Open access peer-reviewed chapter

# Free Vibration of Axially Functionally Graded Beam

By Dongxing Cao, Bin Wang, Wenhua Hu and Yanhui Gao

Submitted: November 6th 2018Reviewed: March 14th 2019Published: April 22nd 2019

DOI: 10.5772/intechopen.85835

## Abstract

Axially functionally graded (AFG) beam is a special kind of nonhomogeneous functionally gradient material structure, whose material properties vary continuously along the axial direction of the beam by a given distribution form. There are several numerical methods that have been used to analyze the vibration characteristics of AFG beams, but it is difficult to obtain precise solutions for AFG beams because of the variable coefficients of the governing equation. In this topic, the free vibration of AFG beam using analytical method based on the perturbation theory and Meijer G-Function are studied, respectively. First, a detailed review of the existing literatures is summarized. Then, based on the governing equation of the AFG Euler-Bernoulli beam, the detailed analytic equations are derived on basis of the perturbation theory and Meijer G-function, where the nature frequencies are demonstrated. Subsequently, the numerical results are calculated and compared, meanwhile, the analytical results are also confirmed by finite element method and the published references. The results show that the proposed two analytical methods are simple and efficient and can be used to conveniently analyze free vibration of AFG beam.

### Keywords

• free vibration
• natural frequency
• asymptotic perturbation method
• Meijer G-function
• finite segment model

## 1. Introduction

Functionally gradient materials (FGMs) make a composite material by varying the microstructure from one material to another material with a specific gradient. It can be designed for specific function and applications. If it is for thermal or corrosive resistance or malleability and toughness, both strengths of the material may be used to avoid corrosion, fatigue, fracture, and stress corrosion cracking. FGMs are usually made into several structures, such as beams [1, 2, 3, 4], plates [5, 6, 7, 8], and shells [9, 10, 11, 12]. In this area, the variation of material properties in functionally graded beams may be oriented in transverse (thickness) direction or/and longitudinal/axial (length) direction.

For functionally graded beams with thickness-wise gradient variation, there have been many studies devoted to this topic. Lee et al.  establish an accurate transfer matrix method to analyze the free vibration characteristics of FGM beams whose Young’s modulus and density vary continuously with the height of the beam section through power law distribution. Su et al.  developed the dynamic stiffness method to investigate the free vibration behavior of FGM beams. Jing et al.  introduced a new approach by combining the cell-centered finite volume method and Timoshenko beam theory to analyze static and free vibration of FGM beams. Ait Atmane et al.  investigated the free vibration of a nonuniform FGM beams with exponentially varying width and material properties. Sina et al.  studied the free vibration of FGM beams by analytical method based on the traditional first-order shear deformation theory. Sharma  investigated the computational characteristics of harmonic differential quadrature method for free vibration of functionally graded piezoelectric material beam, which the material properties are assumed to have a power law or sigmoid law variation across the depth. Li et al.  proposed a high-order shear theory for free vibration of FGM beams with continuously varying material properties under different boundary conditions. Celebi et al.  employed the complementary function method to investigate the free vibration analysis of simply supported FGM beams, which the material properties change arbitrarily in the thickness direction. Chen et al.  studied the nonlinear free vibration behavior of shear deformable sandwich porous FGM beam based on the von kármán type geometric nonlinearity and Ritz method. Nazemnezhad and Hosseini-Hashemi  examined the nonlinear free vibration of FGM nanobeams with immovable ends using the multiple scale method.

As the FGMs are good for severe conditions, thermal-mechanical effect on FGM structures has attracted broad attention. In this field, Farzad Ebrahimi and Erfan Salari obtained outstanding achievements. Considering the thermal-mechanical effect and size-dependent thermo-electric effect, the buckling and vibration behavior of FGM nanobeams are studied [23, 24, 25, 26]. Considering the concept of neutral axis, they  studied the free buckling and vibration of FGM nanobeams using semi-analytical differential transformation method. To discuss the effect of the shear stress, Reddy’s higher-order shear deformation beam theory is introduced to study the vibration of the FGM structures [28, 29, 30]. Ebrahimi et al. [31, 32, 33] also studied vibration characteristics of FGM beams with porosities. Based on nonlocal elasticity theory, the nonlocal temperature-dependent vibration of FGM nanobeams were studied in thermal environment [34, 35, 36].

