# Influence of a Moving Mass on the Dynamic Behaviour of Viscoelastically Connected Prismatic Double-Rayleigh Beam System Having Arbitrary End Supports

Authors: Jacob Abiodun Gbadeyan; Fatai Akangbe Hammed
Journal: Chinese Journal of Mathematics
 (2017)

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## Abstract

This paper deals with the lateral vibration of a finite double-Rayleigh beam system having arbitrary classical end conditions and traversed by a concentrated moving mass. The system is made up of two identical parallel uniform Rayleigh beams which are continuously joined together by a viscoelastic Winkler type layer. Of particular interest, however, is the effect of the mass of the moving load on the dynamic response of the system. To this end, a solution technique based on the generalized finite integral transform, modified Struble’s method, and differential transform method (DTM) is developed. Numerical examples are given for the purpose of demonstrating the simplicity and efficiency of the technique. The dynamic responses of the system are presented graphically and found to be in good agreement with those previously obtained in the literature for the case of a moving force. The conditions under which the system reaches a state of resonance and the corresponding critical speeds were established. The effects of variations of the ratio(γ1) of the mass of the moving load to the mass of the beam on the dynamic response are presented. The effects of other parameters on the dynamic response of the system are also examined.


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## Body

## 1. Introduction

The problem of determining the dynamic response of elastic structures traversed by moving loads is of significant technological importance and various researchers (Engineers, Physicists, and Applied Mathematicians) continue to pay considerable attention to studying the various corresponding mathematical models [1–14]. Most of these studies have been carried out for simpler structures such as beams, plates, frames, and shells since such elastic structures form the fundamental components of various modern complex structures and the mathematical analysis involved is relatively less complicated. For instance, the trolleys of overhead travelling cranes which move on their girders, as well as bridges on which trains or vehicles move, may be modeled as moving loads on beam [5]. The theory of vibration of single-beam or single-plate system subjected to moving loads with different boundary conditions has been extensively developed with hundreds of articles on it [1–14]. Frýba [2], in particular, gave a comprehensive survey of some of the techniques for solving various versions of this problem. Some engineering applications of the theory of vibration of a single-beam or single-plate system carrying a moving load include the study of the dynamic behaviour of guided circular saws usually used in the wood products industry, modern high-speed precision machinery processes, design of railway bridges, and the machining processes [14]. However, there exist many problems of notable practical significance in many branches of modern industrial, mechanical, aerospace, and civil engineering for which the theory of vibration of single-beam system under a moving load may not hold and hence one has to resort to the vibration theory of double-beam, triple-beam, or multibeam systems traversed by a moving load. Examples of such problems include the vibration of composite materials which is usually modeled using double-beam system. Elastically connected concentric beams are also being used as continuous system models for carbon nanotubes and a linear model for interatomic Van der Waals forces is usually provided for by the elastic layers connecting the two beams. As a third example, it is remarked that the coupled behaviour of paper translating with the paper cloth (wire screen) during paper making process is usually studied by modeling the system as two axially translating tensioned beams interconnected by an elastic foundation. Some other significant applications of double-beam system are in (i) passive vibration control, (ii) weight reduction, and (iii) strength and stiffness increase [15, 16]. It is, nevertheless, observed from literature that, unlike the single-beam system, relatively few works have been carried out for the non-single-beam system carrying moving loads. This is perhaps due to the difficulties encountered in solving the governing coupled partial differential equations. Dublin and Friedrich [17] studied forced vibration of two elastic Euler beams interconnected by spring-damper system. The free vibration and the impact problem of a double-beam system which is made up of identical beams elastically connected were studied theoretically and experimentally by Seelig and Hoppmann [18] and Seelig and Hoppmann II [19], respectively. Kessel [20] studied the excitation of resonance in an elastically connected double beam system by a cyclic moving load while Kessel and Raske [21] carried out the analysis of the dynamic behavior of the system comprising two parallel simply supported beams which were elastically connected and traversed by a cyclic moving load. There exists other interesting studies which have been conducted on double elastic beams [22–24]. To the authors knowledge, most of these previous works involving double beams under moving loads are acted upon by only moving forces. In other words, the effect of the inertia of the moving load has not been taken into account. Yet problems involving this effect, though relatively more difficult, are more appropriate representations of the realistic problems usually encountered in practice. As a matter of fact the moving force problem is a special case of the moving mass problem and the difficulty in the latter is due to the singularity appearing in the inertia terms. The solution techniques in most of the above existing works have also been suitable only for simply supported end conditions. However, in recent years many authors paid attention to earthquake resistance systems as well as economic construction. This calls for lighter weight structures. Hence, it becomes necessary to investigate the influence of relatively large masses traversing such structure. The dynamic response of such structures to moving loads whose inertia effect is not negligible should therefore be thoroughly analysed for a rational safe design.In the present paper, attention is focused on the effect of the mass of a moving load of constant magnitude and velocity on the dynamic response of a finite prismatic double-beam system interconnected by a core. Of particular interest is the influence of the mass of the moving load on the dynamic response of two finite prismatic parallel upper and lower Rayleigh beams connected by a viscoelastic core and having various classical end conditions. This has not been accounted for in previous studies [25]. It is also assumed that the effect of noise is negligible. Hence the influence of either Gaussian or non-Gaussian noise as well as the output constraints [26, 27] is not taken into account. To achieve the desired objective, a general versatile solution technique is developed. This technique is based, in the first instance, on reducing the two governing fourth-order coupled partial differential equations to a set of two second-order ordinary differential equations using generalized finite integral transform. The latter is then simplified using modified Struble’s method [1] and solving the resulting set of two coupled ordinary differential equations using a semianalytical method known as differential transform method (DTM). The solution technique is an extended, modified version of the approach developed by the first author (and Oni) in [1] for the dynamic response of (i) a finite Rayleigh beam and (ii) a non-Mindlin rectangular plate under an arbitrary number of concentrated moving masses. The present technique holds for all types of classical end conditions for double-Rayleigh beams acting upon by either moving forces or masses. Its two-dimensional version for double-plate moving load problem can be easily developed. Semianalytical solutions are obtained. The influence of various parameters (especially those of the inertia of the moving load) involved in the problem are presented graphically and discussed qualitatively and quantitatively. The resonance conditions for both the moving force and moving mass problems are also established. Furthermore, the analysis presented is well illustrated using some of the classical end conditions.The remaining part of this paper is organized as follows: In Section2, the problem is defined, stating the pertinent governing differential equations as well as the corresponding initial and boundary conditions. The method of analysis is discussed in Section 3 along with the solutions of the moving force and moving mass double-beam problems. Illustrative examples are given in Section 4, followed by the discussion on resonance conditions for the moving force and moving mass double-beam systems in Section 5. Section 6 deals with the numerical analysis of the problem. Finally, concluding remarks are given in Section 7.


## 2. Mathematical Model

Consider a double-Rayleigh beam system consisting of two finite, prismatic, undamped, parallel upper and lower Rayleigh beams joined together by a viscoelastic layer (core) which is modeled as a set of parallel springs and dashpots as shown in Figure1. For the sake of brevity and simplicity, the effect of noise on the system is assumed negligible. Thus, the influence of non-Gaussian noises and output constraints [26, 27], in particular, on the system is not considered. The upper beam is subjected to a load P1(x,t) having mass ML and moving with a constant velocity v. For simplicity, it is assumed that the two beams are identical having the same length L, flexural rigidity EI, and mass per unit length μ. For convenience the system is, hereby, referred to as system I. The dynamic responses W1(x,t) and W2(x,t) of the upper and lower Rayleigh beams, respectively, satisfy the following pair of fourth-order, coupled partial differential equations [22, 25].(1)EIW1ivx,t+μW¨1x,t-Tra1μRIW¨1′′x,t+Tra2k1W1x,t-W2x,t+ε0W˙1x,t-W˙2x,t=P1x,t,(2)EIW2ivx,t+μW¨2x,t-Tra1μRIW¨2′′x,t+Tra2k1W2x,t-W1x,t+ε0W˙2x,t-W˙1x,t=0,where RI is the measure of rotatory inertia correction factor, E is the Young’s modulus, I is the second moment of area, k1 is the spring constant, ε0 is the damping coefficient, t(0≤t≤L/v) is the time, x is the spatial coordinate, the prime denotes differentiation with respect to x and a dot is the differentiation with respect to time t, and Tra1 and Tra2 are tracing constants, each of which takes on the value unity or zero depending on whether in the subsequent analysis the effects of (i) rotatory inertia and (ii) the joining layer are taken, respectively, into account or not. Furthermore, the concentrated moving load, P1(x,t), is defined as [1](3)P1x,t=MLg-Tra3MLW¨1x,t-2MLvW˙1′x,t-MLv2W1′′x,tδx-vt.Figure 1
Double-Rayleigh beam system subjected to a moving loadP(x,t).In (3) g is the acceleration due to gravity, the term v2W1′′(x,t) represents the centrifugal acceleration, the term 2vW˙1′(x,t) denotes the Coriolis acceleration, the term W¨1(x,t) represents the local acceleration, and δ(·) is the Dirac delta function defined as(4)δx=∞,x=00,x≠0and Tra3 is the third tracing constant whose value is unity if the effect of inertia of the load is taken into account; otherwise, it is zero. Note that the Dirac delta function is an even function; therefore, it is expressed as a Fourier cosine series and we have [1, 3](5)δx-vt=1L+2L∑n=1∞cos⁡nπvtLcos⁡nπxL.For the system under consideration, the boundary conditions are any of the classical boundary conditions (i.e., any of the simply supported, free, clamped, and sliding boundary conditions) or their combinations. Hence, the conditions can be written as [1](6)B1W1x,te=0=B2W2x,te,where the subscript e indicates that the elements of the vector of linear spatial differential operators B1 and B2 are to be specified at the boundaries of the two beams. Also, without any loss of generality, it is assumed that the boundary conditions on the same side of the system are the same though they can be any of the classical conditions.Finally, the initial conditions are(7)W1x,tt=0=0=W˙1x,tt=0;W2x,tt=0=0=W˙2x,tt=0.


## 3. Method of Solution

To solve the above initial-boundary-value problem made up of (1)–(3) and (5)–(7), the method of solution already alluded to is presented in this section. The method consists of the following three main steps. (i) Reduce the set of two fourth-order coupled partial differential equations (1) and (2) to a set of two coupled ordinary differential equations of order two using the generalized finite integral transform. (ii) Use the modified asymptotic method of Struble [1] to simplify the resulting set of two coupled transformed ordinary differential equations. (iii) Solve the final set of two simplified coupled transformed ordinary differential equations using a semianalytical method known as differential transform method (DTM).


### 3.1. The Transformed Second-Order Coupled Ordinary Differential Equations

To obtain the solution for the transverse dynamic responsesW1(x,t) and W2(x,t) of the two Rayleigh beams interconnected by a viscoelastic layer, the fourth-order coupled partial differential equations (1) and (2) are, in the first instance, transformed into a set of two second-order coupled ordinary differential equations. To this end, the generalized finite integral transforms which are defined as(8)W¯1q,t=∫0LW1x,tUqxdx,(9)W¯2q,t=∫0LW2x,tUqxdxare introduced.The corresponding inverse formulae are(10)W1x,t=∑q=1∞μUcqW¯1q,tUqx,(11)W2x,t=∑q=1∞μUcqW¯2q,tUqx.In (8) and (9), Uq(x), (q=1,2,…,∞) are eigenfunctions of a single-Euler beam system which usually have the form(12)Uqx=sin⁡λqLx+Aqcos⁡λqLx+Bqsinh⁡λqLx+Cqcosh⁡λqLx.The constants Aq, Bq, Cq, and λq are usually determined using any of the classical boundary conditions. Also, the constant Ucq is defined as(13)Ucq=∫0LμUq2xdxand Uq(x) are such that (14)EIUqivx=μωq2Uqxwhile ωq is the natural circular frequency, defined as(15)ωq2=λq4L4EIμ.Taking the generalized finite integral transform of (1)–(3) using (5), (7), (8), (9), (10), and (11), one obtains(16)W¯¨1q,t+ωq2W¯1q,t-Tra1RIh1∗t+Tra3L∑q=1∞MLμUcqh3∗t,v+2vh4∗t,v+v2h5∗t,v+Tra2k1μW¯1q,t+ε0μW¯˙1q,t-k1μW¯2q,t-ε0μW¯˙2q,t=MLμgUqvt,W¯¨2q,t+ωq2W¯2q,t-Tra1RIh2∗t+Tra2k1μW¯2q,t+ε0μW¯˙2q,t-k1μW¯1q,t-ε0μW¯˙1q,t=0,where(17)h1∗t=∑r=1∞μUcqθ2q,rW¯¨1r,t,(18)h2∗t=∑r=1∞μUcrθ2q,rW¯¨2r,t,(19)h3∗t;v=W¯¨1r,tθ1q,r+2∑n=1∞cos⁡nπvtLθ1cq;r,(20)h4∗t;v=W¯¨1r,tθ3q,r+2∑n=1∞cos⁡nπvtLθ3cq;r,(21)h5∗t;v=W¯¨1r,tθ2q,r+2∑n=1∞cos⁡nπvtLθ2cq;r,(22)θ1q,r=∫0LUrxUqxdx;θ2q,r=∫0LUrxUq′′xdx,(23)θ3q,r=∫0LUr′xUqxdx,θ1cq,r=∫0LcosnπxLUrxUqxdx,(24)θ2cq,r=∫0LcosnπxLUr′′xUqxdx,θ3cq,r=∫0LcosnπxLUr′xUqxdx,(25)Ucr=∫0LUr2xdx.Equations (16)–(25) are the coupled transformed second-order ordinary differential equations governing the lateral behaviour of a double-Rayleigh beam system interconnected by a viscoelastic layer and traversed by a moving mass.


### 3.2. Simplification of the Coupled Second-Order Differential Equations

In general, it is difficult to get an exact analytical solution to a set of two coupled second-order ordinary differential equations unless certain simplifications are carried out and/or some assumptions are made. Furthermore, it is remarked at this juncture that the difficulty with (16), in particular, is not only that they are highly coupled but that the coefficients of the terms representing the inertia of the moving load are also functions of the independent variable t. Hence, it is expedient that this set of coupled, transformed second-order ordinary differential equations are simplified using certain assumptions. Specifically, the method of simplifying these equations involves following these three substeps: (a) Decouple the set of the ordinary differential equations. (b) Obtain modified frequency (I) due to the effect of rotatory inertia. (c) Obtain yet another modified frequency (II) due to the effect of the mass of the moving load.


### 3.3. Partially Decoupled Transformed Ordinary Differential Equations

In this subsection, we seek to simplify the coupled transformed second-order ordinary differential equations (16). To this end, a system consisting of two unconnected Rayleigh beams is, in the time being, considered. It is also assumed that one of the beams (hereby referred to as first beam) is acted upon by a moving mass while the second vibrates freely. This system is a simplified version of system I and is, for convenience, hereby termed system II. For this type of system, (16) are reduced to(26)W¯¨1q,t+ωq2W¯1q,t-Tra1RIh1∗t+Tra3L∑q=1∞MLUcqh3∗t,v+2vh4∗t,v+v2h5∗t,v=MLμgUqvt,(27)W¯¨2q,t+ωq2W¯2q,t-Tra1RIh2∗t=0.Note that (26) and (27) can also be directly obtained from (16) by setting Tra2 to zero and are still coupled.


