode and a larger one for the second mode. As κ increases, both wave numbers firstly decrease to zero at the point of their respective critical foundation stiffness and then increase after this point. And, for each of the three cases, wave numbers under different end restraint stiffnesses approach the same as κ increases. Besides, for Case 1 and Case 2, vertical end restraint stiffnesses, κ1 and κ2, have impact on both wave numbers which increase with κ1 and κ2. However, for Case 4, the first wave number is independent of κ3 and κ4 as shown in Figure 6(d).Figure 6
Variations of the first two wave numbers,a1 (solid line) and a2 (dashed line), with κ and end restraint stiffness for four general cases: (a) κ3=κ4=0, (b) κ3=κ4=10, (c) κ1=κ2=0, and (d) κ1=κ2=10.
(a)
(b)
(c)
(d)


## 4.1. Validation of the Model whenκ=0

The afore-obtained model can degenerate into other ones by settingκ and/or κi (i=1,2,3,4) to zero or infinity. κ=0 means omitting the elastic foundation and κ= infinity corresponds to a rigid beam. Setting κ1=κ3=0 (or κ2=κ4=0) yields a free end. Similarly, a pinned end is achieved by setting κ1= infinity and κ3=0 (or κ2= infinity and κ4=0), a sliding end by setting κ1=0 and κ3= infinity (or κ2=0 and κ4= infinity), and a fixed end by setting κ1=κ3=infinity (or κ2=κ4=infinity). Table 1 shows the frequency equations and corresponding constants in mode shapes for ten degenerate cases with κ=0 to validate the present model. They are exactly the same as those given by Blevins and Plunkett [24]. And, Table 2 presents the first five dimensionless wave numbers numerically obtained for the above ten degenerate cases.Table 1
Frequency equations and constants in mode shapes for ten degenerate cases withκ=0.
Case∗
Frequency equation
c
1
c
2
c
3
c
4
Sl-Fi
sin
a
cosh
a
+
cos
a
sinh
a
=
0
0
1
0
sin
a
sinh
a
+
cos
a
cosh
a
+
1
/
sin
a
sinh
a
−
cos
a
cosh
a
−
1
Fr-Sl
sin
a
cosh
a
+
cos
a
sinh
a
=
0
1
cos
a
−
cosh
a
/
sin
a
+
sinh
a
1
cos
a
−
cosh
a
/
sin
a
+
sinh
a
Fr-Fi
1
+
cos
a
cosh
a
=
0
1
−
sin
a
+
sinh
a
/
cos
a
+
cosh
a
1
−
sin
a
+
sinh
a
/
cos
a
+
cosh
a
Pi-Sl
cos
a
cosh
a
=
0
1
0
0
0
Sl-Sl
sin
a
sinh
a
=
0
0
1
0
0
Pi-Pi
sin
a
sinh
a
=
0
1
0
0
0
Fr-Fr
cos
a
cosh
a
−
1
=
0
1
cos
a
−
cosh
a
/
sin
a
+
sinh
a
1
cos
a
−
cosh
a
/
sin
a
+
sinh
a
Fi-Fi
cos
a
cosh
a
−
1
=
0
1
−
sin
a
−
sinh
a
/
cos
a
−
cosh
a
−1
−
sin
a
−
sinh
a
/
cos
a
−
cosh
a
Fr-Pi
sin
a
cosh
a
−
cos
a
sinh
a
=
0
1
−
sin
a
+
sinh
a
/
cos
a
+
cosh
a
1
−
sin
a
+
sinh
a
/
cos
a
+
cosh
a
Pi-Fi
sin
a
cosh
a
−
cos
a
sinh
a
=
0
1
0
−
sin
a
/
sinh
a
0
∗Here and evermore, for convenience, Fr = free, Pi = pinned, Sl = sliding, and Fi = fixed.Table 2
First five numerical wave numbers (a=ζω) for ten degenerate cases with κ=0.
Case
a
1
a
2
a
3
a
4
a
5
Sl-Fi
2.3650204
5.4978039
8.6393798
11.7809725
14.9225651
Fr-Sl
2.3650204
5.4978039
8.6393798
11.7809725
14.9225651
Fr-Fi
1.8751041
4.6940911
7.8547574
10.9955407
14.1371684
Pi-Sl
1.5707963
4.7123890
7.8539816
10.9955743
14.1371669
Sl-Sl
3.1415927
6.2831853
9.4247780
12.5663706
15.7079633
Pi-Pi
3.1415927
6.2831853
9.4247780
12.5663706
15.7079633
Fr-Fr
4.7300407
7.8532046
10.9956078
14.1371655
17.2787597
Fi-Fi
4.7300407
7.8532046
10.9956078
14.1371655
17.2787597
Fr-Pi
3.9266023
7.0685827
10.2101761
13.3517688
16.4933614
Pi-Fi
3.9266023
7.0685827
10.2101761
13.3517688
16.4933614