Another significant class of functionally graded beams is those with lengthwise varying material properties. It is difficult to obtain precise solutions for axially functionally graded (AFG) beams because of the variable coefficients of the governing equation. To solve this problem, a great deal of methods has been used to analyze the vibration characteristics of AFG beams. By assuming that the material constituents vary throughout the longitudinal directions according to a simple power law, Alshorbagy et al.  developed a two-node, six-degree-of-freedom finite element method (FEM) in conjunction with Euler-Bernoulli beam theory to detect the free vibration characteristics of a functionally graded beam. Shahba et al. [38, 39] used the FEM to study the free vibration of an AFG-tapered beam based on Euler-Bernoulli and Timoshenko beam theory. Shahba and Rajasekaran  studied the free vibration analysis of AFG-tapered Euler-Bernoulli beams employing the differential transform element method. Liu et al.  applied the spline finite point method to investigate the same problems. Rajasekaran  researched the free bending vibration of rotating AFG-tapered Euler-Bernoulli beams with different boundary conditions using the differential transformation method and differential quadrature element method. Rajasekaran and Tochaei  carried out the free vibration analysis of AFG Timoshenko beams using the same method. Huang and Li  studied the free vibration of variable cross-sectional AFG beams. The differential equation with variable coefficients is combined with the boundary conditions and transformed into Fredholm integral equation. By solving Fredholm integral equation, the natural frequencies of AFG beams can be obtained. Huang et al.  proposed a new approach for investigating the vibration behaviors of AFG Timoshenko beams with nonuniform cross section by introducing an auxiliary function. Huang and Rong  introduced a simple approach to deal with the free vibration of nonuniform AFG Euler-Bernoulli beams based on the polynomial expansion and integral technique. Hein and Feklistova  solved the vibration problems of AFG beams with various boundary conditions and varying cross sections via the Haar wavelet series. Xie et al.  presented a spectral collocation approach based on integrated polynomials combined with the domain decomposition technique for free vibration analyses of beams with axially variable cross sections, moduli of elasticity, and mass densities. Kukla and Rychlewska  proposed a new approach to study the free vibration analysis of an AFG beam; the approach relies on replacing functions characterizing functionally graded beams with piecewise exponential functions. Zhao et al.  introduced a new approach based on Chebyshev polynomial theory to investigate the free vibration of AFG Euler-Bernoulli and Timoshenko beams with nonuniform cross sections. Fang and Zhou [51, 52] researched the modal analysis of rotating AFG-tapered Euler-Bernoulli and Timoshenko beams with various boundary conditions employing the Chebyshev-Ritz method. Li et al. [53, 54] obtained the exact solutions for the free vibration of FGM beams with material profiles and cross-sectional parameters varying exponentially in the axial direction, where assumptions of Euler-Bernoulli and Timoshenko beam theories have been applied, respectively. Sarkar and Ganguli  studied the free vibration of AFG Timoshenko beams with different boundary conditions and uniform cross sections. Akgöz and Civalek  examined the free vibrations of AFG-tapered Euler-Bernoulli microbeams based on Bernoulli-Euler beam and modified couple stress theory. Yuan et al.  proposed a novel method to simplify the governing equations for the free vibration of Timoshenko beams with both geometrical nonuniformity and material inhomogeneity along the beam axis, and a series of exact analytical solutions are derived from the reduced equations for the first time. Yilmaz and Evran  investigated the free vibration of axially layered FGM short beams using experimental and FEM simulation, which the beams are manufactured by using the powder metallurgy technique using different weight fractions of aluminum and silicon carbide powders.

Till now, there also are plenty of literatures devoted to the free vibration for nonuniform beams. Boiangiu et al.  obtained the exact solutions for free bending vibrations of straight beams with variable cross section using Bessel’s functions and proposed a transfer matrix method to determine the natural frequencies of a complex structure of conical and cylindrical beams. Garijo  analyzed the free vibration of Euler-Bernoulli beams of variable cross section employing a collocation technique based on Bernstein polynomials. Arndt et al.  presented an adaptive generalized FEM to determine the natural frequencies of nonuniform Euler-Bernoulli beams. The spline-method of degree 5 defect 1 is proposed by Zhernakov et al.  to determine the natural frequencies of beam with variable cross section. Wang  studied the vibration of a cantilever beam with constant thickness and linearly tapered sides by means of a novel accurate, efficient initial value numerical method. Silva and Daqaq  solved the linear eigenvalue problem exactly of a slender cantilever beam of constant thickness and linearly varying width using the Meijer G-function approach. Rajasekaran and Khaniki  applied the FEM to research the vibration behavior of nonuniform small-scale beams in the framework of nonlocal strain gradient theory. Çalım  investigated the dynamic behavior of nonuniform composite beams employing an efficient method of analysis in the Laplace domain. Yang et al.  applied the power series method to investigate the natural frequencies and the corresponding complex mode functions of a rotating tapered cantilever Timoshenko beam. Clementi  analytically determined the frequency response curves of a nonuniform beam undergoing nonlinear oscillations by the multiple time scale method. Wang  proposed the differential quadrature element method for the natural frequencies of multiple-stepped beams with an aligned neutral axis. Abdelghany  utilized the differential transformation method to examine the free vibration of nonuniform circular beam.