### 3.4. Method of Obtaining the Modified Frequency (I)

Equations (26) and (27) are still difficult to solve. Hence, they have to be further simplified. To achieve this, the first Rayleigh beam of system II is hereby assumed, for the time being, to be acted upon by a moving force as opposed to a moving mass. In other words, the moving force problem of system II is considered. This amounts to setting Tra3 to zero in (26) so that (26) and (27) become(28)W¯¨1q,t+ωq2W¯1q,t-Tra1RIh1∗t=MLμgUqvt,(29)W¯¨2q,t+ωq2W¯2q,t-Tra1RIh2∗t=0,respectively.Furthermore, it is still difficult to obtain an exact analytical solution to (28) and (29). Hence, one resorts to using an approximate analytical technique [1] which is a modification of the asymptotic method due to Struble [1, 3]. This analytic technique involves obtaining a modified frequency (I) of the system due to the presence of the effect of rotatory inertia so that each of the differential operators in (28) and (29) is replaced by an equivalent operator defined by the modified frequency. Hence, following [1], one first denotes the ratio of the rotatory inertia correction factor, RI, of any of the two beams to its length by γ0 and define a small parameter α such that(30)α=γ01+γ0<1.It follows, therefore, that(31)γ0=α+0α2.Considering the homogenous part of (28), for instance, one obtains(32)W¯¨1q,t+ωq21+αθ∗q,qW¯1q,t-Tra1∑r=1,r≠q∞αθ∗q,rW¯¨1r,t=0,where(33)θ∗q,q=μLUcqθ2q,q.According to Struble’s technique [1, 3], the general solution of (28) is of the form(34)W¯1q,t=Zq,tcosωqt-Qq,t+∑i=1N1αiW¯iq,t+OαN1+1,where Z(q,t) and Q(q,t) are slowly time varying functions such that(35)Z˙q,t≈0α;Z˙q,t≈0α2,Q˙q,t≈0α;Q˙q,t≈0α2while N1 is a finite natural number and “≈” denotes “is of order.”ForN1=1 and without loss of generality, we have(36)W¯1q,t=Zq,tcosωqt-Qq,t+αW¯1q,t+Oα2and hence(37)W¯¨1q,t=Z¨q,t-ωq2Zq,t+2ωqZq,tQ˙q,t-Zq,tQ˙2q,tcosωqt-Qq,t-2ωqZ˙q,t-2Z˙q,tQ˙q,t-Zq,tQ¨q,tsinωqt-Qq,t+αW¯¨1q,t+Oα2.Substituting (36) and (37) into (32) and simplifying the resulting equation, taking into account (30), (31), and (35), we have(38)2ωqZq,tQ˙q,tcosωqt-Qq,t-2ωqZ˙q,tsinωqt-Qq,t-2αvωqZq,tθ2j,qsinωqt-Qq,t-4αvωqZq,tθ2j,q∑n=1∞cos⁡nπvtLsinωqt-Qq,t-αωq2Zq,tθ1j,qcos⁡ωqt-Qq,t-2αωq2Zq,tθ1j,q∑n=1∞cos⁡nπvtLcos⁡ωqt-Qq,t+αv2Zq,tθ3j,qcos⁡ωqt-Qq,t+2αv2θ3j,qZq,t∑n=1∞cos⁡nπvtLcos⁡ωqt-Qq,t=0.Neglecting terms which do not contribute to the variational equations, (38) becomes(39)ωq2Tra1αθ∗q,qZq,tcos⁡ωqt-Qq,t+2ωqZq,tQ˙q,tcos⁡ωqt-Qq,t-2ωZ˙q,tsin⁡ωqt-Qq,t=0.Setting the coefficients of cos⁡ωqt-Q(q,t) and sin⁡ωqt-Q(q,t) in (39) to zero, we have (40)2ωqQ˙q,t+ωq2Tra1αθ∗q,q=0,(41)2ωqZ˙q,t=0whose solutions are(42)Zq,t=k0,(43)Qq,t=-ωq2αTra1θ∗q,qt+kq,respectively, while k0, kq are constants.Hence, the desired modified frequency (I) due to the presence of rotatory inertia is(44)δq=ωq22+Tra1αθ∗q,qand the differential operator which acts on W1(q,t) and W1(r,t) in (28) is, as earlier alluded to, replaced by the equivalent free system operator defined by the modified frequency, δq. In other words, (28) which describes the transverse displacement of the first Rayleigh beam traversed by a moving force is reduced to(45)W¯¨1q,t+δq2W¯1q,t=PORUqvt,where(46)POR=MLgμ1+αθ∗q,q.Using arguments similar to those presented thus far in this subsection, (29) is also reduced to(47)W¯¨2q,t+δq2W¯2q,t=0.The implication of (45) and (47) is that when the effect of the inertia terms (i.e., the terms involving the tracing constants Tra3) for system II is not neglected, (26) and (27) simplify to(48)W¯¨1q,t+δq2W¯1q,t+Tra3MLμL∑q=1∞1Ucqh2∗t,v+2vh3∗t,v+v2h4∗t,v=PORUqvt,(49)W¯¨2q,t+δq2W¯2q,t=0,respectively. In other words, the set of second-order ordinary differential equations for system II when the first Rayleigh beam is acted upon by a moving mass is now reduced to (48) and (49).


### 3.5. Method of Obtaining the Modified Frequency (II)

The problem of system II is now reduced to that of seeking the solutions to (48) and (49). It is however remarked at this juncture that while (49) can be easily solved, there is no exact analytical solution of (48). Hence, one again resorts to the approximate analytical method discussed in Section 3.4. The argument is that the problem under consideration involves the effect of both rotatory inertia and the inertia of the moving load. Hence, it is not sufficient to obtain the modified frequency (I) due to the effect of rotatory inertia only [2]. As a matter of fact, having obtained the modified frequency (I), δq, we now proceed to obtain another frequency (a modified δq), say Ωq, which is due not only to the presence of rotatory inertia but also to that of the moving mass. Following arguments similar to that of Section 3.4, an equivalent free system operator defined in terms of the new frequency, Ωq, for W¯1(q,t) then replaces the terms on the left hand side of (48). To this end, we introduce a small parameter γ such that(50)γ=γ11+γ1<1,where (51)γ1=MLμLis the mass ratio.It also follows that(52)γ1=γ+0γ2.To obtain the desired modified frequency (II) due to the effect of the inertia of the moving load and that of the rotatory inertia, the homogeneous part of (48) is then considered. The first approximation to the assumed solution of the said homogeneous equation, according to Struble’s technique, is(53)W¯1q,t=Zq,tcosδqt-Qq,t+γW¯1q,t+Oγ2.Again substituting (53) and its first- and second-order time derivatives into the homogeneous part of (48) taking into account (52), we have(54)-2δqZ˙q,tsinδqt-Qq,t+2Zq,tQ˙q,tδqcosδqt-Qq,t+γW¯¨1q,t+γδq2W¯1q,t+γ∑r=1∞μUcr-δr2θ1r,t+2∑n=1∞cos⁡nπvtLθ1cq,rZr,tcosδrt-Qr,t-2δrvθ3q,r+2∑n=1∞cos⁡nπvtLθ3cq,rZr,tsinδrt-Qr,t+v2θ2q,r+2∑n=1∞cos⁡nπvtLθ2cq,rZr,tcosδrt-Qr,t=0,where the terms in γ2 and higher power of γ have been neglected. The corresponding variational equations are(55)-2δqZ˙q,t-2γvμδqUcrθ3q,qZq,t=0,2ZQ˙q,tδq-γδq2Ucrμθ1q,q-v2θ2q,qδq2=0.Solving (55), we have(56)Zq,t=A0e-r0t,Qq,t=μγδq2Ucrθ1q,q-v2θ2q,qδq2t+ϕq,where r0=μγvθ3(q,q)/Ucr, A0 and ϕq are constants, and hence (57)Ωq=δq1-μγ2Ucrθ1q,q-v2θ2q,qδq2.Equation (57) is the desired modified frequency (II) corresponding to the frequency of the free system involving rotatory inertia and moving mass effect.Hence, according to Struble’s technique, (48) reduces to(58)W¯¨1q,t+Ωq2W¯1q,t=PTRUqvt,where(59)PTR=γgLand the set of second-order transformed ordinary differential equations for system II are now made up of (45) and (58) whose closed form solutions can be obtained without much difficulty.


### 3.6. Solution of the Two Viscoelastically Connected Rayleigh Beams

Recall that system II is a simplified version of the original system I and it is obtained by assuming that the two Rayleigh beams are not joined by a layer (i.e.,Tra2=0). Now, if the viscoelastic layer is retained, then Tra2 is not equal to zero. In this case and in view of (45) and (58), the two second-order transformed coupled ordinary differential equations for the double-Rayleigh beam system I are finally simplified to(60)W¯¨1q,t+Ωq2W¯1q,t+Tra2k1μW¯1q,t+ε0μW¯˙1q,t-k1μW¯2q,t-ε0μW¯˙2q,t=PORUqvt,W¯¨2q,t+δq2W¯2q,t+Tra2k1μW¯1q,t+ε0μW¯˙1q,t-k1μW¯2q,t-ε0μW¯˙2q,t=0in terms of the two modified frequencies (δq and Ωq), respectively. In other words, problem of assessing the dynamic behaviour of a double-Rayleigh beam system I traversed by a moving mass under arbitrary end supports reduces to that of solving (60) subjected to the corresponding transformed initial conditions. To solve the coupled differential equations (60) a semianalytical method known as differential transform method (DTM) is used. To this end, we first state briefly the basic theory of the method as follows. The differential transform of the mth derivative of a function w(t) is given as [28, 29](61)Wm=1m!dmwtdtmt=t0.The corresponding inverse transformation is defined as(62)wt=∑m=0∞t-t0mWm.Hence, (61) and (62) yield(63)wt=∑m=0∞t-t0mm!dmwtdtmt=t0.It is well known that, in application, the series in (62) is finite and usually written as(64)wt=∑m=0Pt-t0mWmsuch that the series ∑m=P+1∞(t-t0)mW(m) is considered unimportantly small.Furthermore, it can be readily shown [28, 29] that the relationships in Table 1 between the original function w(t) and the transformed function W(m), for t0=0, hold.Table 1
Basic theorems of DTM for equations of motion.
Original function T-function w t = u t ± v t W ¯ k = U ¯ k ± V ¯ k w ( t ) = c u t W ¯ k = c U ¯ k w ( t ) = d u ( t ) d t W ¯ ( k ) = ( k + 1 ) U ¯ ( k + 1 ) w ( t ) = d n u ( t ) d t n W ¯ k = k + 1 k + 2 ⋯ ( k + n - 1 ) ( k + n ) U ¯ ( k + n ) w ( t ) = u ( t ) v ( t ) W ¯ ( k ) =  ∑ n = 0 k U ¯ ( n ) V ¯ ( k - n ) w ( t ) = u ( t ) v ( t ) y ( t ) W ¯ ( k ) =  ∑ n = 0 k ∑ r = 0 k - n U ¯ ( n ) V ¯ ( r ) Y ¯ ( k - n - r ) w ( t ) = u ( t )  ∫ 0 L v ( x ) d t W ¯ ( k ) =  ∑ n = 1 k U ¯ ( k - n ) V ¯ ( n - 1 ) n   k ≥ 1 w t = t m W ¯ ( k ) = δ ( k - m ) = 1 , k = m 0 , k ≠ m w t = sin ⁡ a t W ¯ ( k ) = 1 k ! a k sin ⁡ k π 2 w t = cos ⁡ a t W ¯ ( k ) = 1 k ! a k cos ⁡ k π 2 w t = sinh ⁡ a t W ¯ k = 1 2 k ! ( a ) k - ( - a ) k w t = cosh ⁡ a t W ¯ ( k ) = 1 2 k ! ( a ) k + ( - a ) kNext, the application of the differential transform on (60), using Table 1, yields the following recurrence relations for m≥0(65)W¯1m+2=1m+1m+2POR1m!λqvLmsinmπ2+Aqm!λqvLmcosmπ2+Bq2m!λqvLm--λqvLm+Cq2m!λqvLm+-λqvLm-Ωq2W¯1m-Tra2k1μW¯1m-Tra2ε0μm+1W¯1m+1+Tra2k1μW¯2m+Tra2ε0μm+1W¯2m+1,(66)W¯2m+2=1m+1m+2-δq2W¯2m-Tra2k1μW¯2m-Tra2ε0μm+1W¯2m+1+Tra2k1μW¯1m+Tra2ε0μm+1W¯1m+1.Note that, in obtaining (65), (12) had been used. Equations (60) are also to be solved subject to the following transformed initial conditions:(67)W¯10=0=W¯11,W¯20=0=W¯21.Substituting (67) for m=0,1,2,3,… into recurrence relations (65), (66), using “MAPLE 18,” we have(68)W¯12=POR2!Aq+Cq,(69)W¯22=0,(70)W¯13=POR3!σq1+Bq-Tra2ε0μAq+Cq,(70b)σq=λqvL,(71)W¯23=POR3!Tra2ε0μAq+Cq(72)W¯14=POR4!σq2-Ωq2Cq-σq2+Ωq2Aq-Tra2k1μAq+Cq-Tra2ε0μσq1+Bq+2Tra22ε02μ2Aq+Cq,(73)W¯24=POR4!-2Tra22ε02μ2Aq+Cq+Tra2k1μAq+Cq+Tra2ε0μσq1+Bq,(74)W¯15=POR5!σq3Bq-1+Ωq2Tra2ε0μAq+Cq-Ωq2σq1+Bq-Tra2k1μσq1+Bq+4Tra22k1ε0μ2Aq+Cq-Tra2ε0μCqσq2-Ωq2+Tra2ε0μAqσq2+Ωq2+2Tra22ε02μ2σq1+Bq-4Tra23ε03μ3Aq+Cq,(75)W¯25=POR5!-δq2Tra2ε0μAq+Cq-4Tra22k1ε0μ2Aq+Cq+4Tra23ε03μ3Aq+Cq-2Tra22ε02μ2σq1+Bq+Tra2k1σqμ1+Bq+Tra2ε0μCqσq2-Ωq2-Tra2ε0μAqσq2+Ωq2.Using the inverse differential transform of (64) in conjunction with (67), for t0=0, we obtain(76)W1mmx,t=∑q=1∞PRTμUcqσq2-Ωq212!Aq+Cqσq2-Ωq2t2+σq2-Ωq223!σq1+Bq-Tra2ε0μAq+Cqt3+σq2-Ωq224!Cq-σq2+Ωq2σq2-Ωq2Aq-Tra2k1μAq+Cqσq2-Ωq2-Tra2ε0σqμ1+Bqσq2-Ωq2+2Tra22ε02μ2Aq+Cqσq2-Ωq2t4+σq2-Ωq225!-σq3Bq-1σq2-Ωq2+Ωq2Tra2ε0Aq+Cqμσq2-Ωq2-Ωq2σq1+Bqσq2-Ωq2-Tra2k1σq1+Bqμσq2-Ωq2+4Tra22k1ε0Aq+Cqμ2σq2-Ωq2-Tra2ε0Cqμ+Tra2ε0Aqσq2+Ωq2μσq2-Ωq2+2Tra22ε02σq1+Bqμ2σq2-Ωq2-4Tra23ε03Aq+Cqμ3σq2-Ωq2t5+⋯sin⁡λqLx+Aqcos⁡λqLx+Bqsinh⁡λqLx+Cqcosh⁡λqLx,W2mmx,t=∑q=1∞PRTμUcqσq2-δq213!Tra2ε0μAq+Cqσq2-δq2t3+σq2-δq24!Tra2k1μAq+Cq+Tra2ε0σqμ1+Bq-2Tra22ε02μ2Aq+Cqt4+σq2-δq225!Tra2ε0Cqμσq2-δq2-Tra2ε0Aqμσq2+δq2+Tra2k1σqμ1+Bq-Tra2ε0Ωq2μAq+Cq-4Tra22k1ε0μ2Aq+Cq-2Tra22ε02σqμ21+Bq+4Tra23ε03μ3Aq+Cqt5+⋯sin⁡λqLx+Aqcos⁡λqLx+Bqsinh⁡λqLx+Cqcosh⁡λqLx.Equations (76) represent the transverse displacements of the double-Rayleigh beams interconnected by a viscoelastic layer, traversed by a moving mass and having arbitrary end supports.For the purpose of comparison the moving force problem associated with system I is considered. It is therefore remarked at this juncture that in view of (45), (46), and (47) and retaining the viscoelastic core, the two reduced transformed coupled second-order ordinary differential equations for the corresponding moving force problem of system I having arbitrary boundary conditions are(77)W¯¨1q,t+δq2W¯1q,t+Tra2k1μW¯1q,t+ε0μW¯˙1q,t-k1μW¯2q,t-ε0μW¯˙2q,t=PRTUqvt,W¯¨2q,t+δq2W¯2q,t+Tra2k1μW¯2q,t+ε0μW¯˙2q,t-k1μW¯1q,t-ε0μW¯˙1q,t=0.Solving (77), subject to the corresponding transformed initial conditions, using the differential transform method, one obtains, after inversion, the following:(78)
W
1
m
f
x
,
t
=
∑
q
=
1
∞
μ
P
R
T
U
c
q
σ
q
2
-
δ
q
2
1
2
!
A
q
+
C
q
σ
q
2
-
δ
q
2
t
2
+
σ
q
2
-
δ
q
2
3
!
σ
q
1
+
B
q
-
T
r
a
2
ε
0
μ
A
q
+
C
q
t
3
+
σ
q
2
-
δ
q
2
2
4
!
C
q
-
σ
q
2
+
δ
q
2
σ
q
2
-
δ
q
2
A
q
-
T
r
a
2
k
1
μ
A
q
+
C
q
σ
q
2
-
δ
q
2
-
T
r
a
2
ε
0
σ
q
μ
1
+
B
q
σ
q
2
-
δ
q
2
+
2
T
r
a
2
2
ε
0
2
μ
2
A
q
+
C
q
σ
q
2
-
δ
q
2
t
4
+
σ
q
2
-
δ
q
2
2
5
!
σ
q
3
B
q
-
1
σ
q
2
-
δ
q
2
+
δ
q
2
T
r
a
2
ε
0
μ
A
q
+
C
q
σ
q
2
-
δ
q
2
-
δ
q
2
σ
q
1
+
B
q
σ
q
2
-
δ
q
2
-
T
r
a
2
k
1
σ
q
1
+
B
q
μ
σ
q
2
-
δ
q
2
+
4
T
r
a
2
2
k
1
ε
0
A
q
+
C
q
μ
2
σ
q
2
-
δ
q
2
+
⋯
sin
⁡
λ
q
L
x
+
A
q
cos
⁡
λ
q
L
x
+
B
q
sinh
⁡
λ
q
L
x
+
C
q
cosh
⁡
λ
q
L
x
,
(79)
W
2
m
f
x
,
t
=
∑
q
=
1
∞
μ
P
R
T
U
c
q
σ
q
2
-
δ
q
2
1
3
!
T
r
a
2
ε
0
μ
A
q
+
C
q
σ
q
2
-
δ
q
2
t
3
+
σ
q
2
-
δ
q
2
4
!
T
r
a
2
k
1
μ
A
q
+
C
q
+
T
r
a
2
ε
0
σ
q
μ
1
+
B
q
-
2
T
r
a
2
2
ε
0
2
μ
2
A
q
+
C
q
t
4
+
σ
q
2
-
δ
q
2
5
!
T
r
a
2
ε
0
C
q
μ
σ
q
2
-
δ
q
2
-
T
r
a
2
ε
0
μ
A
q
σ
q
2
+
δ
q
2
+
T
r
a
2
k
1
μ
C
q
1
+
B
q
-
T
r
a
2
ε
0
δ
q
2
μ
A
q
+
C
q
-
4
T
r
a
2
2
k
1
ε
0
μ
2
A
q
+
C
q
-
2
T
r
a
2
2
ε
0
2
μ
2
σ
q
1
+
B
q
+
4
T
r
a
2
3
ε
0
3
μ
3
A
q
+
C
q
t
5
+
⋯
sin
⁡
λ
q
L
x
+
A
q
cos
⁡
λ
q
L
x
+
B
q
sinh
⁡
λ
q
L
x
+
C
q
cosh
⁡
λ
q
L
x
.Equations (78) and (79) denote the lateral deflections of the upper and lower Rayleigh beams, respectively, due to concentrated moving force having constant velocity and traversing a viscoelastically connected double-Rayleigh beam system with general end supports.