## 4.2. Effects of the Movable Foundation on Rigidly Restrained Beams

Whenκ=0, by setting κi (i=1,2,3,4) to zero or infinity, the present model can degenerate into those of beams resting on a movable Winkler foundation and with classical rigid end conditions. These models are in general different from those of beams resting on a static Winkler foundation and with the same end conditions, i.e., the traditional Winkler foundation beams. Table 3 presents the frequency equations and corresponding constants in mode shapes of the former models. However, for the latter ones, the frequency equations and corresponding constants in mode shapes are exactly the same as those of beams with κ=0 and with the same end conditions as shown in Table 1 except that the wave number a equals ζ2ω2−κ4 or κ−ζ2ω24/2 instead of ζω.Table 3
Frequency equations and corresponding constants in mode shapes for ten degenerate cases withκ≠0.
ω
Case
Frequency equation
c
1
c
2
c
3
c
4
ω
>
ω
c
Sl-Fi
a
sin
a
cosh
a
+
cos
a
sinh
a
+
r
2
cos
a
−
cosh
a
−
sin
a
sinh
a
=
0
1
c
2,S1Fi
∗
1
c
4,S1Fi
∗
Fr-Sl
a
sin
a
cosh
a
+
cos
a
sinh
a
+
r
2
cos
a
−
cosh
a
−
sin
a
sinh
a
=
0
1
cos
a
−
cosh
a
/
sin
a
+
sinh
a
1
cos
a
−
cosh
a
/
sin
a
+
sinh
a
Fr-Fi
a
1
+
cos
a
cosh
a
−
r
2
sin
a
+
sinh
a
=
0
1
−
sin
a
+
sinh
a
/
cos
a
+
cosh
a
1
−
sin
a
+
sinh
a
/
cos
a
+
cosh
a
Pi-Sl
2
a
cos
a
cosh
a
−
r
2
sin
a
cosh
a
+
cos
a
sinh
a
=
0
1
0
cos
a
/
cosh
a
0
Sl-Sl
a
sin
a
sinh
a
+
r
2
sin
a
−
sinh
a
−
sin
a
cosh
a
+
cos
a
sinh
a
=
0
1
c
2,S1S1
∗
1
c
4,S1S1
∗
Pi-Pi
sin
a
sinh
a
=
0
1
0
0
0
Fr-Fr
cos
a
cosh
a
−
1
=
0
1
cos
a
−
cosh
a
/
sin
a
+
sinh
a
1
cos
a
−
cosh
a
/
sin
a
+
sinh
a
Fi-Fi
cos
a
cosh
a
−
1
=
0
1
−
sin
a
−
sinh
a
/
cos
a
−
cosh
a
1
−
sin
a
−
sinh
a
/
cos
a
−
cosh
a
Fr-Pi
sin
a
cosh
a
−
cos
a
sinh
a
=
0
1
−
sin
a
+
sinh
a
/
cos
a
+
cosh
a
1
−
sin
a
+
sinh
a
/
cos
a
+
cosh
a
Pi-Fi
sin
a
cosh
a
−
cos
a
sinh
a
=
0
1
0
−
sin
a
/
sinh
a
0
ω
>
ω
c
Sl-Fi
a
sin
2
a
+
sinh
2
a
−
r
2
sin
a
+
sinh
a
2
=
0
c
1,S1Fi
∗
∗
1
1
−
2
a
/
r
2
Fr-Sl
a
sin
2
a
+
sinh
2
a
−
r
2
sin
a
+
sinh
a
2
=
0
0
1
1
c
4,FrS1
∗
∗
Fr-Fi
a
cos
2
a
+
cosh
2
a
+
2
−
2
r
2
sin
a
cosh
a
+
cos
a
sinh
a
=
0
0
1
1
c
4,FrFr∗∗
Pi-Sl
r
2
sin
2
a
+
sinh
2
a
−
2
a
cos
2
a
+
cosh
2
a
=
0
0
1
c
3,PiS1
∗
∗
0
Sl-Sl
r
2
sin
a
+
sinh
a
−
a
cos
a
+
cosh
a
=
0
c
1,S1S1
∗
∗
1
1
c
4,S1S1
∗
∗
Others
—∗∗∗
—
—
—
—
ω
=
ω
c
Sl-Fi
a
=
0
and
κ
=
240
/
7
1
−5
0
4
κ
+
30
/
κ
Fr-Sl
a
=
0
and
κ
=
240
/
7
1
−2.5
0
0
Fr-Fi
a
=
0
and
κ
=
120
/
11
1
−5
0
0
Pi-Sl
a
=
0
and
κ
=
7.5
1
0
−10
0
Sl-Sl
a
=
0
and
κ
=
120
1
−2.5
0
1.5
κ
+
80
/
κ
Others
—
—
—
—
—
∗
c
2
,SlFi
=
2
a
cosh
a
−
r
2
sin
a
+
sinh
a
/
r
2
cos
a
−
cosh