The asymptotic development method, which is a kind of perturbation analysis method, is always used to solve nonlinear vibration equations. For example, Chen et al. [71, 72] studied the nonlinear dynamic behavior of axially accelerated viscoelastic beams and strings based on the asymptotic perturbation method. Ding et al. [73, 74] studied the influence of natural frequency of transverse vibration of axially moving viscoelastic beams and the steady-state periodic response of forced vibration of dynamic viscoelastic beams based on the multi-scale method. Chen  used the asymptotic perturbation method to analyze the finite deformation of prestressing hyperelastic compression plates. Hao et al.  employed the asymptotic perturbation method to obtain the nonlinear dynamic responses of a cantilever FGM rectangular plate subjected to the transversal excitation in thermal environment. Andrianov and Danishevs’kyy  proposed an asymptotic method for solving periodic solutions of nonlinear vibration problems of continuous structures. Based on the asymptotic expansion method of Poincaré-Lindstedt version , the longitudinal vibration of a bar and the transverse vibration of a beam under the action of a nonlinear restoring force are studied. The asymptotic development method is applied to obtain an approximate analytical expression of the natural frequencies of nonuniform cables and beams [79, 80]. Cao et al. [81, 82] applied the asymptotic development method to analyze the free vibration of nonuniform axially functionally graded (AFG) beams. Tarnopolskaya et al.  gave the first comprehensive study of the mode transition phenomenon in vibration of beams with arbitrarily varying curvature and cross section on the basis of asymptotic analysis.

The present topic focus on the free vibration of AFG beams with uniform or nonuniform cross sections using analytical method: the asymptotic perturbation method (APM) and Meijer G-function. First, the governing differential equation for free vibration of nonuniform AFG beam is summarized and rewritten in a form of a dimensionless equation based on Euler-Bernoulli beam theory. Second, the analytic equations are then derived in detail in Sections 3 and 4, respectively, where the nature frequencies are obtained and compared with the results of the finite element method and the published references. Finally, the conclusions are presented.

## 2. Governing equation of the AFG beam

This studied free vibration of the axially functionally graded beam, which is a nonuniform and nonhomogeneous structure because of the variable width and height, as shown in Figure 1. Based on Euler-Bernoulli beam theory, the governing differential equation of the beam can be written as

2x2ExIx2wxtx2+ρxAx2wxtt2=0,0xLE1

where wxtis the transverse deflection at position x and time t; Lis the length of the beams; ExIxis the bending stiffness, which is determined by Young’s modulus Exand the area moment of inertia Ix; and ρxAxis the unit mass length of beam, which is determined by volume mass density ρxand variable cross-sectional area Ax.

Because of the particularity of AFG beam, bending stiffness ExIxand unit mass ρxAxwill change with the axis coordinates, which makes the original constant coefficient differential equation become variable coefficient differential equation and to some extent increases the difficulty of solving. In order to facilitate calculation, we simplify the calculation process by introducing dimensionless parameters. Reference flexural stiffness EI0and reference mass ρA0are introduced, and the above two dimensionless parameters are invariant. Suppose ExIx=EI0+ExIx¯and ρxAx=ρA0+ρxAx¯, where EI0and ρA0are the invariant parts and ExIx¯and ρxAx¯represent flexural stiffness and mass per unit length, respectively, and vary with the axial coordinates. Here, we introduce a dimensionless space variable ξ=x/Land a dimensionless time variable τ=tL2EI0ρA0; Eq. (1) can be rewritten in the dimensionless form:

2ξ21+f1ξ2wξτξ2+1+f2ξ2wξττ2=0,0ξ1E2

where

f1ξ=EξIξ¯EI0andf2ξ=ρξAξ¯ρA0E3

are the nondimensional varying parts of the flexural stiffness and of the mass per unit length, respectively.

## 3. Asymptotic perturbation method

### 3.1 Equation deriving

In this section, the APM is introduced to obtain a simple proximate formula for the nature frequency of the AFG beam. Firstly, we assume that

wξτ=WξsinωτE4

where Wξis the amplitude of vibration and ωis the circular frequency of vibration. We obtain the following equation by substituting Eq. (4) with Eq. (2):

d2dξ21+f1ξd2Wdξ2ω21+f2ξW=0,0ξ1E5

To use the APM, a small perturbation parameter εis introduced:

f1ξεf1ξ,f2ξεf2ξE6

According to the Poincaré-Lindstedt method [78, 79, 80, 81, 82], we assume the expansion for ωand Wξas

ω=ω0+εω1+ε2ω2+,Wξ=W0ξ+εW1ξ+ε2W2ξ+.E7

Substituting these expressions with governing Eq. (5) and then expanding the expressions into a ε-series, Eqs. (8) and (9) are obtained by equating the coefficients of ε0and ε1to zero, yielding a sequence of problems for the unknowns ωiand Wiξ:

d4W0dξ4ω02W0=0E8
d4W1dξ4ω02W1+h1ξ2ω1ω0W0=0E9

where

h1ξ=2df1ξd3W0dξ3+d2f1ξdξ2d2W0dξ2+ω02f1ξf2ξW0E10

For Eq. (8), the following general solution can be obtained:

W0=Asin+Bcos+Csinh+DcoshE11

where

k=ω0E12

For simplicity, we consider clamped-free (C-F) beams, and the corresponding boundary conditions are

W0=dW0=0,ξ=0E13
d2W0dξ2=d3W0dξ3=0,ξ=1E14

Then, the following equations from equation can be obtained:

A+C=0B+D=0CD=sinksinhkcosk+coshkE15

and the frequency equation is

coskcoshk+1=0E16

The spatial mode shape can be obtained as

W0=coshcos+CDsinhsinE17

Now, the solution of the first-order equation is analyzed. In Eq. (9), both h1ξand W1are linearly correlated with W0. Based on the theory of ordinary differential equations , the solvability conditions of linear differential equations can be expressed by the orthogonality of solutions of homogeneous systems of equations. At the same time, according to the orthogonality of modal vibration theory, the solution of Eq. (9) exists under the condition of the solvability of differential equation:

01h1ξ2ω1ω0W0W0=0E18

is satisfied. As a result,

ω1=01h1ξW02ω001W02E19

Because h1ξis linearly correlated with W0, the former equations indicate that the arbitrary amplitude of W0does not impact ω1. This finding yields the first-order correction of the natural frequency ω0corresponding to a nonuniform and homogeneous beam.

Integrating by parts, we obtain

01h1ξW0=df1d2W0dξ2W0+f1d3W0dξ3W0f1d2W0dξ2dW001+01f1d2W0dξ22ω02f2W02E20

By definition we have

f1ξ=EξIξ¯E0I=EξIξEI0EI0E21

so that

df1d2W0dξ2W0+f1d3W0dξ3W0f1d2W0dξ2dW001+01f1d2W0dξ22=dEξIξEI0d2W0dξ2W0+EξIξEI0d3W0dξ3W0EξIξEI0d2W0dξ2dW0+d2W0dξ2dW0d3W0dξ3W001+1EI001EξIξd2W0dξ2201d2W0dξ22E22

Choosing the reference bending stiffness

EI0=dEξIξd2W0dξ2W0+EξIξd3W0dξ3W0EξIξd2W0dξ2dW001+01EξIξd2W0dξ22d3W0dξ3W0d2W0dξ2dW001+01d2W0dξ22E23

we have df1d2W0dξ2W0+f1d3W0dξ3W0f1d2W0dξ2dW001+01f1d2W0dξ22=0.

Analogously, we choose

ρA0=01ρξAξW0201W02E24

giving 01f2W02=0. Then, we obtain ω1=0. These values are the properties of the equivalent homogeneous beam having the same frequency (at least up to the first order) as the given nonuniform AFG beam.

The nth natural circular frequency of the AFG beam can be derived as

λn=1L2EI0ρA0ω0E25

Each order of frequency of ω0can be determined by Eq. (16) (in turn, positive numbers from small to large). The required variables have been computed by the above expression. Eq. (25) is an approximate formula for the natural frequencies of variable cross-sectional AFG beams.

In order to show the applicability of this method, we study other supporting conditions, and we can easily get the corresponding boundary conditions of Eqs. (13) and (14). Due to the limited space, the detailed derivation process is omitted, and the final results are shown in Table 1.

Boundary conditionsFrequency equationMode shape
Simply supported (S-S)sink=0W0=sin
Clamped-pinned (C-P)tanktanhk=0W0=coshcoscoshkcosksinhksinksinhsin
Clamped-clamped (C-C)coskcoshk1=0W0=coshcos+sink+sinhkcoskcoshksinhsin

### Table 1.

Frequency equations and mode shapes for various beams.

### 3.2 Numerical results and discussion

Based on the above analysis, four kinds of AFG beams with various taper ratios are considered, as shown in Figure 2. The numerical simulations are carried out, and the results are compared with the published literature results to verify the validity of the proposed method. Figure 2.Geometry and coordinate system of an AFG beam for different taper ratios: (a) case 1, c b = c h = 0 ; (b) case 2, c h = 0 , c b ≠ 0 ; (c) case 3, c b = 0 , c h ≠ 0 ; and (d) case 4, c b ≠ 0 , c h ≠ 0 .