## 3.1. The Transformed Second-Order Coupled Ordinary Differential Equations

To obtain the solution for the transverse dynamic responsesW1(x,t) and W2(x,t) of the two Rayleigh beams interconnected by a viscoelastic layer, the fourth-order coupled partial differential equations (1) and (2) are, in the first instance, transformed into a set of two second-order coupled ordinary differential equations. To this end, the generalized finite integral transforms which are defined as(8)W¯1q,t=∫0LW1x,tUqxdx,(9)W¯2q,t=∫0LW2x,tUqxdxare introduced.The corresponding inverse formulae are(10)W1x,t=∑q=1∞μUcqW¯1q,tUqx,(11)W2x,t=∑q=1∞μUcqW¯2q,tUqx.In (8) and (9), Uq(x), (q=1,2,…,∞) are eigenfunctions of a single-Euler beam system which usually have the form(12)Uqx=sin⁡λqLx+Aqcos⁡λqLx+Bqsinh⁡λqLx+Cqcosh⁡λqLx.The constants Aq, Bq, Cq, and λq are usually determined using any of the classical boundary conditions. Also, the constant Ucq is defined as(13)Ucq=∫0LμUq2xdxand Uq(x) are such that (14)EIUqivx=μωq2Uqxwhile ωq is the natural circular frequency, defined as(15)ωq2=λq4L4EIμ.Taking the generalized finite integral transform of (1)–(3) using (5), (7), (8), (9), (10), and (11), one obtains(16)W¯¨1q,t+ωq2W¯1q,t-Tra1RIh1∗t+Tra3L∑q=1∞MLμUcqh3∗t,v+2vh4∗t,v+v2h5∗t,v+Tra2k1μW¯1q,t+ε0μW¯˙1q,t-k1μW¯2q,t-ε0μW¯˙2q,t=MLμgUqvt,W¯¨2q,t+ωq2W¯2q,t-Tra1RIh2∗t+Tra2k1μW¯2q,t+ε0μW¯˙2q,t-k1μW¯1q,t-ε0μW¯˙1q,t=0,where(17)h1∗t=∑r=1∞μUcqθ2q,rW¯¨1r,t,(18)h2∗t=∑r=1∞μUcrθ2q,rW¯¨2r,t,(19)h3∗t;v=W¯¨1r,tθ1q,r+2∑n=1∞cos⁡nπvtLθ1cq;r,(20)h4∗t;v=W¯¨1r,tθ3q,r+2∑n=1∞cos⁡nπvtLθ3cq;r,(21)h5∗t;v=W¯¨1r,tθ2q,r+2∑n=1∞cos⁡nπvtLθ2cq;r,(22)θ1q,r=∫0LUrxUqxdx;θ2q,r=∫0LUrxUq′′xdx,(23)θ3q,r=∫0LUr′xUqxdx,θ1cq,r=∫0LcosnπxLUrxUqxdx,(24)θ2cq,r=∫0LcosnπxLUr′′xUqxdx,θ3cq,r=∫0LcosnπxLUr′xUqxdx,(25)Ucr=∫0LUr2xdx.Equations (16)–(25) are the coupled transformed second-order ordinary differential equations governing the lateral behaviour of a double-Rayleigh beam system interconnected by a viscoelastic layer and traversed by a moving mass.


## 3.2. Simplification of the Coupled Second-Order Differential Equations

In general, it is difficult to get an exact analytical solution to a set of two coupled second-order ordinary differential equations unless certain simplifications are carried out and/or some assumptions are made. Furthermore, it is remarked at this juncture that the difficulty with (16), in particular, is not only that they are highly coupled but that the coefficients of the terms representing the inertia of the moving load are also functions of the independent variable t. Hence, it is expedient that this set of coupled, transformed second-order ordinary differential equations are simplified using certain assumptions. Specifically, the method of simplifying these equations involves following these three substeps: (a) Decouple the set of the ordinary differential equations. (b) Obtain modified frequency (I) due to the effect of rotatory inertia. (c) Obtain yet another modified frequency (II) due to the effect of the mass of the moving load.


## 3.3. Partially Decoupled Transformed Ordinary Differential Equations

In this subsection, we seek to simplify the coupled transformed second-order ordinary differential equations (16). To this end, a system consisting of two unconnected Rayleigh beams is, in the time being, considered. It is also assumed that one of the beams (hereby referred to as first beam) is acted upon by a moving mass while the second vibrates freely. This system is a simplified version of system I and is, for convenience, hereby termed system II. For this type of system, (16) are reduced to(26)W¯¨1q,t+ωq2W¯1q,t-Tra1RIh1∗t+Tra3L∑q=1∞MLUcqh3∗t,v+2vh4∗t,v+v2h5∗t,v=MLμgUqvt,(27)W¯¨2q,t+ωq2W¯2q,t-Tra1RIh2∗t=0.Note that (26) and (27) can also be directly obtained from (16) by setting Tra2 to zero and are still coupled.


## 3.4. Method of Obtaining the Modified Frequency (I)

Equations (26) and (27) are still difficult to solve. Hence, they have to be further simplified. To achieve this, the first Rayleigh beam of system II is hereby assumed, for the time being, to be acted upon by a moving force as opposed to a moving mass. In other words, the moving force problem of system II is considered. This amounts to setting Tra3 to zero in (26) so that (26) and (27) become(28)W¯¨1q,t+ωq2W¯1q,t-Tra1RIh1∗t=MLμgUqvt,(29)W¯¨2q,t+ωq2W¯2q,t-Tra1RIh2∗t=0,respectively.Furthermore, it is still difficult to obtain an exact analytical solution to (28) and (29). Hence, one resorts to using an approximate analytical technique [1] which is a modification of the asymptotic method due to Struble [1, 3]. This analytic technique involves obtaining a modified frequency (I) of the system due to the presence of the effect of rotatory inertia so that each of the differential operators in (28) and (29) is replaced by an equivalent operator defined by the modified frequency. Hence, following [1], one first denotes the ratio of the rotatory inertia correction factor, RI, of any of the two beams to its length by γ0 and define a small parameter α such that(30)α=γ01+γ0<1.It follows, therefore, that(31)γ0=α+0α2.Considering the homogenous part of (28), for instance, one obtains(32)W¯¨1q,t+ωq21+αθ∗q,qW¯1q,t-Tra1∑r=1,r≠q∞αθ∗q,rW¯¨1r,t=0,where(33)θ∗q,q=μLUcqθ2q,q.According to Struble’s technique [1, 3], the general solution of (28) is of the form(34)W¯1q,t=Zq,tcosωqt-Qq,t+∑i=1N1αiW¯iq,t+OαN1+1,where Z(q,t) and Q(q,t) are slowly time varying functions such that(35)Z˙q,t≈0α;Z˙q,t≈0α2,Q˙q,t≈0α;Q˙q,t≈0α2while N1 is a finite natural number and “≈” denotes “is of order.”ForN1=1 and without loss of generality, we have(36)W¯1q,t=Zq,tcosωqt-Qq,t+αW¯1q,t+Oα2and hence(37)W¯¨1q,t=Z¨q,t-ωq2Zq,t+2ωqZq,tQ˙q,t-Zq,tQ˙2q,tcosωqt-Qq,t-2ωqZ˙q,t-2Z˙q,tQ˙q,t-Zq,tQ¨q,tsinωqt-Qq,t+αW¯¨1q,t+Oα2.Substituting (36) and (37) into (32) and simplifying the resulting equation, taking into account (30), (31), and (35), we have(38)2ωqZq,tQ˙q,tcosωqt-Qq,t-2ωqZ˙q,tsinωqt-Qq,t-2αvωqZq,tθ2j,qsinωqt-Qq,t-4αvωqZq,tθ2j,q∑n=1∞cos⁡nπvtLsinωqt-Qq,t-αωq2Zq,tθ1j,qcos⁡ωqt-Qq,t-2αωq2Zq,tθ1j,q∑n=1∞cos⁡nπvtLcos⁡ωqt-Qq,t+αv2Zq,tθ3j,qcos⁡ωqt-Qq,t+2αv2θ3j,qZq,t∑n=1∞cos⁡nπvtLcos⁡ωqt-Qq,t=0.Neglecting terms which do not contribute to the variational equations, (38) becomes(39)ωq2Tra1αθ∗q,qZq,tcos⁡ωqt-Qq,t+2ωqZq,tQ˙q,tcos⁡ωqt-Qq,t-2ωZ˙q,tsin⁡ωqt-Qq,t=0.Setting the coefficients of cos⁡ωqt-Q(q,t) and sin⁡ωqt-Q(q,t) in (39) to zero, we have (40)2ωqQ˙q,t+ωq2Tra1αθ∗q,q=0,(41)2ωqZ˙q,t=0whose solutions are(42)Zq,t=k0,(43)Qq,t=-ωq2αTra1θ∗q,qt+kq,respectively, while k0, kq are constants.Hence, the desired modified frequency (I) due to the presence of rotatory inertia is(44)δq=ωq22+Tra1αθ∗q,qand the differential operator which acts on W1(q,t) and W1(r,t) in (28) is, as earlier alluded to, replaced by the equivalent free system operator defined by the modified frequency, δq. In other words, (28) which describes the transverse displacement of the first Rayleigh beam traversed by a moving force is reduced to(45)W¯¨1q,t+δq2W¯1q,t=PORUqvt,where(46)POR=MLgμ1+αθ∗q,q.Using arguments similar to those presented thus far in this subsection, (29) is also reduced to(47)W¯¨2q,t+δq2W¯2q,t=0.The implication of (45) and (47) is that when the effect of the inertia terms (i.e., the terms involving the tracing constants Tra3) for system II is not neglected, (26) and (27) simplify to(48)W¯¨1q,t+δq2W¯1q,t+Tra3MLμL∑q=1∞1Ucqh2∗t,v+2vh3∗t,v+v2h4∗t,v=PORUqvt,(49)W¯¨2q,t+δq2W¯2q,t=0,respectively. In other words, the set of second-order ordinary differential equations for system II when the first Rayleigh beam is acted upon by a moving mass is now reduced to (48) and (49).


