A weak solution for free vibration of multispan beams with general elastic boundary and coupling conditions
Dongyan Shi^{1} , Yue Tian^{2} , Kwang Nam Choe^{3} , Qingshan Wang^{4}
^{1, 2}Harbin Engineering University, Harbin, P. R. China
^{3}Pyongyang University of Mechanical Engineering, Pyongyang, North Korea
^{4}College of Mechanical and Electrical Engineering, Central South University, Changsha, P. R. China
^{4}Corresponding author
Vibroengineering PROCEDIA, Vol. 10, 2016, p. 298303.
Received 3 November 2016; accepted 7 November 2016; published 8 December 2016
JVE Conferences
A weak solution of free vibration is developed for multispan beams, which can adapt general elastic boundary and coupling conditions. Firstly, create the energy functional of the multispan beam system based on the small deformation theory. Then, adopt the modified Fourier series method to rewrite the displacement functions. Compared with the traditional Fourier series method, the present series representations provide a solution for general elastic restrains. Lastly, combined with the RayleighRitz technique, all the series expansion coefficients can be obtained as the generalized coordinates. Numerical results demonstrate that the current weak solution has good convergence and high accuracy compared with the existing results in literature and FEM results.
Keywords: weak solution, free vibration, multispan beams, general boundary conditions, elastic coupling conditions.
1. Introduction
Beams have been applied in many filed such as aerospace, marine, construction industry due to their excellent engineering features. And in some specific field, the multispan beam structures are also used widely, such as bridge engineering, water conservancy projects, etc. As a result, over the years, the vibration of the beam and multi span beam structure characteristics has always been the hot spot of the scholars’ concerned problem.
As so far, many scholars have proposed a number of computational techniques for multispan beams. Zheng et al. [1] apply the assumed modes method to study the vibration of a multispan nonuniform beam subjected to a moving load. Wang [2] presents a method of modal analysis to investigate the forced vibration of multispan Timoshenko beams with clamped boundary condition and rigid joint. The vibration of a multispan nonuniform bridge subjected to a moving vehicle is analyzed by Cheung et al. [3] using the assumed modes method. Based on the modal analysis method and the direct integration method, Dugush et al. [4] and Ichikawa [5] study the dynamic behavior of multispan nonuniform beams. Lin and Chang [6] deal with the free vibration analysis of a multispan beam with an arbitrary number of flexible constraints by using the transfer matrix method. Li and Xu [7] present an exact Fourier Series method to study the vibration analysis of multispan beam systems. Lin and Tsai [8] use the finite element method to analyze free vibration analysis of a uniform multispan beam carrying multiple springmass systems. Hong and Kim [9] present an exact modelling and modal analysis method for nonuniform, multispan beamtype structure supported and/or connected by resilient joints with damping. Marchesiello [10] presents an analytical approach to study the dynamics of multispan continuous straight bridges subject to multidegrees of freedom moving vehicle excitation. Johansson et al. [11] present a closedform solution for evaluating the dynamical behavior of a general multispan Bernoulli–Euler beam by using mode superposition method. Lin [12] employs the numerical assembly method (NAM) to determine dynamic behavior of a multispan uniform beam carrying a number of various concentrated elements.
In this paper, the authors present a weak solution for free vibration of multispan beams subjected to general elastic boundary and coupling conditions. The general elastic boundary and coupling constraints of the multispan beams are realized by applying the artificial stiffnesslike spring technique. Based on the modified Fourier series method, each of displacements is written as a form of a standard onedimensional Fourier cosine series with several auxiliary functions. The series expansion coefficients are obtained by using the RayleighRitz technique. The accuracy and convergence of the current weak solution is checked by comparing with the existing results in literature and FEM results.
2. Theoretical formulations