In Figure 2, BLand BRare the width of the left and right ends of the beams, respectively, and HLand HRare the height of the left and right ends of the beams, respectively. Here, we assume that the geometric characteristics of AFG beams vary linearly along the longitudinal direction. Therefore, the variation of cross-sectional area Axand moment of inertia Ixalong the beam axis can be clearly expressed as follows:

Ax=AL1cbxL1chxL,Ix=IL1cbxL1chxL3E26

where cb=1BRBLand ch=1HRHLare the breadth and height taper ratios, respectively. ALand ILare cross-sectional area and area moment of inertia of the beam left sides, respectively. It is instructive to remember that if cb=ch=0, the beam would be uniform; if ch=0,cb0, the beam would be tapered with constant height; if cb=0,ch0, the beam would be tapered with constant width; and if cb0,ch0, the beam would be double tapered. These four cases are corresponding to Figure 2(a)–(d), respectively. Moreover, the material properties such as Young’s modulus Exand mass density ρxalong the beam axis are assumed as

Ex=EL1+xL,ρx=ρL1+xL+xL2E27

where ELand ρLare Young’s modulus and mass density of the beam left sides, respectively.

Based on the introduced analytical equation, the first third-order nondimensional natural frequencies (Ωn=λnL2ρLAL/ELIL) of the four cases of nonuniform AFG beams with different boundary configurations were obtained. The results were listed in Tables 27, respectively, and it also was compared with those of published work by Shahba et al. .

Boundary conditionFirst modeSecond modeThird mode
C-FPresent2.43918.43754.339
Ref. 2.42618.60455.180
S-SPresent9.05335.83480.470
Ref. 9.02936.37281.732
C-CPresent20.58556.251109.869
Ref. 20.47256.549110.947

### Table 2.

Nondimensional natural frequencies of the AFG uniform beam (case 1) with different boundary conditions.

cbC-FS-SC-C
First modeSecond modeThird modeFirst modeSecond modeThird modeFirst modeSecond modeThird mode
0.2Present2.61318.88754.9519.06835.95780.77220.45756.196110.003
Ref. 2.60519.00455.5349.06036.34281.68520.41556.472110.862
0.4Present2.85419.48355.7539.08836.11781.16520.29456.124110.177
Ref. 2.85119.53056.0239.08736.31581.64520.28856.298110.671
0.6Present3.21420.31156.8539.11336.33281.69720.07956.028110.411
Ref. 3.21420.29656.8009.09936.29781.62420.01955.921110.250
0.8Present3.83221.54258.4539.14736.63882.45619.78355.892110.743
Ref. 3.83121.67658.4359.06936.27781.63919.38554.971109.142

### Table 3.

Nondimensional natural frequencies of the AFG-tapered beam with constant height (case 2) and different boundary conditions.

chC-FS-SC-C
First modeSecond modeThird modeFirst modeSecond modeThird modeFirst modeSecond modeThird mode
0.2Present2.505417.259649.49828.141632.188872.268018.242050.185198.2992
Ref. 2.505117.380250.04918.134132.523673.113818.217050.480199.1734
0.4Present2.629316.299545.35197.279328.971765.120316.302745.060088.4345
Ref. 2.615516.070544.61817.153128.474763.994215.828244.024686.6272
0.6Present2.853515.669742.23586.487226.369459.485014.915241.250280.9747
Ref. 2.783514.650838.74466.035724.110154.092113.229336.965372.8740
0.8Present3.288915.566240.65545.796624.637155.973414.223339.182376.7690
Ref. 3.087113.114232.13094.652019.131442.695410.223528.749256.8109

### Table 4.

Nondimensional natural frequencies of the AFG-tapered beam with constant width (case 3) and different boundary conditions.

cb0.20.40.60.8
chFirst mode
0.2Present2.68732.93803.31133.9455
Ref. 2.68632.93363.29933.9219
0.4Present2.82263.08773.47964.1377
Ref. 2.79873.04863.41814.0471
0.6Present3.06403.35063.77004.4625
Ref. 2.96993.22373.59854.2355
0.8Present3.52713.84754.30815.0458
Ref. 3.27943.54013.92324.5695
chSecond mode
0.2Present17.722518.328919.159820.3725
Ref. 17.750118.237918.950120.2432
0.4Present16.782217.406118.245819.4418
Ref. 16.409216.857117.513918.7164
0.6Present16.177116.821417.668718.8380
Ref. 14.956715.362715.961617.0694
0.8Present16.094716.749317.583618.6877
Ref. 13.385013.746614.284815.2955
chThird mode
0.2Present50.219451.153452.411454.1995
Ref. 50.393450.864551.602953.1332
0.4Present46.197047.273448.692550.6520
Ref. 44.950445.400346.095747.5129
0.6Present43.204244.411745.961348.0269
Ref. 39.060539.484440.130441.4236
0.8Present41.706542.981744.563646.5828
Ref. 32.422932.812333.398634.5521

### Table 5.

Nondimensional natural frequencies of the AFG double-tapered beam (case 4); boundary conditions: C-F.