## 3.5. Method of Obtaining the Modified Frequency (II)

The problem of system II is now reduced to that of seeking the solutions to (48) and (49). It is however remarked at this juncture that while (49) can be easily solved, there is no exact analytical solution of (48). Hence, one again resorts to the approximate analytical method discussed in Section 3.4. The argument is that the problem under consideration involves the effect of both rotatory inertia and the inertia of the moving load. Hence, it is not sufficient to obtain the modified frequency (I) due to the effect of rotatory inertia only [2]. As a matter of fact, having obtained the modified frequency (I), δq, we now proceed to obtain another frequency (a modified δq), say Ωq, which is due not only to the presence of rotatory inertia but also to that of the moving mass. Following arguments similar to that of Section 3.4, an equivalent free system operator defined in terms of the new frequency, Ωq, for W¯1(q,t) then replaces the terms on the left hand side of (48). To this end, we introduce a small parameter γ such that(50)γ=γ11+γ1<1,where (51)γ1=MLμLis the mass ratio.It also follows that(52)γ1=γ+0γ2.To obtain the desired modified frequency (II) due to the effect of the inertia of the moving load and that of the rotatory inertia, the homogeneous part of (48) is then considered. The first approximation to the assumed solution of the said homogeneous equation, according to Struble’s technique, is(53)W¯1q,t=Zq,tcosδqt-Qq,t+γW¯1q,t+Oγ2.Again substituting (53) and its first- and second-order time derivatives into the homogeneous part of (48) taking into account (52), we have(54)-2δqZ˙q,tsinδqt-Qq,t+2Zq,tQ˙q,tδqcosδqt-Qq,t+γW¯¨1q,t+γδq2W¯1q,t+γ∑r=1∞μUcr-δr2θ1r,t+2∑n=1∞cos⁡nπvtLθ1cq,rZr,tcosδrt-Qr,t-2δrvθ3q,r+2∑n=1∞cos⁡nπvtLθ3cq,rZr,tsinδrt-Qr,t+v2θ2q,r+2∑n=1∞cos⁡nπvtLθ2cq,rZr,tcosδrt-Qr,t=0,where the terms in γ2 and higher power of γ have been neglected. The corresponding variational equations are(55)-2δqZ˙q,t-2γvμδqUcrθ3q,qZq,t=0,2ZQ˙q,tδq-γδq2Ucrμθ1q,q-v2θ2q,qδq2=0.Solving (55), we have(56)Zq,t=A0e-r0t,Qq,t=μγδq2Ucrθ1q,q-v2θ2q,qδq2t+ϕq,where r0=μγvθ3(q,q)/Ucr, A0 and ϕq are constants, and hence (57)Ωq=δq1-μγ2Ucrθ1q,q-v2θ2q,qδq2.Equation (57) is the desired modified frequency (II) corresponding to the frequency of the free system involving rotatory inertia and moving mass effect.Hence, according to Struble’s technique, (48) reduces to(58)W¯¨1q,t+Ωq2W¯1q,t=PTRUqvt,where(59)PTR=γgLand the set of second-order transformed ordinary differential equations for system II are now made up of (45) and (58) whose closed form solutions can be obtained without much difficulty.


## 3.6. Solution of the Two Viscoelastically Connected Rayleigh Beams

Recall that system II is a simplified version of the original system I and it is obtained by assuming that the two Rayleigh beams are not joined by a layer (i.e.,Tra2=0). Now, if the viscoelastic layer is retained, then Tra2 is not equal to zero. In this case and in view of (45) and (58), the two second-order transformed coupled ordinary differential equations for the double-Rayleigh beam system I are finally simplified to(60)W¯¨1q,t+Ωq2W¯1q,t+Tra2k1μW¯1q,t+ε0μW¯˙1q,t-k1μW¯2q,t-ε0μW¯˙2q,t=PORUqvt,W¯¨2q,t+δq2W¯2q,t+Tra2k1μW¯1q,t+ε0μW¯˙1q,t-k1μW¯2q,t-ε0μW¯˙2q,t=0in terms of the two modified frequencies (δq and Ωq), respectively. In other words, problem of assessing the dynamic behaviour of a double-Rayleigh beam system I traversed by a moving mass under arbitrary end supports reduces to that of solving (60) subjected to the corresponding transformed initial conditions. To solve the coupled differential equations (60) a semianalytical method known as differential transform method (DTM) is used. To this end, we first state briefly the basic theory of the method as follows. The differential transform of the mth derivative of a function w(t) is given as [28, 29](61)Wm=1m!dmwtdtmt=t0.The corresponding inverse transformation is defined as(62)wt=∑m=0∞t-t0mWm.Hence, (61) and (62) yield(63)wt=∑m=0∞t-t0mm!dmwtdtmt=t0.It is well known that, in application, the series in (62) is finite and usually written as(64)wt=∑m=0Pt-t0mWmsuch that the series ∑m=P+1∞(t-t0)mW(m) is considered unimportantly small.Furthermore, it can be readily shown [28, 29] that the relationships in Table 1 between the original function w(t) and the transformed function W(m), for t0=0, hold.Table 1
Basic theorems of DTM for equations of motion.
Original function T-function w t = u t ± v t W ¯ k = U ¯ k ± V ¯ k w ( t ) = c u t W ¯ k = c U ¯ k w ( t ) = d u ( t ) d t W ¯ ( k ) = ( k + 1 ) U ¯ ( k + 1 ) w ( t ) = d n u ( t ) d t n W ¯ k = k + 1 k + 2 ⋯ ( k + n - 1 ) ( k + n ) U ¯ ( k + n ) w ( t ) = u ( t ) v ( t ) W ¯ ( k ) =  ∑ n = 0 k U ¯ ( n ) V ¯ ( k - n ) w ( t ) = u ( t ) v ( t ) y ( t ) W ¯ ( k ) =  ∑ n = 0 k ∑ r = 0 k - n U ¯ ( n ) V ¯ ( r ) Y ¯ ( k - n - r ) w ( t ) = u ( t )  ∫ 0 L v ( x ) d t W ¯ ( k ) =  ∑ n = 1 k U ¯ ( k - n ) V ¯ ( n - 1 ) n   k ≥ 1 w t = t m W ¯ ( k ) = δ ( k - m ) = 1 , k = m 0 , k ≠ m w t = sin ⁡ a t W ¯ ( k ) = 1 k ! a k sin ⁡ k π 2 w t = cos ⁡ a t W ¯ ( k ) = 1 k ! a k cos ⁡ k π 2 w t = sinh ⁡ a t W ¯ k = 1 2 k ! ( a ) k - ( - a ) k w t = cosh ⁡ a t W ¯ ( k ) = 1 2 k ! ( a ) k + ( - a ) kNext, the application of the differential transform on (60), using Table 1, yields the following recurrence relations for m≥0(65)W¯1m+2=1m+1m+2POR1m!λqvLmsinmπ2+Aqm!λqvLmcosmπ2+Bq2m!λqvLm--λqvLm+Cq2m!λqvLm+-λqvLm-Ωq2W¯1m-Tra2k1μW¯1m-Tra2ε0μm+1W¯1m+1+Tra2k1μW¯2m+Tra2ε0μm+1W¯2m+1,(66)W¯2m+2=1m+1m+2-δq2W¯2m-Tra2k1μW¯2m-Tra2ε0μm+1W¯2m+1+Tra2k1μW¯1m+Tra2ε0μm+1W¯1m+1.Note that, in obtaining (65), (12) had been used. Equations (60) are also to be solved subject to the following transformed initial conditions:(67)W¯10=0=W¯11,W¯20=0=W¯21.Substituting (67) for m=0,1,2,3,… into recurrence relations (65), (66), using “MAPLE 18,” we have(68)W¯12=POR2!Aq+Cq,(69)W¯22=0,(70)W¯13=POR3!σq1+Bq-Tra2ε0μAq+Cq,(70b)σq=λqvL,(71)W¯23=POR3!Tra2ε0μAq+Cq(72)W¯14=POR4!σq2-Ωq2Cq-σq2+Ωq2Aq-Tra2k1μAq+Cq-Tra2ε0μσq1+Bq+2Tra22ε02μ2Aq+Cq,(73)W¯24=POR4!-2Tra22ε02μ2Aq+Cq+Tra2k1μAq+Cq+Tra2ε0μσq1+Bq,(74)W¯15=POR5!σq3Bq-1+Ωq2Tra2ε0μAq+Cq-Ωq2σq1+Bq-Tra2k1μσq1+Bq+4Tra22k1ε0μ2Aq+Cq-Tra2ε0μCqσq2-Ωq2+Tra2ε0μAqσq2+Ωq2+2Tra22ε02μ2σq1+Bq-4Tra23ε03μ3Aq+Cq,(75)W¯25=POR5!-δq2Tra2ε0μAq+Cq-4Tra22k1ε0μ2Aq+Cq+4Tra23ε03μ3Aq+Cq-2Tra22ε02μ2σq1+Bq+Tra2k1σqμ1+Bq+Tra2ε0μCqσq2-Ωq2-Tra2ε0μAqσq2+Ωq2.Using the inverse differential transform of (64) in conjunction with (67), for t0=0, we obtain(76)W1mmx,t=∑q=1∞PRTμUcqσq2-Ωq212!Aq+Cqσq2-Ωq2t2+σq2-Ωq223!σq1+Bq-Tra2ε0μAq+Cqt3+σq2-Ωq224!Cq-σq2+Ωq2σq2-Ωq2Aq-Tra2k1μAq+Cqσq2-Ωq2-Tra2ε0σqμ1+Bqσq2-Ωq2+2Tra22ε02μ2Aq+Cqσq2-Ωq2t4+σq2-Ωq225!-σq3Bq-1σq2-Ωq2+Ωq2Tra2ε0Aq+Cqμσq2-Ωq2-Ωq2σq1+Bqσq2-Ωq2-Tra2k1σq1+Bqμσq2-Ωq2+4Tra22k1ε0Aq+Cqμ2σq2-Ωq2-Tra2ε0Cqμ+Tra2ε0Aqσq2+Ωq2μσq2-Ωq2+2Tra22ε02σq1+Bqμ2σq2-Ωq2-4Tra23ε03Aq+Cqμ3σq2-Ωq2t5+⋯sin⁡λqLx+Aqcos⁡λqLx+Bqsinh⁡λqLx+Cqcosh⁡λqLx,W2mmx,t=∑q=1∞PRTμUcqσq2-δq213!Tra2ε0μAq+Cqσq2-δq2t3+σq2-δq24!Tra2k1μAq+Cq+Tra2ε0σqμ1+Bq-2Tra22ε02μ2Aq+Cqt4+σq2-δq225!Tra2ε0Cqμσq2-δq2-Tra2ε0Aqμσq2+δq2+Tra2k1σqμ1+Bq-Tra2ε0Ωq2μAq+Cq-4Tra22k1ε0μ2Aq+Cq-2Tra22ε02σqμ21+Bq+4Tra23ε03μ3Aq+Cqt5+⋯sin⁡λqLx+Aqcos⁡λqLx+Bqsinh⁡λqLx+Cqcosh⁡λqLx.Equations (76) represent the transverse displacements of the double-Rayleigh beams interconnected by a viscoelastic layer, traversed by a moving mass and having arbitrary end supports.For the purpose of comparison the moving force problem associated with system I is considered. It is therefore remarked at this juncture that in view of (45), (46), and (47) and retaining the viscoelastic core, the two reduced transformed coupled second-order ordinary differential equations for the corresponding moving force problem of system I having arbitrary boundary conditions are(77)W¯¨1q,t+δq2W¯1q,t+Tra2k1μW¯1q,t+ε0μW¯˙1q,t-k1μW¯2q,t-ε0μW¯˙2q,t=PRTUqvt,W¯¨2q,t+δq2W¯2q,t+Tra2k1μW¯2q,t+ε0μW¯˙2q,t-k1μW¯1q,t-ε0μW¯˙1q,t=0.Solving (77), subject to the corresponding transformed initial conditions, using the differential transform method, one obtains, after inversion, the following:(78)
W
1
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0
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A
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+
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q
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q
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q
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q
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σ
q
1
+
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q
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q
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q
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a
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k
1
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q
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+
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a
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+
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⋯
sin
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L
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+
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q
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x
+
B
q
sinh
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L
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+
C
q
cosh
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,
(79)
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f
x
,
t
=
∑
q
=
1
∞
μ
P
R
T
U
c
q
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q
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-
δ
q
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1
3
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a
2
ε
0
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A
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q
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q
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q
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+
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q
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-
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4
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T
r
a
2
k
1
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A
q
+
C
q
+
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r
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ε
0
σ
q
μ
1
+
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q
-
2
T
r
a
2
2
ε
0
2
μ
2
A
q
+
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4
+
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q
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5
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T
r
a
2
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q
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a
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0
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A
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q
2
+
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q
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+
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r
a
2
k
1
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C
q
1
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q
-
T
r
a
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q
2
μ
A
q
+
C
q
-
4
T
r
a
2
2
k
1
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0
μ
2
A
q
+
C
q
-
2
T
r
a
2
2
ε
0
2
μ
2
σ
q
1
+
B
q
+
4
T
r
a
2
3
ε
0
3
μ
3
A
q
+
C
q
t
5
+
⋯
sin
⁡
λ
q
L
x
+
A
q
cos
⁡
λ
q
L
x
+
B
q
sinh
⁡
λ
q
L
x
+
C
q
cosh
⁡
λ
q
L
x
.Equations (78) and (79) denote the lateral deflections of the upper and lower Rayleigh beams, respectively, due to concentrated moving force having constant velocity and traversing a viscoelastically connected double-Rayleigh beam system with general end supports.


## 4. Some Case Studies

Hitherto, the discussion has been for general boundary conditions. In this section, two case studies involving (i) simply supported end conditions and (ii) clamped-clamped end conditions are considered in order to illustrate the theory developed thus far.


