MPEMathematical Problems in Engineering1563-51471024-123XHindawi10.1155/2020/36581463658146Research ArticleAn Improved Analytical Method for Vibration Analysis of Variable Section Beamhttps://orcid.org/0000-0002-7270-175XFengJingjing12ChenZhengneng12HaoShuying12https://orcid.org/0000-0001-8214-8604ZhangKunpeng12Sanz-HerreraJosé A.1Tianjin Key Laboratory for Advanced Mechatronic System Design and Intelligent Control, School of Mechanical EngineeringTianjin University of TechnologyTianjin 300384Chinatjut.edu.cn2National Demonstration Center for Experimental Mechanical and Electrical Engineering EducationTianjin University of TechnologyTianjin 300384Chinatjut.edu.cn202017820202020010420202207202017820202020Copyright © 2020 Jingjing Feng et al.This is an open access article distributed under the Creative Commons Attribution License, which permits unrestricted use, distribution, and reproduction in any medium, provided the original work is properly cited.

The variable section structure could be the physical model of many vibration problems, and its analysis becomes more complicated either. It is very important to know how to obtain the exact solution of the modal function and the natural frequency effectively. In this paper, a general analytical method, based on segmentation view and iteration calculation, is proposed to obtain the modal function and natural frequency of the beam with an arbitrary variable section. In the calculation, the section function of the beam is considered as an arbitrary function directly, and then the result is obtained by the proposed method that could have high precision. In addition, the total amount of calculation caused by high-order Taylor expansion is reduced greatly by comparing with the original Adomian decomposition method (ADM). Several examples of the typical beam with different variable sections are calculated to show the excellent calculation accuracy and convergence of the proposed method. The correctness and effectiveness of the proposed method are verified also by comparing the results of the several kinds of the theoretical method, finite element simulation, and experimental method.

National Natural Science Foundation of China1160216911702188117722181170219251605330Natural Science Foundation of Tianjin City17JCYBJC1890018JCYBJC19900Tianjin Municipal Education Commission2017KJ262
1. Introduction

The vibration energy harvesters often use the cantilever beam for the basic oscillator because of its simple structure, low rigidity, high energy density of bending vibration, and so on. The variable section structure shows some special performance, so it has excellent prospects in the field of the vibration piezoelectric energy harvester and attracts wide attention . Ooi et al.  studied the energy harvester systems, which are composed of five cantilever beam models with different sections. Then, the strain of each part is analyzed, when external loads are applied to the free end of the cantilever beam. The results show that the piezoelectric property of the triangular beam is more effective. Adopting the theoretical and experimental method, Savarimuthu et al.  discussed the influence of the position of the piezoelectric plate on the piezoelectric efficiency which was generated by vibration of the beam with different sections under the same vibration conditions. Wang et al.  analyzed the influence of the beam width at the free end of the cantilever beam on natural frequency and piezoelectric efficiency through finite element simulation.

It is necessary to solve the modal function and natural frequency for studying the vibration characteristics of the beam . For the uniform beam, section area and stiffness of the microsection in the discrete body model are constant and equal. For the variable section beam, the section area and stiffness are functions of the section position, which makes the constant coefficients of the differential equation in the traditional method to become a variable coefficient. As a result, it is impossible to apply directly the traditional method to analyze the modal function and natural frequency of those beams with variable section. In order to solve this problem and analyze its vibration characteristics, various analytical methods are proposed. Basing on the Galerkin method, Pielorz and Nadolski  developed a modal analysis method for a thin beam with a variable section. Laura et al.  optimized the Rayleigh–Ritz method to obtain natural frequency of the beam with constant width and hyperbolic thickness. Wang et al.  studied a vibration problem of a generalized variable thickness plate and approximated its vibration equation through the Frobenius method, so as to solving the vibration modal and natural frequency of a variable cross-section beam. Xu et al.  studied a method for vibration mode and natural frequency of a variable section beam by an approximate fitting vibration equation with series when the rigidity of the beam is a power function. Tang and Wu  used the finite element method to calculate deflections of the parabolic variable section beam and tapered the variable section beam under different constraints. Jang  solved the dynamic equation of the beam with periodic variable section through the spectral element method and obtained great precision deflection under the condition of high-frequency vibration. The methods mentioned above have achieved good results in the study of the beam model with specific structures. How to find an analytical method that could be applied to the vibration problem of a more general variable section beam has become the focuses of subsequent research.