cb0.20.40.60.8
chFirst mode
0.2Present8.16828.20188.24568.3051
Ref. 8.14628.14988.13368.0646
0.4Present7.31727.36477.42627.5089
Ref. 7.14557.12547.07946.9703
0.6Present6.53576.59606.67326.7754
Ref. 6.00825.96385.88685.7351
0.8Present5.85375.92406.01286.1283
Ref. 4.60464.53554.42644.2283
chSecond mode
0.2Present32.413332.700733.081933.6118
Ref. 32.512332.507932.516432.5326
0.4Present29.297129.707630.241930.9665
Ref. 28.482228.500328.537028.5928
0.6Present26.783427.296527.949328.8091
Ref. 24.137124.179124.246924.3497
0.8Present25.103225.668326.368327.2590
Ref. 19.180319.250919.359019.5300
chThird mode
0.2Present72.817973.523774.462575.7732
Ref. 73.095973.090373.111673.1855
0.4Present65.915866.920268.229170.0069
Ref. 64.005464.035064.100764.2374
0.6Present60.492261.739263.324365.4089
Ref. 54.133054.199254.312654.5207
0.8Present57.096958.454760.130362.2530
Ref. 42.767742.874243.043643.3451

### Table 6.

Nondimensional natural frequencies of the AFG double-tapered beam (case 4); boundary conditions: S-S.

cb0.20.40.60.8
chFirst mode
0.2Present18.277918.323118.381818.4612
Ref. 18.199618.128617.943717.4566
0.4Present16.497516.739617.048417.4563
Ref. 15.849815.835015.736715.4025
0.6Present15.251215.662216.177116.8423
Ref. 13.289613.331913.323813.1529
0.8Present14.666215.200415.858716.6925
Ref. 10.322910.425510.516810.5339
chSecond mode
0.2Present50.443050.771351.203551.7981
Ref. 50.456550.359950.101749.3728
0.4Present45.625746.334647.249548.4763
Ref. 44.055344.037043.902743.4066
0.6Present42.089043.121444.424546.1234
Ref. 37.050937.113737.110436.8678
0.8Present40.215141.461442.997544.9420
Ref. 28.891229.040929.184229.2402
chThird mode
0.2Present98.299299.7466100.8219102.313
Ref. 99.147499.041498.754397.9046
0.4Present88.434590.980692.820095.3023
Ref. 86.660886.641486.493285.9176
0.6Present80.974784.459886.896790.0855
Ref. 72.968173.038273.037572.7615
0.8Present76.769080.842683.586787.0576
Ref. 56.967457.134157.299157.3787

### Table 7.

Nondimensional natural frequencies of the AFG double-tapered beam (case 4); boundary conditions: C-C.

Table 2 shows the first third-order natural frequencies of the AFG beam, case of Figure 2(a), which is uniform but nonhomogeneous. It can be clearly seen that the analytical results obtained from the asymptotic development method are in good agreement with those given by Ref. .

As can be seen from Tables 3 and 4, the first third-order dimensionless natural frequencies of AFG conical beams with only varying width or height are studied, respectively. It is easy to find the following conclusions. This method has higher accuracy on the equal height AFG-tapered beam. When the height changes, there is a certain fractional error in the AFG-tapered beam.

According to Figure 2(d), when the height and width of AFG beams change simultaneously, we can see that AFG beams are not uniform. The natural frequencies of three boundary conditions (free clamping, simply supported, and clamping) are studied in Tables 5, 6, 7. From the data in the table, it can be clearly found that the natural frequencies of AFG beams at low order are in good agreement with Ref. , while at high order, there are some errors in the natural frequencies.

## 4. The method of Meijer G-function

### 4.1 Equation deriving

In this section, the Meijer G-function is introduced to obtain the formula of the nature frequency of the AFG beam. Here, a special case of AFG beam is considered, where the cross section is uniform. Thus, in Eq. (1), Young’s modulus Exand material mass density ρxare variable parameters, and the area moment of inertia Iand the cross-sectional area Aare invariant. To solve the governing equation, two parameters are firstly introduced to depict the functional gradient parameter equation:

Ex=EL1fExL,ρx=ρL1fρxLE28

where fE=1EREL, ρE=1ρRρL. ELand ERare Young’s modulus at the left/right end of the beam, and ρLand ρRare the mass density at the left/right end of the beam. Eq. (2) is then rewritten as

1fExw+1fρxw¨=0E29

Based on the vibration theory, we assume wxt=ϕxqt, where qnt=Ancosβn2t+Bnsinβn2tand βn2is the modal frequency for dimensionless. The governing equation is then derived as

1fExϕnβn41fρxϕn=0E30

Next, Meijer G-function will be used to solve the linear partial differential equation. The general expression of Meijer G-function differential equation is written as

1pmnzl=1pzddz+1alk=1qηddzbkGz=0E31

where m,n,pand qare integers satisfying 0mq,0np, G is the dependent variable also known as the Meijer G-function, z is the independent variable, and aland bkare real numbers.