A multispan beam system is shown as Figure.1. The system includes multiple beams which are coupled with joints. Each joint consists of two group springs which are linear and rotational springs respectively. The effects of nonrigid or resilient connectors are allowed in using the coupling springs between two adjacent beams. When the stiffness of these springs become considerably larger than the bending rigidities of the involved beams, it turns to be a conventional rigid connector. Each of beams are supported by a set of elastic restraints at both ends. By adjusting the spring stiffness values from zero to infinite, different boundary conditions including traditional intermediate supports and classical boundary conditions (i.e., the combinations of the simply supported (S), free (F), and clamped end conditions (C)) can be obtained.
Fig. 1. Multispan beam system with general boundary conditions
The differential equation for the vibration of the $i$th beam can expressed as:
where $w$ is the angular frequency of the beam, ${w}_{i}$, ${D}_{i}$, ${A}_{i}$ and ${\rho}_{i}$ are the displacement function, bending rigid, the crosssectional area and the density of the beams, respectively.
From the previous reviews, in this study, the artificial stiffnesslike spring technique is adopted to simulate the arbitrary boundary conditions and continuity conditions. With this method, the boundary and continuity conditions can be expressed as follows:
At ${x}_{i}=$0:
At ${x}_{i}={L}_{i}$:
At the left end (of the first beam):
At the right end (of the $N$th beam):
where refer to Fig. 1, ${k}_{i,j}$ denote the stiffnesses of the linear coupling springs in ${z}_{i}$ –directions, and ${K}_{i,j}$ denote the stiffnesses of the rotational coupling springs at the junction of beams $i$ and $j$, respectively; ${\stackrel{~}{k}}_{i0}$ and ${\stackrel{~}{k}}_{i1}$ are the stiffnesses of linear boundary springs, and ${\stackrel{~}{K}}_{i0}$, ${\stackrel{~}{K}}_{i1}$ the stiffnesses of the rotational boundary springs at the left and right ends of beam $i$, respectively.
For the multispan beams, the total strain energy ($V$) and kinetic energy ($T$) can be expressed as:
where ${V}_{b,i}$ and ${T}_{b,i}$ are represent the strain energy and kinetic energy of the $i$th beams, and ${V}_{i,i+1}^{s}$ is the potential energy expression in the connective springs related to $i$th^{}and $i+1$th beams. The detailed expression of the ${V}_{b,i}$, ${V}_{i,i+1}^{s}$ and ${T}_{b,i}$ can be written as:
$+\frac{1}{2}\left({\left({\stackrel{~}{k}}_{i0}{w}_{i}{\left(x\right)}^{2}+{\stackrel{~}{K}}_{i0}{\left(\partial {w}_{i}\left(x\right)/\partial x\right)}^{2}\right)}_{{x}_{i}=0}+{\left({\stackrel{~}{k}}_{i1}{w}_{i}{\left(x\right)}^{2}+{\stackrel{~}{K}}_{i1}{\left(\partial {w}_{i}\left(x\right)/\partial x\right)}^{2}\right)}_{{x}_{i}={L}_{i}}\right),$
The Lagrangian for the multispan beams can be generally expressed as:
The traditional Fourier series is a wellknown form of admissible function for its excellent convergence. However, it is only available to some very simple boundary conditions and would a modified Fourier series technique proposed by Li [13, 14] is widely used in the vibrations of plates and shells with different boundary conditions by RayleighRitz method. Thus, in this formulation, the modified Fourier series technique is adopted and extended to investigate the free vibrations of multispan beams with general elastic boundary and coupling conditions:
where ${\lambda}_{m}=m\pi /{L}_{i}$, ${A}_{i,m}$ and ${B}_{i,m}$ are the unknown Fourier coefficients of onedimensional Fourier series expansions for the displacements functions, respectively.
Then, substituting Eq. (16) into the Lagrangian function Eq. (15) and taking its derivatives with respect to each of the undetermined coefficients and making them equal to zero:
The problem will be transformed into an eigenvalue and eigenvector problem, and the following governing eigenvalue equation in the matrix form can be achieved:
where $\mathbf{K}$ is the stiffness matrix for the beam, and $\mathbf{M}$ is the mass matrix.
For conciseness, the detailed expression for substiffness and submass matrices will not be shown here. By solving the Eq. (18), the frequencies (or eigenvalues) of multispan beams can be readily obtained and the mode shapes can be yielded by substituting the corresponding eigenvectors into series representations of displacement components.
3. Case studies
Free vibration of threespan beams with elastic boundary and coupling conditions are researched through the present weak solutions. The related geometrical and material parameters of the following case are given in Table 1.
Table 1. A list of beam parameters and material properties
Variables