### 4.1. Simply Supported Double-Rayleigh Beam System

The system considered here comprises two finite Rayleigh beams which are simply supported and are interconnected by a viscoelastic layer. The boundary conditions for such simply supported double-Rayleigh beam system are [3, 22, 24](80)W10;t=W20;t=0;W1L;t=W2L;t=0,W1′′0;t=W2′′0;t=0;W1′′L;t=W2′′L;t=0.Hence, for the eigenfunction, Uq(x), we have(81)Uq0=0=UqL,Uq′′0=0=U′′qLas well as(82)Ur0=0=UrL,Ur′′0=0=U′′rL.It follows, therefore, that in view of (12), (80), and (81) we have(83)Aq=Bq=Cq=0=Ar=Br=Cr,sin⁡λq=0=sin⁡λr,so that(84)λq=qπ;λr=rπ;q,r=1,2,….Equation (15) implies(85)ωq2=q4π4L4EIμ,ωr2=r4π4L4EIμand the corresponding eigenfunction reduces to(86)Uqx=sin⁡λqxL.The associated initial conditions are as given in (7). Hence the generalized finite transforms, (8) and (9) and their inverses, (10) and (11) as well as (13) reduce to(87)W¯1q,t=∫0LW1x,tsinλqxLdx,(88)W¯2q,t=∫0LW2x,tsinλqxLdx,(89)W1x,t=∑q=1∞μUcqsW¯1q,tsinλqxL,(90)W2x,t=∑q=1∞μUcqsW¯2q,tsinλqxL,(91)Ucqs=∫0Lsin2λqxLdx,respectively.Substituting (86) into (22)–(25) and the resulting expressions into (17)–(21) while the results of the latter are in turn substituted into the transformed equations (16), one obtains(92)1+Tra1RIq2π2L2W¯¨1q,t+ωq2W¯1q,t+Tra3ε2Γ0q;v+∑q=0∞Γ1q,v-16∑j=i∞Γ2q,v-Γ3q,v+Tra2k1μW¯1q,t+ε0μW¯˙1q,t-k1μW¯2q,t-ε0μW¯˙2q,t=MLgμsinqπvtL,1+Tra1RIq2π2L2W¯¨2q,t+ωq2W¯2q,t+Tra2k1μW¯2q,t+ε0μW¯˙2q,t-k1μW¯1q,t-ε0μW¯˙1q,t=0,where(93)Γ0q,v=W¯¨1q,t-v2q2π2L2W¯1q,t,Γ1q,v=2sin⁡qπvtLsin⁡rπvtLW¯¨1q,t-8vrqπ2r2π2-q2v2W¯˙1r,t,Γ2q,v=vrqπ4j2+r2-q2cos⁡jπvtj+r2π2-q2π2j-r2π2-q2π2W¯˙1r,t,Γ3q,v=2v2r2π2L2sinqπvtLsinrπvtLW1r,t,ε2=MLμL=γ1.Equations (92) and (93) constitute the coupled transformed second-order ordinary differential equations describing the transverse response of a simply supported double-Rayleigh beam system interconnected by a viscoelastic layer and traversed by a moving mass. Note that (92) can also be obtained by applying (87)–(91) on (1)–(3) using the initial conditions (7). Following the discussion in Section 3.3 and in particular for simply supported system II, (92) and (101) reduce to(94)1+Tra1RIq2π2L2W¯¨1q,t+ωq2W¯1q,t+Tra3ε2Γ0q;v+∑q=0∞Γ1q,v-16∑j=i∞Γ2q,v-Γ3q,v=MLgμsinqπvtL,(95)1+Tra1RIq2π2L2W¯¨2q,t+ωq2W¯2q,t=0,respectively.Also, by following arguments similar to those of Section3.4, it is firstly assumed that the simply supported system II is traversed by a moving force. Thus, (94) and (95) reduce to(96)W¯¨1q,t+ωqss2W¯1q,t=L∗sinqπvtL,(97)W¯¨2q,t+ωqss2W¯2q,t=0,respectively, where(98)ωqss2=ωq21+Tra1RIq2π2/L2;L∗=MLg/μ1+Tra1RIq2π2/L2.Note that solutions to (96) and (97) can easily be obtained and are well known [1]. As a matter of fact, there is no need, for the simply supported system II traversed by a moving force, to obtain the modified frequency (I) due to the effect of rotatory inertia.Next, we consider the case in which the simply supported system II is traversed by a moving mass as opposed to a moving force. In other words, we seek to simplify the entire (94) and (95) when Tra3≠0. To this end, we again use modified Struble’s method and following arguments similar to those in Section 3.5, we obtain(99)γqss=ωqss21+11+Tra1RIq2π2/L2-2γωqss2+v2q2π2/L2ωqss21+Tra1RIq2π2/L2which is the modified frequency II corresponding to the presence of the moving mass and hence (94) and (95) reduce to(100)W¯¨1q,t+γqss2W¯1q,t=γgL1+Tra1RIq2π2/L2sinqπvtL,W¯¨2q,t+ωqss2W¯2q,t=0.Hence, the two second-order transformed coupled ordinary differential equations for a simply supported viscoelastically interconnected double-Rayleigh beam system I are(101)W¯¨1q,t+γqss2W¯1q,t+Tra2k1μW¯1q,t+ε0μW¯˙1q,t-k1μW¯2q,t-ε0μW¯˙2q,t=γgL1+Tra1RIq2π2/L2sinqπvtL,W¯¨2q,t+ωqss2W¯2q,t+Tra2k1μW¯2q,t+ε0μW¯˙2q,t-k1μW¯1q,t-ε0μW¯˙1q,t=0.Solving (101) using differential transform method, we obtain(102)W1ssmx,t=∑q=1∞ηgl1+Tra1RIq2π2/l2μσqssσqss2-γqssm2Uqssσqss2-γqssm23!t3-σqss2-γqssm2Tra2ε04!μt4-σqss2-γqssm25!γqssm2+Tra2k1μ-2Tra2ε02μ2+σqss2t5+σqss2-γqssm26!2γqssm2Tra2ε0μ+4Tra22k1ε0μ2-4Tra23ε03μ3-σqss2t6+⋯sin⁡qπxL,(103)W2ssmx,t=∑q=1∞σqssμglη1+Tra1RIq2π2/l21σqss2-ωqssm2Uqssσqss2-ωqssm24!Tra2ε0μt4+σqss2-ωqssm25!Tra2k1μ-2Tra22ε02μ2t5+σqss2-ωqssm26!-ωqssm2Tra2ε0μ-3Tra22k1ε0μ2+2Tra23ε03μ3-γqssm2Tra2ε0μ-Tra2k1μ+2Tra22ε02μ2-σq2t6+⋯sin⁡qπxL.Equations (102) and (103) represent the lateral deflections of the simply supported double-Rayleigh beam traversed by a moving mass for both the upper, W1ssm(x,t), and the lower, W2ssm(x,t), viscoelastically interconnected Rayleigh beams, respectively.Furthermore, settingTra3 to zero in (92), one obtains the following reduced coupled transformed second-order ordinary differential equations describing the vibration of simply supported viscoelastically connected double-Rayleigh beams under a concentrated moving force:(104)W¯¨1ssfq,t+ωqss2W¯1ssfq,t+N∗k1μW¯1ssfq,t+ε0μW¯˙1ssfq,t-k1μW¯2ssfq,t-ε0μW¯˙2ssfq,t=L∗sin⁡qπvtL,W¯¨2ssfq,t+ωqss2W¯2ssfq,t+N∗k1μW¯2ssfq,t+ε0μW¯˙2ssfq,t-k1μW¯1ssfq,t-ε0μW¯˙1ssfq,t=0,where(105)N∗=Tra21+Tra1RIq2π2/L2.The dynamic response of the simply supported viscoelastically interconnected double-Rayleigh beam system to a moving force after a number of simplifications is found to be(106)W1ssfx,t=∑q=1∞L∗σqssUqssσqss2-ωqssf2σq2-ωqssf23!t3-ε0N∗σqss2-ωqssf24!μt4-σqss2-ωqssf25!ωqssf2+N∗k1μ-2N∗2ε02μ2+σqss2t5σqss2-ωqssf26!2ωqssf2N∗ε0μ+4N∗2k1ε0μ2-4N∗3ε03μ3-N∗ε0μσq2t6+⋯sin⁡qπxLfor the upper Rayleigh beam while the lateral deflection for the lower Rayleigh beam is represented by(107)W2ssfx,t=∑q=1∞L∗N∗σqssUqssσqss2-ωqssf2ε0σqss2-ωqssf2μ4!t4+σqss2-ωqssf25!k1μ-2N∗ε02μ2t5+σqss2-ωqssf26!-2ωqssf2ε0μ-4N∗k1ε0μ2+4N∗2ε03μ3-ε0σqss2μt6+⋯sin⁡qπxL.


### 4.2. Clamped-Clamped Double-Rayleigh Beam System

Next we consider the second case study involving a clamped-clamped double-Rayleigh beam system connected by a viscoelastic core and traversed by a moving load. For such a system having this type of vibrating configuration, both its deflection and slope vanish at the ends and the corresponding boundary conditions are(108)W10;t=W20;t=0;W1L;t=W2L;t=0,W1′0;t=W2′0;t=0;W1′L;t=W2′L;t=0.In terms of the eigenfunctions Uq(x), these boundary conditions become(109)Uq0=0=UqL,U′q0=0=U′qL.Similarly, it follows that(110)Ur0=0=UrL,U′r0=0=U′rL.Now applying (109) on (12), it follows that(111)Aq=-Cq=-sinh⁡λq-sin⁡λqcosh⁡λq-cos⁡λq=Ar=-Cr,Bq=-1=Brand the particular eigenfunction for this vibrating configuration is(112)Uqmcx=cosh⁡λqxL-cos⁡λqxL-σqsinh⁡λqxL-sin⁡λqxL,where(113)σq=cosh⁡λq-cos⁡λqsinh⁡λq-sin⁡λq=1Cq.The corresponding frequency equation is(114)cosh⁡λq=1cos⁡λqwhose roots are [2](115)λ1=4.73004;λ2=7.85320;λ3=10.99561;⋮The corresponding initial conditions remain the same as those prescribed in (7).Two limiting cases of the forced vibrating problem are considered in what follows. These are(1)
the moving mass problem involving the clamped-clamped double finite Rayleigh beam system which are viscoelastically connected with the effect of inertia of the moving load being taken into consideration,(2)
the moving force problem consisting of two finite Rayleigh beams viscoelastically interconnected, clamped at both ends, and traversed by a moving load whose inertia is negligible.In view of (60) and (112), the pair of governing transformed, coupled, second-order ordinary differential equations for case 1 above is(116)W¯¨1mcq,t+Ωqmc2W¯1mcq,t+Tra2k1μW¯1mcq,t+ε0μW¯˙1mcq,t-k1μW¯2mcq,t-ε0μW¯˙2mcq,t=PRTUqmcvt,W¯¨2mcq,t+δqmc2W¯2mcq,t+Tra2k1μW¯2mcq,t+ε0μW¯˙2mcq,t-k1μW¯1mcq,t-ε0μW¯˙1mcq,t=0,where(117)Ωqmc=δqmc1-μγ2Uqmcθ1mcq,q-v2θ2mcq,qδqmc2,δqmc=ωqmc22+Tra1αθ∗q,q,θ∗q,q=μLUqmcθ2mcq,q;α=RIL;γ=MLμL,θqmcq,q=∫0LUqmcxUqmxxdx;θ2mcq,q=∫0LUqmc′′xUqmcxdxwhile the corresponding equations for the second case are(118)W¯¨1fcq,t+δqfc2W¯1fcq,t+Tra2k1μW¯1fcq,t+ε0μW¯˙1fcq,t-k1μW¯2fcq,t-ε0μW¯˙2fcq,t=PRTUqmcvt,W¯¨2fcq,t+δqfc2W¯2fcq,t+Tra2k1μW¯2fcq,t+ε0μW¯˙2fcq,t-k1μW¯1fcq,t-ε0μW¯˙1fcq,t=0,where(119)δqfc=δqmc.Solving the differential equations (116) subject to the corresponding transformed initial conditions (67) using DTM and following arguments similar to those in Section 3.6 for the moving force and moving mass gives, respectively, after inversion(120)W1mcx,t=∑q=1∞PRTσqmc2μUqmcδqmc2-Ωqmc22μδqmc2-Ωqmc24!t2-2δqmc2-Ωqmc2μδqmcσq+ε0Tra25!t3-2δqmc2-Ωqmc2μΩqmc2+Tra2k1-ε0δqmcσqmc-ε0/μ+ε02Tra2/μ6!t4+δqmc2-Ωqmc27!-2Ωqmc2-μδqmcσqmc+ε0Tra2-2Tra2k1δqmcσqmc-ε0Tra2+ε0-2Ωqmc2-2Tra2k1-ε0δqmcσqmc-ε0μ-2ε02Tra22μ+2k1ε0Tra2μ+ε03Tra22μ2-2k1ε0Tra2μ+ε02δqmcTra2σqmc+Tra2ε02σqt5+⋯Uqmcx,W2mcx,t=∑q=1∞PRTσqmc2μUqmcσqmc2-δqmc215!2ε0Tra2t3-σqmc2-δqmc26!2ε02Tra22μ-2k1Tra2+ε0δqmcTra2σqmc-ε0Tra22μ+ε0Tra2σqmct4σqmc2-δqmc27!2ε0δqmc2+Tra22k1ε0μ-2ε03Tra22μ2+2k1ε0Tra2μ-ε02δqmcTra2σqmcμ-ε02σqmcμ-ε03Tra22μ2-2k1δqmcσqmc-2k1ε0Tra2μ-2Ωqmc2ε0-ε0Tra22k1μ-2ε0δqmcσqmcμ-2ε0μ2-2ε02Tra2μ2t5+⋯Uqmcx.Equations (120) are the lateral displacements for the clamped-clamped double-Rayleigh beam system traversed by a moving mass. Solving (118) together with the initial conditions using DTM, one obtains(121)W1fcx,t=∑q=1∞PORσq2μUqfcσqfc2-δqfc22μδqfc2-Ωqfc24!t2-2σqfc2-δqfc2μδqfcσqfc+ε0Tra25!t3-2σqfc2-δqfc2μδqfc2+Tra2k1-ε0δqfcσqfc-ε0/μ+ε02Tra2/μ6!t4+σqfc2-δqfc27!-2δqfc2-μδqfcσqfc+ε0Tra2-2Tra2k1δqfcσqfc-ε0Tra2+ε0-2δqfc2-2Tra2k1-ε0δqfcσqfc-ε0μ-2ε02Tra22μ+2k1ε0Tra2μ+ε03Tra22μ2-2k1ε0Tra2μ+ε02δqfcTra2σqfc+Tra2ε02σqfct5+⋯Uqfcx,W2fcx,t=∑q=1∞PORσqfc2μUqfcσqfc2-ωqfc215!2ε0Tra2t3-σqfc2-ωqfc26!2ε02Tra22μ-2k1Tra2+ε0δqfcTra2σqfc-ε0Tra22μ+ε0Tra2σqfct4σqfc2-ωqfc27!2ε0ωqfc2+Tra22k1ε0μ-2ε03Tra22μ2+2k1ε0Tra2μ-ε02δqfcTra2σqfcμ-ε02σqfcμ-ε03Tra22μ2-2k1δqfcσqfc-2k1ε0Tra2μ-2δqfc2ε0-ε0Tra22k1μ-2ε0δqfcσqfcμ-2ε0μ2-2ε02Tra2μ2t5+⋯Uqfcx.Equations (121) represent the lateral displacements for the clamped-clamped double-Rayleigh beam system traversed by a moving force.