a, c4,SlFi=r2sina+sinha−2acosa/r2cosa−cosha, c2,SlSl=2asinha+r21+cosa−cosha−sinasinha−cosacosha/r2sina−sinha−sinacosha−cosasinha, and c4,SlSl=r21−cosa+cosha+sinasinha−cosacosha−2asina/r2sina−sinha−sinacosha+cosasinha. ∗∗c1,SlFi=r2sinacosha+cosasinha−2acosacosha/−r2sinasinha, c4,FrSl=r2cos2a+cosh2a−2+2asin2a−sinh2a/2cosa−coshar2sina+sinha−2acosa+cosha, c4,FrFi=2asin2a+sinh2a/2r2sina−asin2a+sinh2a, c3,PiSl=2a sinh2a+r2cos2a−1/2a sinh2a−r2cos2a−1, c1,SlSl=2asinacosha+cosasinha−r2sina+sinha2/−r2sina+sinhacosa−cosha, and c4,SlSl=r2sinh2a−a+2asinacosha−cosasinha/r2sina+sinhacosa−cosha. ∗∗∗: “−” = none.Comparing Table1 with 3 shows that movability of the foundation has serious influence on the first five cases, i.e., Sl-Fi, Fr-Sl, Fr-Fi, Pi-Sl, and Sl-Sl, while seems to have no influence on the other five cases. To show the influence quantitatively, Table 4 compares the first five wave numbers numerically obtained for the above five cases with a static and those with a movable Winkler foundation of stiffness κ=100, and accordingly, only the first four mode shapes are given in Figures 3(a)–3(e) for a clear show. Results indicate that the influence is mainly on the first two modes and may be opposite for different cases, for example, for the case of Sl-Fi, the first wave number decreases from 2.3650204 of static foundation to 1.9669491 of movable foundation, while for the case of Fr-Fi, it increases from 1.8751041 to 2.2255349.Table 4
First five numerical wave numbers (a=ζ2ω2−κ4 or κ−ζ2ω24/2) for five degenerate cases with a static or a movable Winkler foundation of stiffness κ=100.
Case
Foundation
a
1
a
2
a
3
a
4
a
5
Sl-Fi
Static
2.3650204
5.4978039
8.6393798
11.7809725
14.9225651
Movable
1.9669491
5.5014690
8.6369097
11.7810633
14.9224023
Fr-Sl
Static
2.3650204
5.4978039
8.6393798
11.7809725
14.9225651
Movable
1.9669491
5.5014690
8.6369097
11.7810633
14.9224023
Fr-Fi
Static
1.8751041
4.6940911
7.8547574
10.9955407
14.1371684
Movable
2.2255349
4.7293245
7.8514919
10.9961585
14.1369917
Pi-Sl
Static
1.5707963
4.7123890
7.8539816
10.9955743
14.1371669
Movable
2.0902242
4.6938582
7.8523471
10.9952652
14.1370786
Sl-Sl
Static
3.1415927
6.2831853
9.4247780
12.5663706
15.7079633
Movable
2.0078977
6.2831853
9.4221148
12.5663706
15.7077544Figure 3
First four mode shapes for ten degenerate cases with a static Winkler foundation (solid line) and with a movable Winkler foundation (circle) whenκ=100: (a) Sl-Fi, (b) Fr-Sl, (c) Fr-Fi, (d) Pi-Sl, (e) Sl-Sl, (f) Pi-Pi, (g) Fr-Fr, (h) Fi-Fi, (i) Fr-Pi, and (j) Pi-Fi. Mode shapes of rigid-body vibration are omitted for cases of Fr-Fr and Fr-Pi.
(a)
(b)
(c)
(d)
(e)
(f)
(g)
(h)
(i)