A definition of the Meijer G-function is given by the following path integral in the complex plane, called the Mellin-Barnes type:

Gp,qm,na1an,an+1apb1bm,bm+1bq|z=12πiτk=1mΓξbkk=1nΓ1ak+ξk=1pΓξakk=m+1qΓ1bk+ξzξE32

where an empty product is interpreted as 1, 0mq,0np, and the parameters are such that none of the poles of Γbjξ,j=1mcoincides with the poles of Γ1aj+ξ,j=1n. Where iis a complex number such that i2 =−1.

A special case of Eq. (31) can be expanded by assuming n=p=0and q=4. We can get that

z4d4Gdz4+6k=14bkz3d3Gdz4+73n=14bk+k,l=14bkblz2d2Gdz2+1k=14bk+k,l=14bkblb1b2+b1b3+b2b3b4zdGdz1mzk=14bkG=0E33

where kl. Although Eq. (30) is not similar to Eq. (33), the two equations can be similar by introducing some transformations:

ϕnx=Gznx,znx=βn4fE41fEx4E34

Eq. (30) is transformed into

ηn3G+5ηn2G+6916ηnG+932G1fρx1fExG=0E35

Because of the difficulty of solving the differential equation with variable coefficients, we can simplify Eq. (35). Let 1fEx=1fρx=1Fx; it can be rewritten as

ηn3G+5ηn2G+6916ηnG+932GG=0E36

In order to solve the above equation, the coefficients of the ordinary differential Eqs. (33) and (36) are the same, so we can calculate the corresponding values, as shown in Table 8.

Caseb1b2b3b4
11/21/401/4
21/41/401/2
301/41/21/4
41/201/41/4
501/21/41/4
601/41/41/2
71/401/41/2
81/41/201/4
91/401/21/4

### Table 8.

Possible case of unknown constant bkof Meijer G-function equation.

One set of data can be selected from Table 8 and expressed in the form of closed solutions of Meijer G-function:

φ1nx=G0,42,01414012βn41Fx4256F4E37
φ2nx=G0,41,01401214βn41Fx4256F4E38
φ3nx=G0,41,00121414βn41Fx4256F4E39
φ4nx=G0,41,01214140βn41Fx4256F4E40

Modal modes of beams:

ϕnx=C1nφ1nx+C2nφ2nx+C3nφ3nx+C4nφ4nx,n=1,2,3,E41

In order to determine the undetermined coefficients Ciand βn, the boundary conditions of beams need to be considered:

1. C-F:

φ1n0φ2n0φ3n0φ4n0φ1n0φ2n0φ3n0φ4n0φ1n1φ2n1φ3n1φ4n1φ1n1φ2n1φ3n1φ4n1C1nC2nC3nC4n=0000E42

1. C-P:

φ1n0φ2n0φ3n0φ4n0φ1n0φ2n0φ3n0φ4n0φ1n1φ2n1φ3n1φ4n1φ1n1φ2n1φ3n1φ4n1C1nC2nC3nC4n=0000E43

1. S-S:

φ1n0φ2n0φ3n0φ4n0φ1n0φ2n0φ3n0φ4n0φ1n1φ2n1φ3n1φ4n1φ1n1φ2n1φ3n1φ4n1C1nC2nC3nC4n=0000E44

1. C-C:

φ1n0φ2n0φ3n0φ4n0φ1n0φ2n0φ3n0φ4n0φ1n1φ2n1φ3n1φ4n1φ1n1φ2n1φ3n1φ4n1C1nC2nC3nC4n=0000E45

### 4.2 Numerical results and discussion

Based on the above analysis, the natural frequencies of beams under different boundary conditions can be solved. Meanwhile, the results of finite element method are also conducted to verify the accuracy of the analytical results. Here, we use the power law gradient of the existing AFG beams , and the material properties of AFG beams change continuously along the axial direction. Therefore, the expressions of Young’s modulus Exand mass density ρxare listed in detail:

Yx=YL1eαx/L1eα1+YReαx/L1eα1,α0,YL1xL+YRxL,α=0.E46

where YLand YRdenote the corresponding material properties of the left and right sides of the beam, respectively. αis the gradient parameter describing the volume fraction change of both constituents involved. When gradient parameter αis equal and less than zero, Young’s modulus and mass density at the left end are less than those at the right end. When αequals zero, the beam is equivalent to a uniform Euler-Bernoulli beam, and Young’s modulus and mass density of the beam do not change with the length direction of the beam.

The variation of Yxalong the axis direction of the beam can be shown in Figure 3 for YR=3YL. In order to show the practicability of this method, we choose the existing materials to study. The materials of AFG beams are composed of aluminum (Al) and zirconia (ZrO2).The left and right ends of the beam are pure aluminum and pure zirconia, respectively. The material properties of AFG beams are given in detail in Table 9. We choose the sizes of commonly used beams which are L = 0.2 m, B = 0.02 m, and H = 0.001 m. Figure 3.Variation of the material properties defined by Eq. (46) with Y R = 3 Y L .
PropertiesUnitAluminumZirconia
EGPa70200
ρKg/m327025700

### Table 9.

Material properties of the AFG beam .