## 4.1. Simply Supported Double-Rayleigh Beam System

The system considered here comprises two finite Rayleigh beams which are simply supported and are interconnected by a viscoelastic layer. The boundary conditions for such simply supported double-Rayleigh beam system are [3, 22, 24](80)W10;t=W20;t=0;W1L;t=W2L;t=0,W1′′0;t=W2′′0;t=0;W1′′L;t=W2′′L;t=0.Hence, for the eigenfunction, Uq(x), we have(81)Uq0=0=UqL,Uq′′0=0=U′′qLas well as(82)Ur0=0=UrL,Ur′′0=0=U′′rL.It follows, therefore, that in view of (12), (80), and (81) we have(83)Aq=Bq=Cq=0=Ar=Br=Cr,sin⁡λq=0=sin⁡λr,so that(84)λq=qπ;λr=rπ;q,r=1,2,….Equation (15) implies(85)ωq2=q4π4L4EIμ,ωr2=r4π4L4EIμand the corresponding eigenfunction reduces to(86)Uqx=sin⁡λqxL.The associated initial conditions are as given in (7). Hence the generalized finite transforms, (8) and (9) and their inverses, (10) and (11) as well as (13) reduce to(87)W¯1q,t=∫0LW1x,tsinλqxLdx,(88)W¯2q,t=∫0LW2x,tsinλqxLdx,(89)W1x,t=∑q=1∞μUcqsW¯1q,tsinλqxL,(90)W2x,t=∑q=1∞μUcqsW¯2q,tsinλqxL,(91)Ucqs=∫0Lsin2λqxLdx,respectively.Substituting (86) into (22)–(25) and the resulting expressions into (17)–(21) while the results of the latter are in turn substituted into the transformed equations (16), one obtains(92)1+Tra1RIq2π2L2W¯¨1q,t+ωq2W¯1q,t+Tra3ε2Γ0q;v+∑q=0∞Γ1q,v-16∑j=i∞Γ2q,v-Γ3q,v+Tra2k1μW¯1q,t+ε0μW¯˙1q,t-k1μW¯2q,t-ε0μW¯˙2q,t=MLgμsinqπvtL,1+Tra1RIq2π2L2W¯¨2q,t+ωq2W¯2q,t+Tra2k1μW¯2q,t+ε0μW¯˙2q,t-k1μW¯1q,t-ε0μW¯˙1q,t=0,where(93)Γ0q,v=W¯¨1q,t-v2q2π2L2W¯1q,t,Γ1q,v=2sin⁡qπvtLsin⁡rπvtLW¯¨1q,t-8vrqπ2r2π2-q2v2W¯˙1r,t,Γ2q,v=vrqπ4j2+r2-q2cos⁡jπvtj+r2π2-q2π2j-r2π2-q2π2W¯˙1r,t,Γ3q,v=2v2r2π2L2sinqπvtLsinrπvtLW1r,t,ε2=MLμL=γ1.Equations (92) and (93) constitute the coupled transformed second-order ordinary differential equations describing the transverse response of a simply supported double-Rayleigh beam system interconnected by a viscoelastic layer and traversed by a moving mass. Note that (92) can also be obtained by applying (87)–(91) on (1)–(3) using the initial conditions (7). Following the discussion in Section 3.3 and in particular for simply supported system II, (92) and (101) reduce to(94)1+Tra1RIq2π2L2W¯¨1q,t+ωq2W¯1q,t+Tra3ε2Γ0q;v+∑q=0∞Γ1q,v-16∑j=i∞Γ2q,v-Γ3q,v=MLgμsinqπvtL,(95)1+Tra1RIq2π2L2W¯¨2q,t+ωq2W¯2q,t=0,respectively.Also, by following arguments similar to those of Section3.4, it is firstly assumed that the simply supported system II is traversed by a moving force. Thus, (94) and (95) reduce to(96)W¯¨1q,t+ωqss2W¯1q,t=L∗sinqπvtL,(97)W¯¨2q,t+ωqss2W¯2q,t=0,respectively, where(98)ωqss2=ωq21+Tra1RIq2π2/L2;L∗=MLg/μ1+Tra1RIq2π2/L2.Note that solutions to (96) and (97) can easily be obtained and are well known [1]. As a matter of fact, there is no need, for the simply supported system II traversed by a moving force, to obtain the modified frequency (I) due to the effect of rotatory inertia.Next, we consider the case in which the simply supported system II is traversed by a moving mass as opposed to a moving force. In other words, we seek to simplify the entire (94) and (95) when Tra3≠0. To this end, we again use modified Struble’s method and following arguments similar to those in Section 3.5, we obtain(99)γqss=ωqss21+11+Tra1RIq2π2/L2-2γωqss2+v2q2π2/L2ωqss21+Tra1RIq2π2/L2which is the modified frequency II corresponding to the presence of the moving mass and hence (94) and (95) reduce to(100)W¯¨1q,t+γqss2W¯1q,t=γgL1+Tra1RIq2π2/L2sinqπvtL,W¯¨2q,t+ωqss2W¯2q,t=0.Hence, the two second-order transformed coupled ordinary differential equations for a simply supported viscoelastically interconnected double-Rayleigh beam system I are(101)W¯¨1q,t+γqss2W¯1q,t+Tra2k1μW¯1q,t+ε0μW¯˙1q,t-k1μW¯2q,t-ε0μW¯˙2q,t=γgL1+Tra1RIq2π2/L2sinqπvtL,W¯¨2q,t+ωqss2W¯2q,t+Tra2k1μW¯2q,t+ε0μW¯˙2q,t-k1μW¯1q,t-ε0μW¯˙1q,t=0.Solving (101) using differential transform method, we obtain(102)W1ssmx,t=∑q=1∞ηgl1+Tra1RIq2π2/l2μσqssσqss2-γqssm2Uqssσqss2-γqssm23!t3-σqss2-γqssm2Tra2ε04!μt4-σqss2-γqssm25!γqssm2+Tra2k1μ-2Tra2ε02μ2+σqss2t5+σqss2-γqssm26!2γqssm2Tra2ε0μ+4Tra22k1ε0μ2-4Tra23ε03μ3-σqss2t6+⋯sin⁡qπxL,(103)W2ssmx,t=∑q=1∞σqssμglη1+Tra1RIq2π2/l21σqss2-ωqssm2Uqssσqss2-ωqssm24!Tra2ε0μt4+σqss2-ωqssm25!Tra2k1μ-2Tra22ε02μ2t5+σqss2-ωqssm26!-ωqssm2Tra2ε0μ-3Tra22k1ε0μ2+2Tra23ε03μ3-γqssm2Tra2ε0μ-Tra2k1μ+2Tra22ε02μ2-σq2t6+⋯sin⁡qπxL.Equations (102) and (103) represent the lateral deflections of the simply supported double-Rayleigh beam traversed by a moving mass for both the upper, W1ssm(x,t), and the lower, W2ssm(x,t), viscoelastically interconnected Rayleigh beams, respectively.Furthermore, settingTra3 to zero in (92), one obtains the following reduced coupled transformed second-order ordinary differential equations describing the vibration of simply supported viscoelastically connected double-Rayleigh beams under a concentrated moving force:(104)W¯¨1ssfq,t+ωqss2W¯1ssfq,t+N∗k1μW¯1ssfq,t+ε0μW¯˙1ssfq,t-k1μW¯2ssfq,t-ε0μW¯˙2ssfq,t=L∗sin⁡qπvtL,W¯¨2ssfq,t+ωqss2W¯2ssfq,t+N∗k1μW¯2ssfq,t+ε0μW¯˙2ssfq,t-k1μW¯1ssfq,t-ε0μW¯˙1ssfq,t=0,where(105)N∗=Tra21+Tra1RIq2π2/L2.The dynamic response of the simply supported viscoelastically interconnected double-Rayleigh beam system to a moving force after a number of simplifications is found to be(106)W1ssfx,t=∑q=1∞L∗σqssUqssσqss2-ωqssf2σq2-ωqssf23!t3-ε0N∗σqss2-ωqssf24!μt4-σqss2-ωqssf25!ωqssf2+N∗k1μ-2N∗2ε02μ2+σqss2t5σqss2-ωqssf26!2ωqssf2N∗ε0μ+4N∗2k1ε0μ2-4N∗3ε03μ3-N∗ε0μσq2t6+⋯sin⁡qπxLfor the upper Rayleigh beam while the lateral deflection for the lower Rayleigh beam is represented by(107)W2ssfx,t=∑q=1∞L∗N∗σqssUqssσqss2-ωqssf2ε0σqss2-ωqssf2μ4!t4+σqss2-ωqssf25!k1μ-2N∗ε02μ2t5+σqss2-ωqssf26!-2ωqssf2ε0μ-4N∗k1ε0μ2+4N∗2ε03μ3-ε0σqss2μt6+⋯sin⁡qπxL.


## 4.2. Clamped-Clamped Double-Rayleigh Beam System

Next we consider the second case study involving a clamped-clamped double-Rayleigh beam system connected by a viscoelastic core and traversed by a moving load. For such a system having this type of vibrating configuration, both its deflection and slope vanish at the ends and the corresponding boundary conditions are(108)W10;t=W20;t=0;W1L;t=W2L;t=0,W1′0;t=W2′0;t=0;W1′L;t=W2′L;t=0.In terms of the eigenfunctions Uq(x), these boundary conditions become(109)Uq0=0=UqL,U′q0=0=U′qL.Similarly, it follows that(110)Ur0=0=UrL,U′r0=0=U′rL.Now applying (109) on (12), it follows that(111)Aq=-Cq=-sinh⁡λq-sin⁡λqcosh⁡λq-cos⁡λq=Ar=-Cr,Bq=-1=Brand the particular eigenfunction for this vibrating configuration is(112)Uqmcx=cosh⁡λqxL-cos⁡λqxL-σqsinh⁡λqxL-sin⁡λqxL,where(113)σq=cosh⁡λq-cos⁡λqsinh⁡λq-sin⁡λq=1Cq.The corresponding frequency equation is(114)cosh⁡λq=1cos⁡λqwhose roots are [2](115)λ1=4.73004;λ2=7.85320;λ3=10.99561;⋮The corresponding initial conditions remain the same as those prescribed in (7).Two limiting cases of the forced vibrating problem are considered in what follows. These are(1)
the moving mass problem involving the clamped-clamped double finite Rayleigh beam system which are viscoelastically connected with the effect of inertia of the moving load being taken into consideration,(2)
the moving force problem consisting of two finite Rayleigh beams viscoelastically interconnected, clamped at both ends, and traversed by a moving load whose inertia is negligible.In view of (60) and (112), the pair of governing transformed, coupled, second-order ordinary differential equations for case 1 above is(116)W¯¨1mcq,t+Ωqmc2W¯1mcq,t+Tra2k1μW¯1mcq,t+ε0μW¯˙1mcq,t-k1μW¯2mcq,t-ε0μW¯˙2mcq,t=PRTUqmcvt,W¯¨2mcq,t+δqmc2W¯2mcq,t+Tra2k1μW¯2mcq,t+ε0μW¯˙2mcq,t-k1μW¯1mcq,t-ε0μW¯˙1mcq,t=0,where(117)Ωqmc=δqmc1-μγ2Uqmcθ1mcq,q-v2θ2mcq,qδqmc2,δqmc=ωqmc22+Tra1αθ∗q,q,θ∗q,q=μLUqmcθ2mcq,q;α=RIL;γ=MLμL,θqmcq,q=∫0LUqmcxUqmxxdx;θ2mcq,q=∫0LUqmc′′xUqmcxdxwhile the corresponding equations for the second case are(118)W¯¨1fcq,t+δqfc2W¯1fcq,t+Tra2k1μW¯1fcq,t+ε0μW¯˙1fcq,t-k1μW¯2fcq,t-ε0μW¯˙2fcq,t=PRTUqmcvt,W¯¨2fcq,t+δqfc2W¯2fcq,t+Tra2k1μW¯2fcq,t+ε0μW¯˙2fcq,t-k1μW¯1fcq,t-ε0μW¯˙1fcq,t=0,where(119)δqfc=δqmc.Solving the differential equations (116) subject to the corresponding transformed initial conditions (67) using DTM and following arguments similar to those in Section 3.6 for the moving force and moving mass gives, respectively, after inversion(120)W1mcx,t=∑q=1∞PRTσqmc2μUqmcδqmc2-Ωqmc22μδqmc2-Ωqmc24!t2-2δqmc2-Ωqmc2μδqmcσq+ε0Tra25!t3-2δqmc2-Ωqmc2μΩqmc2+Tra2k1-ε0δqmcσqmc-ε0/μ+ε02Tra2/μ6!t4+δqmc2-Ωqmc27!-2Ωqmc2-μδqmcσqmc+ε0Tra2-2Tra2k1δqmcσqmc-ε0Tra2+ε0-2Ωqmc2-2Tra2k1-ε0δqmcσqmc-ε0μ-2ε02Tra22μ+2k1ε0Tra2μ+ε03Tra22μ2-2k1ε0Tra2μ+ε02δqmcTra2σqmc+Tra2ε02σqt5+⋯Uqmcx,W2mcx,t=∑q=1∞PRTσqmc2μUqmcσqmc2-δqmc215!2ε0Tra2t3-σqmc2-δqmc26!2ε02Tra22μ-2k1Tra2+ε0δqmcTra2σqmc-ε0Tra22μ+ε0Tra2σqmct4σqmc2-δqmc27!2ε0δqmc2+Tra22k1ε0μ-2ε03Tra22μ2+2k1ε0Tra2μ-ε02δqmcTra2σqmcμ-ε02σqmcμ-ε03Tra22μ2-2k1δqmcσqmc-2k1ε0Tra2μ-2Ωqmc2ε0-ε0Tra22k1μ-2ε0δqmcσqmcμ-2ε0μ2-2ε02Tra2μ2t5+⋯Uqmcx.Equations (120) are the lateral displacements for the clamped-clamped double-Rayleigh beam system traversed by a moving mass. Solving (118) together with the initial conditions using DTM, one obtains(121)W1fcx,t=∑q=1∞PORσq2μUqfcσqfc2-δqfc22μδqfc2-Ωqfc24!t2-2σqfc2-δqfc2μδqfcσqfc+ε0Tra25!t3-2σqfc2-δqfc2μδqfc2+Tra2k1-ε0δqfcσqfc-ε0/μ+ε02Tra2/μ6!t4+σqfc2-δqfc27!-2δqfc2-μδqfcσqfc+ε0Tra2-2Tra2k1δqfcσqfc-ε0Tra2+ε0-2δqfc2-2Tra2k1-ε0δqfcσqfc-ε0μ-2ε02Tra22μ+2k1ε0Tra2μ+ε03Tra22μ2-2k1ε0Tra2μ+ε02δqfcTra2σqfc+Tra2ε02σqfct5+⋯Uqfcx,W2fcx,t=∑q=1∞PORσqfc2μUqfcσqfc2-ωqfc215!2ε0Tra2t3-σqfc2-ωqfc26!2ε02Tra22μ-2k1Tra2+ε0δqfcTra2σqfc-ε0Tra22μ+ε0Tra2σqfct4σqfc2-ωqfc27!2ε0ωqfc2+Tra22k1ε0μ-2ε03Tra22μ2+2k1ε0Tra2μ-ε02δqfcTra2σqfcμ-ε02σqfcμ-ε03Tra22μ2-2k1δqfcσqfc-2k1ε0Tra2μ-2δqfc2ε0-ε0Tra22k1μ-2ε0δqfcσqfcμ-2ε0μ2-2ε02Tra2μ2t5+⋯Uqfcx.Equations (121) represent the lateral displacements for the clamped-clamped double-Rayleigh beam system traversed by a moving force.


## 5. Resonance Conditions

It should be recalled that, for the system under consideration, damping effect has been assumed negligible. The dynamic deflections of the double-Rayleigh beam system may, therefore, grow beyond bounds. In other words, the system may be in a state of resonance. Hence, it becomes necessary to investigate the conditions under which the system reaches a state of resonance and the speed of the moving load at which this phenomenon of resonance takes place. Such a speed is usually referred to as critical speed while the corresponding conditions are known as resonance conditions.Specifically, for the dynamic response of a simply supported viscoelastically interconnected double-Rayleigh beam system due to moving mass, (102) and (103) show that the phenomenon of resonance will be developed in the system when(122)γqssm=σqss,fortheupperbeam,(123)σqss=ωqssm,forthelowerbeamwhile when the same system is traversed by a moving force (106) and (107) yield the corresponding resonance condition(124)σqss=ωqssf.It is noted also that σqss=vπq/L, so that in view of (122) and (123), for example, Vcr=(ωqssL)/πq, where Vcr is the critical velocity of the simply supported double-Rayleigh beam due to a moving mass. However, (122) implies that for the upper simply supported beam acted upon by a moving mass we have(125)ωqss1+11+Tra1RIq2π2/L2-2γωqss2+v2q2π2/L2ωqss21+Tra1RIq2π2/L2=σqss;that is,(126)ωqss1+Tra1RIq2π2/L2-γ1+Tra1RIq2π2/L2+γvqπ/ωqssL=σqss.Evidently, from (124) and (125), the critical speed for the system of double-Rayleigh beam traversed by a moving mass is smaller than that of the same system under a moving force. This deduction implies that the response of the moving force as an approximation for the response of the moving mass can be not only misleading, but tragic.An analysis similar to the above in the section for the particular series solutions of (76), (78), (79), (120), and (121) can also be carried out.