(j)As stated above, movability of the foundation has no influence on wave number for the other five cases, i.e., Pi-Pi, Fr-Fr, Fi-Fi, Fr-Pi, and Pi-Fi, because the frequency equations are not changed. However, it may not be true for the mode shapes as shown in Figures3(g) and 3(i) in which the first mode shape of movable foundation differs heavily from that of static foundation because of the change of shape function as shown in Tables 1 and 3. For the cases of Pi-Pi, Fi-Fi, and Pi-Fi, movability of the foundation has no influence at all because neither of two ends can move vertically and it is easy to understand when both ends of the beam are rigidly restrained against the vertical motion; the model in this paper is identical to the traditional Winkler foundation beam model.Besides, the influence of the foundation’s movability depends heavily upon the stiffnessκ as shown in Figure 4 which shows variations of the first two wave numbers with κ for five degenerated cases with a static foundation and with a movable foundation. One can see that the wave number is independent of κ for the cases of static foundation shown by solid line. However, for the cases of movable foundation, the wave number decreases first slowly and then fast to zero at the point of the critical foundation stiffness κ=κc, and after this point, it rises fast with κ. And, it is interesting to find for the case of Fr-Fi that the first wave number a1 jumps at a point around κ=125.2 from about 2.3648132 up to about 4.7361473, and the second wave number jumps at the same point from about 4.7361473 up to about 7.8506932, and then, at a point around κ=3654.4, the first wave number jumps once again from about 4.8728569 up to about 5.4978386 while the second one from about 7.7907950 down to about 4.8728576. The fact is the original first mode vanishes when κ crosses 125.2, so the original second mode becomes the first one and the original third one becomes the second one, while when κ>3654.4, the first mode reappear, so the second mode resets, just as shown in Figure 5(c). Figure 5 shows variations of first two mode shapes with κ for five degenerate cases. Generally, the influence of κ is larger on the second mode shape than on the first one. As κ increases, the mode shapes approach a straight line, which accords with the physical truth that when the foundation is rigid the beam cannot deform, i.e., keeping the shape of a straight line.Figure 4
Variations of the first two wave numbers,a1 and a2, with κ for five degenerate cases with a static Winkler foundation (solid line) and with a movable Winkler foundation (dashed line): (a) Sl-Fi and Fr-Sl, (b) Fr-Fi, (c) Fr-Sl, and (d) Sl-Sl.
(a)
(b)
(c)
(d)Figure 5
Variations of the first two mode shapes withκ for five degenerate cases: (a) Sl-Fi, (b) Fr-Sl, (c) Fr-Fi, (d) Fr-Sl, and (e) Sl-Sl.
(a)
(b)
(c)
(d)
(e)