In order to verify the correctness of this method, some finite element simulation software is used to verify its correctness. In this paper, we analyze the natural frequencies of uniform AFG beams under different boundary conditions. In the process of finite element analysis, the AFG beam is transformed into a finite length model by using the delamination method . At the same time, the AFG beam is delaminated along the axial direction. As shown in Figure 4, the material properties change along the axial direction, and the material properties of the adjacent layers are different. In order to analyze the performance of the beam, the uniform element is used to mesh each layer. In order to make the natural frequencies of AFG beams more precise, we can increase the number of layers and refine the finite element meshes.

In the Meijer G-function method, in order to solve the linear natural frequencies of beams under different boundary conditions, the determinant of the coefficient matrix of Eqs. (42)(45) is equal to zero. Finally, linear natural frequencies of beams with different boundary conditions of the first four orders are listed in Table 10.

FOrderC-FC-PS-SC-C
PresentFEMPresentFEMPresentFEMPresentFEM
α=0.912.46412.46514.07874.07893.08883.08914.55854.5579
25.22515.22657.15207.15166.28956.28937.69207.6908
38.25408.256010.276210.27789.44109.442010.854910.8560
411.320911.32413.407513.409212.585412.586914.013614.0148
α=0.512.07742.07724.00554.00563.13443.13444.70984.7096
24.84974.84917.11047.11006.28596.28617.83647.8360
37.94967.950110.239610.24099.42789.429410.982710.9836
411.045511.065213.374813.376012.566812.570714.125614.1273
α=1.711.60981.61043.77383.77383.12793.12774.68964.6897
24.47864.47926.98166.98166.28876.28847.81897.8187
37.73267.733210.147710.14909.43159.432510.967910.9696
410.906710.907913.304513.304212.572612.573714.113914.1158
α=2.711.53701.53773.72143.72173.11883.12124.66294.6630
24.41424.41426.94706.94716.29076.29047.79477.7948
37.69207.693110.120710.12229.43509.436010.948210.9497
410.8759108,77213.280713.282312.576212.577414.097214.0988

### Table 10.

Comparisons between FEM and numerical calculation of linear dimensionless natural frequencies of AFG beams with different boundary conditions.

From Table 10, we can see that the results of finite element method are similar to those of Meijer G-function and the error is small. This can prove the accuracy of the method in frequency calculation on the one hand. In Figure 5, we can find that the first third-order dimensionless natural frequencies of C-F beams are in good agreement with FEM and numerical calculation. With the gradual increase of gradient parameter F, the dimensionless natural frequency of C-F beam increases gradually, and the change speed is accelerated. At the same time, the FEM and numerical simulation errors are very small, so the precise linear natural frequencies can be obtained. Figure 5.Dimensionless natural frequencies of C-F beams vary with parameter F: (a) fundamental frequencies, (b) second-order frequencies, and (c) third-order frequencies.

## 5. Conclusions

FGMs are innovative materials and are very important in engineering and other applications. Despite the variety of methods and approaches for numerical and analytical investigation of nonuniform FG beams, no simple and fast analytical method applicable for such beams with different boundary conditions and varying cross-sectional area was proposed. In this topic, two analytical approaches, the asymptotic perturbation and the Meijer G-function method, were described to analyze the free vibration of the AFG beams.

Based on the Euler-Bernoulli beam theory, the governing differential equations and related boundary conditions are described, which is more complicated because of the partial differential equation with variable coefficients. For both the asymptotic perturbation and the Meijer G-function method, the variable flexural rigidity and mass density are divided into invariant parts and variable parts firstly. Different analytical processes are then carried out to deal with the variable parts applying perturbation theory and the Meijer G-function, respectively. Finally, the simple formulas are derived for solving the nature frequencies of the AFG beams with C-F boundary conditions followed with C-C, C-S, and C-P conditions, respectively. It is observed that natural frequency increases gradually with the increase of the gradient parameter.

Accuracy of the results is also examined using the available data in the published literature and the finite element method. In fact, it can be clearly found that result of the APM is more accurate in low-order mode, which is caused by the defect of the perturbation theory. However, the APM is simple and easily comprehensible, while the Meijer G-function method is more complex and unintelligible for engineers. In general, the results show that the proposed two analytical methods are efficient and can be used to analyze the free vibration of AFG beams.

## Acknowledgments

The authors gratefully acknowledge the support of the National Natural Science Foundation of China (Grant Nos. 11672008, 11702188, and 11272016).

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Dongxing Cao, Bin Wang, Wenhua Hu and Yanhui Gao (April 22nd 2019). Free Vibration of Axially Functionally Graded Beam, Mechanics of Functionally Graded Materials and Structures, Farzad Ebrahimi, IntechOpen, DOI: 10.5772/intechopen.85835. Available from:

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