## 6. Numerical Experiment and Discussion

In this section, the coupling and individual effects of the moving mass and other dynamic variables such as viscoelastic parameter(ε0) of the layer, rotatory inertia correction factor (RI), velocity of the moving load (v), and the layer stiffness (k) on the dynamic response of a double-Rayleigh beam system traversed by a moving mass are examined and discussed for some classical boundary conditions.In particular, the analysis carried out in the previous sections of this paper are numerically illustrated in this section. In the first part of this numerical experiment and for the purpose of numerical validation, the proposed solution procedure is initially applied to evaluate the dynamic response of an undamped simply supported double-beam system. To this end and since references for the analysis of double-Rayleigh beam system with linear viscoelastic Winkler type layer under a moving mass are scarce, the results are compared with those obtained in [25] where the dynamic response of a simply supported double-Euler-Bernoulli beam system traversed by a moving force had been studied. Thus, the effects of rotatory inertia and that of load mass are neglected in the present analysis (by setting Tra1=0 and Tra3=0). Following [25], the nondimensional deflections under moving force for the upper W1ssf(L/2,s)/v0 and lower W2ssf(L/2,s)/v0 Euler-Bernoulli beams are analysed. The static deflection at mid-span of a simply supported Euler-Bernoulli beam acted upon by a static force P at point x=L/2 which is denoted by v0 and defined as (see Frýba (1972))(127)v0=2PL3π4EIis used in nondimensionalizing the deflections (Wissf;i=1,2). Also, the nondimensional time s is defined as(128)s=vtLwhile the nondimensional velocity parameter α1 and critical speed α1cr are defined as(129)α1=vα1cr,α1cr=πLEIμ1/2,respectively. Also the nondimensional stiffness parameter of the Winkler type layer is given as(130)s1=kL4EI.The parameters selected for this first part of the analysis correspond to those used in the work in [25]. The transverse dimensionless displacements (Wissf(L/2,s),i=1,2) versus dimensionless time of a simply supported double Euler-Bernoulli beam system due to a moving force for various values of the dimensionless stiffness parameter (s1), viscoelastic parameter (ε0), and a fixed value of the velocity parameter (α1=0.1) are displayed in Figures 2(a)–2(j). The first five graphs, Figures 2(a)–2(e), are for the upper beam while the remaining five graphs, Figures 2(f)–2(j), are for the lower beam. Figures 2(a)–2(e) depict dimensionless displacement response W1ssf(L/2,s) profile of the upper beam for variations in viscoelastic parameter (ε0). The results show that, depending on the nondimensional time (s), an increase in the values of the viscoelastic parameter ε0 leads to an increase or a decrease in the nondimensional displacement response, W1ssf(L/2,s), of the upper beam. Also, it is seen from these figures that the nondimensionless displacement response of the upper beam, W1ssf(L/2,s), decreases with increase in values of the stiffness parameter (s1), while the influence of the viscoelastic parameter (ε0) on W1ssf(L/2,s) reduces with increasing value of (ε0).Figure 2
(a–e) The transverse dimensionless displacement responses for the simply supported upper Rayleigh beam(W1(L/2,S)) for a velocity parameter α1=0.1, (a, f) S1=0.1, (b, g) S1=1, (c, h) S1=10, (d, i) S1=100, and (e, j) S1=10000. (f–j) The transverse dimensionless displacement responses for the simply supported lower Rayleigh beam (W2(L/2,S)) for a velocity parameter α1=0.1, (a, f) S1=0.1, (b, g) S1=1, (c, h) S1=10, (d, i) S1=100, and (e, j) S1=10000.Also, values ofs1 smaller than 0.1 or higher than 10000 have irrelevant influence on the dimensionless displacement response W1ssf(L/2,s). It is, however, remarked at this juncture that if the viscoelastic parameter (ε0) is neglected, then very small value of the stiffness parameter (s1) amounts to dealing with weak elastically coupled beam system. Also, increasing the values (s1) means that the coupling between the two beams increases while a rigid coupling of the two beams is obtained for very high values of (s1). It is further observed that the values of W1ssf(L/2,s) involving rigid coupling (Figure 2(e)) are reduced by 50% when compared to the corresponding ones involving weak elastic coupling (Figure 2(a)). On the other hand, Figures 2(f)–2(j) show the nondimensional displacement responses W2ssf(L/2,s) for the lower Euler-Bernoulli beam having the velocity parameter (α1=0.1) and various values of the viscoelastic parameter (ε0) and stiffness (s1). From these figures, it is found that an increase in the values of the stiffness parameter (s1) leads to an increase in the nondimensional displacement response, W2ssf(L/2,s), for the lower beam. It is remarked at this junction that all the above results for double finite Euler-Bernoulli beam system under moving force are in good agreement with those in [25] where a different approach is used.In the second stage of this numerical experiment, the behaviour of a uniform double-Rayleigh beam system traversed by a moving mass or force and subjected to any of the classical end conditions is examined in order to obtain the effect of the load mass on such behaviour. Two vibrating configurations, namely, (i) simply supported double-Rayleigh beam system and (ii) clamped-clamped double-Rayleigh beam system, were considered. A computer program was developed on the basis of the abovementioned solution technique (discussed in Section3). The computer program has been run for the following numerical data [24]: L=6 m, EI=16000 Nm2, k=10 N/m2, RI=1,4,6,8, μ=0.075 kg/m−2, v=3.3,6.3,9.3,12.3 m/s2, ε0=0.1,0.2,0.3, and 0.35, and γ1=0.05,0.15,0.25, and 0.35. Without loss of generality it is assumed that the two beams are physically and geometrically identical.


### 6.1. Simply Supported Double-Rayleigh Beam System

For the first vibrating configuration, the transverse deflectionsWissm(x,t), i=1,2, versus the load position (x=vt) at some prescribed time (t) of both the upper and lower beams of the simply supported uniform double-Rayleigh beams system traversed by a load of mass ratio γ1 moving at a constant velocity (v) are considered.In Figures3(a)–7(a), the effects of variation of some governing variables parameters on the transverse deflection of the upper Rayleigh beam due to moving mass and moving force are presented, while the corresponding effects for the lower Rayleigh beam are displayed in Figures 3(b)–7(b). In particular, Figure 3(a)(i) depicts the plot of variation in the velocity of a moving mass on the transverse deflection, W1ssm(x,t), of the simply supported upper Rayleigh beam due to the moving mass. It is seen from the plot that increase in the velocity leads to an increase in the response amplitude of the upper beam. The same trend is observed in Figure 3(a)(ii) which represents the behaviour of the upper Rayleigh beam acted upon by a moving force as opposed to a moving mass. Furthermore, Figures 3(a)(i) and 3(a)(ii) revealed that the response amplitude of the simply supported Rayleigh upper beam subjected to a moving force is greater than that of the same beam under a moving mass thereby indicating the importance of the inclusion of the inertia effect of the moving load. Figure 4(a) represents the effect of mass ratio γ1=(ML/μL) on the transverse deflection of the upper simply supported Rayleigh beam. The plot indicates that increase in γ1 decreases the response amplitude of the upper beam. The effect of the stiffness, k, of the viscoelastic Winkler type layer on the transverse displacement of the simply supported upper beam under a moving mass is presented in Figure 5(a). Increase in the value of the stiffness is found to cause an increase in the amplitude of the deflection of the upper beam. The same result is obtained when the same uniform simply supported upper beam is acted upon by a moving force as shown in Figure 5(a)(ii). However, Figures 5(a)(i) and 5(a)(ii) show that the response amplitude of the beam with a moving mass is smaller than that involving a moving force. The influence of the viscoelastic parameter (ε0) on the transverse displacement of the simply supported upper beam is presented in Figure 6(a). Figure 6(a)(i) depicts the graph of the effect of (ε0) on the transverse displacement involving a moving mass while the one involving a moving force is shown in Figure 6(a)(ii). It is found from the two figures that an increase in ε0 leads to an increase in the response amplitude of the deflection of the upper beam. However the response amplitude of the deflection due to the moving mass is observed to be smaller than that due to a moving force. Figures 7(a)(i) and 7(a)(ii) illustrate the variation due to rotatory inertia correction factors (RI) on the transverse deflections of the simply supported upper Rayleigh beam due to either moving mass in Figure 7(a)(i) or moving force in Figure 7(a)(ii). An increase in RI leads to a decrease in the amplitude of the transverse deflections of the upper beam for both moving mass and moving force such that amplitude of the deflection due to moving force is greater than the corresponding one under moving mass.Figure 3
(a) The variation of velocity of the load on the transverse deflection of the upper Rayleigh beam due to moving mass and moving force, respectively. (b) The variation of velocity of the moving load on the transverse deflection of the lower Rayleigh beam due to moving mass and moving force.
(a) (b)Figure 4
(a) The variation of mass ratio of the moving load on the transverse deflection of the upper Rayleigh beam. (b) The variation of mass ratio of the moving load on the transverse deflection of the lower Rayleigh beam.
(a) (b)Figure 5
(a) The variation of stiffness parameter of the layer on the transverse deflection of the upper Rayleigh beam due to moving mass and moving force, respectively. (b) The variation of stiffness parameter of the layer on the transverse deflection of the lower Rayleigh beam due to moving mass and moving force.
(a) (b)Figure 6
(a) The variation of viscoelastic parameter of the layer on the transverse deflection of the upper Rayleigh beam due to moving mass and moving force, respectively. (b) The variation of viscoelastic parameter of the layer on the transverse deflection of the lower Rayleigh beam due to moving mass and moving force.
(a) (b)Figure 7
(a) The variation of rotatory inertia on the transverse deflection of the upper Rayleigh beam due to moving mass and moving force, respectively. (b) The variation of rotatory inertia on the transverse deflection of the lower Rayleigh beam due to moving mass and moving force.
(a) (b)Now the behaviour of the lower Rayleigh beam is discussed as follows. Figure3(b) depicts the comparison of the influence of velocity on the transverse deflections of the lower beam due to both moving force and moving mass, respectively. It is observed that the transverse deflection of the lower beam W2ssf(x,t) due to moving force increases as velocity increases. Same trend holds for the moving mass case. Moreover, the response amplitudes of the transverse deflection due to the moving force are greater than those due to the moving mass. Figure 4(b) illustrates the variation in the mass ratio (γ1) on the transverse deflection of the simply supported lower beam. Clearly, an increase in (γ1) leads to a decrease in the response amplitude of the lower beam. The effects of the stiffness (k) of the connecting viscoelastic layer on the transverse deflection of the lower simply supported beams for both moving mass and moving force are displayed in Figure 5(b). It is noticed that increase in (k) decreases the response amplitude for the moving mass while the reverse is the case for the moving force. Figure 6(b) shows the comparison of the effect of the viscoelastic parameter (ε0) on the response deflection of the lower Rayleigh beam for both moving mass and moving force. It is found that, for both cases, increasing ε0 yields an increase in the response amplitude of the simply supported lower Rayleigh beam. However, the response amplitude of the moving force is greater than that of the moving mass. The comparison of the influence of rotatory inertia correction factor (RI) on the transverse deflections of the lower Rayleigh beam for both moving mass and moving force is presented in Figure 7(b). It is observed that the response amplitude of deflections of the moving mass decreases as RI increases and the response amplitudes are greater than the corresponding ones observed for a moving force.


### 6.2. Clamped-Clamped Double-Rayleigh Beam System

The second vibrating configuration, that is, the behaviour of clamped-clamped double-Rayleigh beam system traversed by a moving mass, is numerically illustrated as follows: Figures8(a)–12(a) show the deflections of the clamped-clamped upper Rayleigh beam when the clamped-clamped double-Rayleigh beam system is traversed by a moving mass or a moving force for various values of stiffness parameter (k), viscoelastic parameter ε0, mass ratio γ1, rotatory inertia correction factor (RI), and velocity (v).Figure 8
(a) The variation of the velocity of the load on the transverse deflection of the clamped-clamped upper Rayleigh beam due to moving mass and moving force, respectively. (b) The variation of the velocity of the load on the transverse deflection of the clamped-clamped lower Rayleigh beam due to moving mass and moving force.
(a) (b)Figure 9
(a) The variation of mass ratio of the load on the transverse deflection of the clamped-clamped upper Rayleigh beam due to moving mass. (b) The variation of mass ratio of the load on the transverse deflection of the clamped-clamped lower Rayleigh beam due to moving mass.
(a) (b)Figure 10
(a) The variation of stiffness of the layer on the transverse deflection of the clamped-clamped upper Rayleigh beam due to moving mass and moving force, respectively. (b) The variation of stiffness of the layer on the transverse deflection of the clamped-clamped lower Rayleigh beam due to moving mass and moving force.
(a) (b)Figure 11
(a) The variation of viscoelastic parameter of the layer on the transverse deflection of the clamped-clamped upper Rayleigh beam due to moving mass and moving force, respectively. (b) The variation of viscoelastic parameter of the layer on the transverse deflection of the clamped-clamped lower Rayleigh beam due to moving mass and moving force.
(a) (b)Figure 12
(a) The variation of rotatory inertia of the load on the transverse deflection of the clamped-clamped upper Rayleigh beam due to moving mass and moving force, respectively. (b) The variation of rotatory inertia of the load on the transverse deflection of the clamped-clamped lower Rayleigh beam due to moving mass and moving force.
(a) (b)Figures8(a)(i) and 8(a)(ii) indicate the effect of velocity (v) of the moving mass on the transverse deflection, W1ccf(x,t), of the clamped-clamped upper Rayleigh beam. From the plots, an increase in the velocity (v) is seen to cause an increase in the response amplitude of the beam. Similarly an increase in the velocity (v) is shown in Figure 8(a)(ii) to increase the response amplitude of the same beam when the effect of the inertia of the moving load is neglected. It is, however, observable from Figures 8(a)(i) and 8(a)(ii) that the response amplitude due to the moving force is greater than that due to the moving mass. In Figure 9(a), the effect of the mass ratio γ1 on the transverse deflections of the clamped-clamped upper beam traversed by a moving mass is illustrated. As seen from the plot, an increase in the mass ratio is observed to lower the response amplitudes of the beam. Figures 10(a)(i) and 10(a)(ii) depict the effect of stiffness of the viscoelastic layer (k) on the response amplitude of the clamped-clamped upper beam due to moving mass and moving force, respectively. As seen from the plots, an increase in the stiffness is observed to enhance the response amplitude of the upper Rayleigh beam due to the moving mass. It is also noticed that same results are observed when the effect of the inertia of the moving load is neglected (see Figure 10(a)(ii)). Figures 11(a)(i) and 11(a)(ii) show the effect of viscoelastic parameter of the layer (ε0), on the response amplitude of the clamped-clamped upper beam under the moving mass and moving force, respectively. Moreover, as shown in both figures, as (ε0) increases, it is observed that the response amplitudes in the two cases increase. In Figures 12(a)(i) and 12(a)(ii) the effects of rotatory correction factor (RI) due to moving mass and moving force, respectively, are presented. From the plots, an increase in RI is observed to decrease the response amplitudes in each case. It is, however, important to remark at this juncture that, for Figures 10(a)(i), 10(a)(ii), 11(a)(i), 11(a)(ii), 12(a)(i), and 12(a)(ii), the response amplitudes of the clamped-clamped upper beam due to moving force are greater than the corresponding ones due to moving mass.Figure8(b) represents the response of the clamped-clamped lower Rayleigh beam to variation of the velocity of the moving load when the load mass is retained or neglected. The figure shows that increasing the values of the speed parameter (v) increases the response amplitudes due to both the moving force and moving mass cases. However, it is observable that a greater response amplitude is attained for the same value of v in the case involving moving force when compared to the corresponding one due to moving mass.Figure9(b) presents the response of the clamped-clamped lower Rayleigh beam due to variation of mass ratio (γ1) when load mass effect is considered. The plot indicates that as (γ1) increases, response amplitude of deflections decreases.Figure10(b) shows the response observed on the lower clamped-clamped Rayleigh beams for the cases when the load mass is either retained or neglected for variation of stiffness parameter (k). It is noticeable from the figure that increasing the stiffness parameter (k) leads to an increase in the response amplitude for the case when the moving mass is retained while the same trend is observed for the case when the moving mass is neglected.Figure11(b) presents the effect of moving mass and moving force on the response of the clamped-clamped lower Rayleigh beam for various values of viscoelastic parameter (ε0). The plot for the moving mass and moving force indicates that increasing (ε0) leads to an increase in response amplitudes of the deflections of the beam. However, these responses are greater in the case involving moving mass when compared to the corresponding ones not involving moving mass.In Figure12(b), the effects of variation of rotatory inertia correction factor (RI) on the responses of clamped-clamped lower Rayleigh beam for both the moving mass and moving force are presented. It is observable that increasing RI in the cases involving moving mass and moving force leads to a decrease in the response amplitude of deflection. However, the response amplitudes due to moving mass are smaller than those due to moving force.