## 4.3. Effects of the Movable Foundation on Elastically Restrained Beams

We consider in this subsection the general case with at least one of the four end restraints, i.e.,κ1, κ2, κ3, and κ4 being elastic, and with at least one of the two vertical restraints, i.e., κ1, κ2, not being rigid. For simplicity, only four cases are considered, i.e.,Case 1:κ3=κ4=0 and κ1=κ2=1, 10, 100Case 2:κ3=κ4=10 and κ1=κ2=1, 10, 100Case 3:κ1=κ2=0 and κ3=κ4=1, 10, 100 andCase 4:κ1=κ2=10 and κ3=κ4=1, 10, 100Figure6 shows variations of the first two wave numbers with the foundation stiffness κ and end restraint stiffness for the above four cases. Clearly, Case 3 is different from others. As shown in Figure 6(c), the influence of κ is like that shown in Figures 4(a), 4(c), and 4(d) for which there exists only one critical foundation stiffness and the second mode is nearly independent of κ. However, for the other three cases, there exists two critical foundation stiffnesses, a smaller one for the first mode and a larger one for the second mode. As κ increases, both wave numbers firstly decrease to zero at the point of their respective critical foundation stiffness and then increase after this point. And, for each of the three cases, wave numbers under different end restraint stiffnesses approach the same as κ increases. Besides, for Case 1 and Case 2, vertical end restraint stiffnesses, κ1 and κ2, have impact on both wave numbers which increase with κ1 and κ2. However, for Case 4, the first wave number is independent of κ3 and κ4 as shown in Figure 6(d).Figure 6
Variations of the first two wave numbers,a1 (solid line) and a2 (dashed line), with κ and end restraint stiffness for four general cases: (a) κ3=κ4=0, (b) κ3=κ4=10, (c) κ1=κ2=0, and (d) κ1=κ2=10.
(a)
(b)
(c)
(d)


## 5. Conclusions

In this paper, we mainly studied the effects of movability of the foundation on natural characteristics of the beam. Some conclusions are summarized as follows:(i)
A general model governing free vibrations of an elastically restrained Euler beam resting on a movable Winkler foundation was first established.(ii)
The frequency equations and corresponding mode shapes were analytically derived and can degenerate into many other classical ones.(iii)
If one of the beam ends is not vertically fixed, the effects of the movable foundation cannot be neglected.(iv)
Contrast to a beam resting on a static foundation and with the same rigid end conditions, movability of the foundation mainly affects the first two modes and the influence depends upon end restraints. The wave number may be enlarged or reduced for different end restraints.(v)
For a rigidly restrained beam resting on a movable Winkler foundation, there exists only one critical foundation stiffness. And, as the foundation stiffnessκ increases, the first wave number firstly decreases to zero at the critical foundation stiffness and then increases after this point. The wave number may jump up and down with κ for some case of end condition.(vi)
There may be two critical foundation stiffnesses for an elastically restrained beam resting on a movable foundation, a smaller one for the first mode and a larger one the second mode. Withκ increasing, the first two wave numbers firstly decrease to zero at their respective critical foundation stiffness and then increase after this point.



---

*Source: 2724768-2019-06-13.xml*