Beam 1

Beam 2

Beam 3

$L$ (m)

1.0

1.5

2.0

$A$ (m^{2})

5×10^{5}

1.5×10^{5}

5×10^{5}

$I$ (m^{4})

10^{10}

5×10^{11}

10^{10}

$E$ (GPa)

207

207

207

$\rho $ (kg/m^{3})

7800

7800

7800

The schematic diagram, geometrical and material parameters of threespan beam are shown in Fig. 2 and Table 1, respectively. Table 2 gives the corresponding stiffness of the boundary and coupling springs with refer to the Fig. 2. Also, the Table 3 gives the convergence and validation study. In the FEM mode, the element type and mesh size are the beam 188 and 0.1 m, respectively. The mode shapes for the first four modes are plotted in Fig. 3. From the Table 3 and Fig. 3, it is obvious that the present weak solution is not only available to solve the multispan beams with elastic boundary and coupling conditions, but also has a good accuracy and reliability.
Table 2. Stiffness values for the boundary and coupling springs of a threebeam system
Spring constants
for beam 1

Spring constants
for beam 2

Spring constants
for beam 3

Spring constants
for joints

${\stackrel{~}{k}}_{10}=$10^{10} N/m
${\stackrel{~}{k}}_{11}=$5000 N/m

${\stackrel{~}{k}}_{20}=$4000 N/m
${\stackrel{~}{k}}_{21}=$4000 N/m

${\stackrel{~}{k}}_{30}=$ 5000 N/m
${\stackrel{~}{k}}_{31}=$ 10^{10} N/m

${k}_{\mathrm{1,2}}=$ 1000 N/m
${k}_{\mathrm{2,3}}=$ 1000 N/m

${\stackrel{~}{K}}_{10}=$10^{10} Nm/rad

${\stackrel{~}{K}}_{20}=$1000 Nm/rad

${\stackrel{~}{K}}_{30}=$2000 Nm/rad

${K}_{\mathrm{1,2}}=$ 200 Nm/rad

${\stackrel{~}{K}}_{10}=$2000 Nm/rad

${\stackrel{~}{K}}_{21}=$1000 Nm/rad

${\stackrel{~}{K}}_{31}=$0 Nm/rad

${K}_{\mathrm{2,3}}=$ 200 Nm/rad

Fig. 2. Schematic diagram of threespan beam
Table 3. The six lowest natural frequencies for various numbers of terms in Fourier series under the threespan beam
Mode

Present Method

Exact solution

FEM


$M=$6

$M=$8

$M=$10

$M=$12

$M=$15


1

4.3676

4.3675

4.3675

4.3675

4.3675

4.3675

4.3675

2

13.640

13.640

13.639

13.639

13.639

13.646

13.646

3

13.833

13.833

13.833

13.833

13.833

13.848

13.848

4

21.690

21.690

21.690

21.690

21.688

21.689

21.689

5

26.698

26.696

26.696

26.696

26.695

26.697

26.697

6

34.327

34.323

34.323

34.322

34.322

34.325

34.325

Fig. 3. The fourmode shape for the threespan beam
4. Conclusions
In this paper, a weak solution of free vibration is developed for multispan beams, which can be applied with general elastic boundary and coupling conditions. Each of displacements is written as a form of a standard onedimensional Fourier cosine series with several auxiliary functions. The introducing of these functions is to eliminate the discontinuities of all the related displacements and their derivatives at the ends and to improve the convergence speed of the series representations. Combined with the RayleighRitz technique, all the series expansion coefficients can be obtained as the generalized coordinates. The numerical results show that the current weak solution has good convergence and high accuracy compared with existing results in literature and FEM results.
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