## 6.1. Simply Supported Double-Rayleigh Beam System

For the first vibrating configuration, the transverse deflectionsWissm(x,t), i=1,2, versus the load position (x=vt) at some prescribed time (t) of both the upper and lower beams of the simply supported uniform double-Rayleigh beams system traversed by a load of mass ratio γ1 moving at a constant velocity (v) are considered.In Figures3(a)–7(a), the effects of variation of some governing variables parameters on the transverse deflection of the upper Rayleigh beam due to moving mass and moving force are presented, while the corresponding effects for the lower Rayleigh beam are displayed in Figures 3(b)–7(b). In particular, Figure 3(a)(i) depicts the plot of variation in the velocity of a moving mass on the transverse deflection, W1ssm(x,t), of the simply supported upper Rayleigh beam due to the moving mass. It is seen from the plot that increase in the velocity leads to an increase in the response amplitude of the upper beam. The same trend is observed in Figure 3(a)(ii) which represents the behaviour of the upper Rayleigh beam acted upon by a moving force as opposed to a moving mass. Furthermore, Figures 3(a)(i) and 3(a)(ii) revealed that the response amplitude of the simply supported Rayleigh upper beam subjected to a moving force is greater than that of the same beam under a moving mass thereby indicating the importance of the inclusion of the inertia effect of the moving load. Figure 4(a) represents the effect of mass ratio γ1=(ML/μL) on the transverse deflection of the upper simply supported Rayleigh beam. The plot indicates that increase in γ1 decreases the response amplitude of the upper beam. The effect of the stiffness, k, of the viscoelastic Winkler type layer on the transverse displacement of the simply supported upper beam under a moving mass is presented in Figure 5(a). Increase in the value of the stiffness is found to cause an increase in the amplitude of the deflection of the upper beam. The same result is obtained when the same uniform simply supported upper beam is acted upon by a moving force as shown in Figure 5(a)(ii). However, Figures 5(a)(i) and 5(a)(ii) show that the response amplitude of the beam with a moving mass is smaller than that involving a moving force. The influence of the viscoelastic parameter (ε0) on the transverse displacement of the simply supported upper beam is presented in Figure 6(a). Figure 6(a)(i) depicts the graph of the effect of (ε0) on the transverse displacement involving a moving mass while the one involving a moving force is shown in Figure 6(a)(ii). It is found from the two figures that an increase in ε0 leads to an increase in the response amplitude of the deflection of the upper beam. However the response amplitude of the deflection due to the moving mass is observed to be smaller than that due to a moving force. Figures 7(a)(i) and 7(a)(ii) illustrate the variation due to rotatory inertia correction factors (RI) on the transverse deflections of the simply supported upper Rayleigh beam due to either moving mass in Figure 7(a)(i) or moving force in Figure 7(a)(ii). An increase in RI leads to a decrease in the amplitude of the transverse deflections of the upper beam for both moving mass and moving force such that amplitude of the deflection due to moving force is greater than the corresponding one under moving mass.Figure 3
(a) The variation of velocity of the load on the transverse deflection of the upper Rayleigh beam due to moving mass and moving force, respectively. (b) The variation of velocity of the moving load on the transverse deflection of the lower Rayleigh beam due to moving mass and moving force.
(a) (b)Figure 4
(a) The variation of mass ratio of the moving load on the transverse deflection of the upper Rayleigh beam. (b) The variation of mass ratio of the moving load on the transverse deflection of the lower Rayleigh beam.
(a) (b)Figure 5
(a) The variation of stiffness parameter of the layer on the transverse deflection of the upper Rayleigh beam due to moving mass and moving force, respectively. (b) The variation of stiffness parameter of the layer on the transverse deflection of the lower Rayleigh beam due to moving mass and moving force.
(a) (b)Figure 6
(a) The variation of viscoelastic parameter of the layer on the transverse deflection of the upper Rayleigh beam due to moving mass and moving force, respectively. (b) The variation of viscoelastic parameter of the layer on the transverse deflection of the lower Rayleigh beam due to moving mass and moving force.
(a) (b)Figure 7
(a) The variation of rotatory inertia on the transverse deflection of the upper Rayleigh beam due to moving mass and moving force, respectively. (b) The variation of rotatory inertia on the transverse deflection of the lower Rayleigh beam due to moving mass and moving force.
(a) (b)Now the behaviour of the lower Rayleigh beam is discussed as follows. Figure3(b) depicts the comparison of the influence of velocity on the transverse deflections of the lower beam due to both moving force and moving mass, respectively. It is observed that the transverse deflection of the lower beam W2ssf(x,t) due to moving force increases as velocity increases. Same trend holds for the moving mass case. Moreover, the response amplitudes of the transverse deflection due to the moving force are greater than those due to the moving mass. Figure 4(b) illustrates the variation in the mass ratio (γ1) on the transverse deflection of the simply supported lower beam. Clearly, an increase in (γ1) leads to a decrease in the response amplitude of the lower beam. The effects of the stiffness (k) of the connecting viscoelastic layer on the transverse deflection of the lower simply supported beams for both moving mass and moving force are displayed in Figure 5(b). It is noticed that increase in (k) decreases the response amplitude for the moving mass while the reverse is the case for the moving force. Figure 6(b) shows the comparison of the effect of the viscoelastic parameter (ε0) on the response deflection of the lower Rayleigh beam for both moving mass and moving force. It is found that, for both cases, increasing ε0 yields an increase in the response amplitude of the simply supported lower Rayleigh beam. However, the response amplitude of the moving force is greater than that of the moving mass. The comparison of the influence of rotatory inertia correction factor (RI) on the transverse deflections of the lower Rayleigh beam for both moving mass and moving force is presented in Figure 7(b). It is observed that the response amplitude of deflections of the moving mass decreases as RI increases and the response amplitudes are greater than the corresponding ones observed for a moving force.


## 6.2. Clamped-Clamped Double-Rayleigh Beam System

The second vibrating configuration, that is, the behaviour of clamped-clamped double-Rayleigh beam system traversed by a moving mass, is numerically illustrated as follows: Figures8(a)–12(a) show the deflections of the clamped-clamped upper Rayleigh beam when the clamped-clamped double-Rayleigh beam system is traversed by a moving mass or a moving force for various values of stiffness parameter (k), viscoelastic parameter ε0, mass ratio γ1, rotatory inertia correction factor (RI), and velocity (v).Figure 8
(a) The variation of the velocity of the load on the transverse deflection of the clamped-clamped upper Rayleigh beam due to moving mass and moving force, respectively. (b) The variation of the velocity of the load on the transverse deflection of the clamped-clamped lower Rayleigh beam due to moving mass and moving force.
(a) (b)Figure 9
(a) The variation of mass ratio of the load on the transverse deflection of the clamped-clamped upper Rayleigh beam due to moving mass. (b) The variation of mass ratio of the load on the transverse deflection of the clamped-clamped lower Rayleigh beam due to moving mass.
(a) (b)Figure 10
(a) The variation of stiffness of the layer on the transverse deflection of the clamped-clamped upper Rayleigh beam due to moving mass and moving force, respectively. (b) The variation of stiffness of the layer on the transverse deflection of the clamped-clamped lower Rayleigh beam due to moving mass and moving force.
(a) (b)Figure 11
(a) The variation of viscoelastic parameter of the layer on the transverse deflection of the clamped-clamped upper Rayleigh beam due to moving mass and moving force, respectively. (b) The variation of viscoelastic parameter of the layer on the transverse deflection of the clamped-clamped lower Rayleigh beam due to moving mass and moving force.
(a) (b)Figure 12
(a) The variation of rotatory inertia of the load on the transverse deflection of the clamped-clamped upper Rayleigh beam due to moving mass and moving force, respectively. (b) The variation of rotatory inertia of the load on the transverse deflection of the clamped-clamped lower Rayleigh beam due to moving mass and moving force.
(a) (b)Figures8(a)(i) and 8(a)(ii) indicate the effect of velocity (v) of the moving mass on the transverse deflection, W1ccf(x,t), of the clamped-clamped upper Rayleigh beam. From the plots, an increase in the velocity (v) is seen to cause an increase in the response amplitude of the beam. Similarly an increase in the velocity (v) is shown in Figure 8(a)(ii) to increase the response amplitude of the same beam when the effect of the inertia of the moving load is neglected. It is, however, observable from Figures 8(a)(i) and 8(a)(ii) that the response amplitude due to the moving force is greater than that due to the moving mass. In Figure 9(a), the effect of the mass ratio γ1 on the transverse deflections of the clamped-clamped upper beam traversed by a moving mass is illustrated. As seen from the plot, an increase in the mass ratio is observed to lower the response amplitudes of the beam. Figures 10(a)(i) and 10(a)(ii) depict the effect of stiffness of the viscoelastic layer (k) on the response amplitude of the clamped-clamped upper beam due to moving mass and moving force, respectively. As seen from the plots, an increase in the stiffness is observed to enhance the response amplitude of the upper Rayleigh beam due to the moving mass. It is also noticed that same results are observed when the effect of the inertia of the moving load is neglected (see Figure 10(a)(ii)). Figures 11(a)(i) and 11(a)(ii) show the effect of viscoelastic parameter of the layer (ε0), on the response amplitude of the clamped-clamped upper beam under the moving mass and moving force, respectively. Moreover, as shown in both figures, as (ε0) increases, it is observed that the response amplitudes in the two cases increase. In Figures 12(a)(i) and 12(a)(ii) the effects of rotatory correction factor (RI) due to moving mass and moving force, respectively, are presented. From the plots, an increase in RI is observed to decrease the response amplitudes in each case. It is, however, important to remark at this juncture that, for Figures 10(a)(i), 10(a)(ii), 11(a)(i), 11(a)(ii), 12(a)(i), and 12(a)(ii), the response amplitudes of the clamped-clamped upper beam due to moving force are greater than the corresponding ones due to moving mass.Figure8(b) represents the response of the clamped-clamped lower Rayleigh beam to variation of the velocity of the moving load when the load mass is retained or neglected. The figure shows that increasing the values of the speed parameter (v) increases the response amplitudes due to both the moving force and moving mass cases. However, it is observable that a greater response amplitude is attained for the same value of v in the case involving moving force when compared to the corresponding one due to moving mass.Figure9(b) presents the response of the clamped-clamped lower Rayleigh beam due to variation of mass ratio (γ1) when load mass effect is considered. The plot indicates that as (γ1) increases, response amplitude of deflections decreases.Figure10(b) shows the response observed on the lower clamped-clamped Rayleigh beams for the cases when the load mass is either retained or neglected for variation of stiffness parameter (k). It is noticeable from the figure that increasing the stiffness parameter (k) leads to an increase in the response amplitude for the case when the moving mass is retained while the same trend is observed for the case when the moving mass is neglected.Figure11(b) presents the effect of moving mass and moving force on the response of the clamped-clamped lower Rayleigh beam for various values of viscoelastic parameter (ε0). The plot for the moving mass and moving force indicates that increasing (ε0) leads to an increase in response amplitudes of the deflections of the beam. However, these responses are greater in the case involving moving mass when compared to the corresponding ones not involving moving mass.In Figure12(b), the effects of variation of rotatory inertia correction factor (RI) on the responses of clamped-clamped lower Rayleigh beam for both the moving mass and moving force are presented. It is observable that increasing RI in the cases involving moving mass and moving force leads to a decrease in the response amplitude of deflection. However, the response amplitudes due to moving mass are smaller than those due to moving force.


## 7. Conclusion

In this paper, an investigation of the forced vibration of a system comprising two finite beams separated by a Winkler viscoelastic core under a moving load has been carried out. The investigation has been done within the scope of Rayleigh beam theory which takes into account the effects of rotatory inertia. The present analysis was in particular carried out for both gravity and inertia effects of the moving load. In order to solve the governing initial-boundary value problem, a versatile solution technique suitable for any of the classical boundary conditions was developed. The technique involved, firstly, reducing the two governing fourth-order coupled partial differential equations to a set of two second-order ordinary differential equations by means of the generalized finite integral transform, then simplifying the latter by applying Struble’s asymptotic method, and then solving the simplified set of two coupled differential equations with the aid of the differential transform method (DTM). One of the limitations of the proposed method is that it is a small parameter method and it is also valid in small region. However, the convergence domain could be enlarged using “After-treatment Technique (AT)” [30]. Another limitation is the iteration of the associated variational equation [31]. It was found that the results of the present method are in excellent agreement with those obtained in the literature for the case involving a concentrated moving force and simply supported end conditions [25]. It is observed that increasing the rotatory inertia correction factor, RI, for the clamped-clamped lower Rayleigh beam, in the cases involving moving mass and force, leads to a decrease in the response amplitude of deflection. However the response amplitudes due to moving mass are smaller than those due to moving force. For the effect of the mass ratio, γ1, on the lateral deflections of the clamped-clamped upper beam traversed by a moving mass, it is seen that an increase in γ1 lowers the response amplitudes of the beam. It is also noticed that an increase in the stiffness, k, of the connecting viscoelastic layer involving the transverse deflection of the lower simply supported beams leads to a decrease in the response amplitude for the moving mass while the reverse is the case for the moving force. Finally, the influence of ignoring the inertia of the moving mass on the dynamic behaviour of the finite double-Rayleigh beam system is presented.



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*Source: 6058035-2017-02-26.xml*