Transfer matrix method (TM) is a kind of theoretical calculation method with strong expansibility. This method is used to associate the components with continuous conditions in a system, so as to achieve the purpose of analyzing the whole system. Fakoukakis and Kyriacou  combined the TM with the rigid-flexible mixed multibody system dynamic method to solve the problem that the complex multibody structure is difficult to model accurately at the junction. Fakoukakis and Kyriacou  used TM to solve the folding frame structure with equal section and obtained natural frequency, deflection of some points, and bending moment. Cui et al.  proposed a semianalytical method for solving modal function and natural frequency of the variable section beam based on TM. However, multiorder matrices are multiplied continuously in the calculation process of this method and then the amount of calculation increases exponentially with matrices increasing. Therefore, in most studies using the semianalytical method, the segment number of the beam can only reach 8 at most, which will limit the further improvement of results’ accuracy.

In the process of solving, ADM could obtain high-precision results although there exists the problem of large computation caused by high-order Taylor expansion. If the idea of piecewise solution in TM can be applied, the problem of excessive iteration calculation in the original ADM could be solved effectively. Therefore, the ADM is improved in this paper, and the Adomian decomposition-transfer matrix method (ADTM) is proposed which can be used to solve the mode function and natural frequency of the more general type of the beam with a variable section. The analysis idea of this improved analytic method is that it divides the whole beam into finite sections and builds the mode functions of each section first; then each discrete section is solved by association. The ADTM can not only obtain high-precision results of mode function and natural frequency of the beam with an arbitrary variable section, but also shorten the time required for calculation greatly.

2. Construction of Modal Function

Based on Euler–Bernoulli beam theory, the force analysis of transverse vibration of beams is shown in Figure 1(a). The moment and shear force on the cross section are expressed as Mx,t and Qx,t, respectively. L and yx,t are the length and bending deflection of the beam, respectively. Force analysis of beam’s microsegment dx is performed as shown in Figure 1(b).

Force analysis of the Euler–Bernoulli beam. (a) Beam structure. (b) Microsegment dx.

The force and moment balance equations could be established according to the D’Alembert’s principle. The modal function and natural frequency of the beam could be gained by analyzing free vibration [21, 22]. In free vibration, consider the external load is zero, that is, qx,t=0. Then, the vibration function could be written as follows:(1)ρAx2yx,tt2+2x2EIx2yx,tx2=0,where ρAx and EIx are the mass per unit length and the flexural rigidity of the beam, respectively.

The Galerkin method is used to discretize the deflection function:(2)yx,t=i=1uitϕix.

Substituting equation (2) into equation (1) gives the following:(3)EIxd4ϕixdx4+2EIxd3ϕixdx3+EIxd2ϕixdx2+u¨ituitρAxϕx=0,where EIx=dEIx/dx, u¨t=d2ut/dt2, and i is the modal order. According to the orthogonality of modes,(4)u¨ituit=ωi2.

By substituting equation (4) into equation (3), the following results are obtained:(5)Lxϕx=2f1xϕxf2xϕx+ω12f3xϕx,where Lx=d4/dx4 and(6)f1x=EIxEIx,f2x=EIxEIx,f3x=ρAxEIx.

By integrating both sides of equation (5) the following relation is obtained:(7)ϕxϕx0xϕx0x22ϕx0x36ϕx0=Lξ12f1xϕx+f2xϕxωi2f3xϕx,where x0 is the coordinate value of the x-axis at the beginning of the beam and Lx1 is the quadruple integral operator of the interval x0,x. Obviously, ϕx0, ϕx0, ϕx0, and ϕx0 are constants. Let A=ϕx0, B=ϕx0, C=ϕx0, and D=ϕx0.

Building the iterative modal function  of a general beam, and then the relations could be obtained as follows:(8)ϕx=j=0nϕjx,(9)ϕ0=A+Bx+Cx22+Dx36,(10)ϕjx=Lx12f1xϕj1x+f2xϕj1xωi2f3xϕj1x.

In equation (8), n is the iterative order of ADM. The higher the value of n is, the higher the precision of mode function is.

As shown in equation (6), fixi=1,2,3 are functions of x . Then, equivalent functions f1x and f2x could be viewed as 1/x and 1/x2, respectively. f3x can be rewritten as follows:(11)f3x=ρEAxIx=ρ12E1h2x,where h(x) is the thickness of the beam. Then, the equivalent function of f3x could be considered as 1/x2r. That means that r is the power of h(x)’s equivalent power function. Therefore, it could be seen that equation (10) cannot be integrated directly because f1x, f2x, and f3x are contained in the quadruple integral Lx1. Thus, Taylor expansion is introduced for approximate fitting , and equation (11) can be transformed into(12)ϕjx=Lx12T1xϕj1x+T2xϕj1xωi2T3xϕj1x,where T1x, T2x, and T3x are the fitting functions of f1x, f2x, and f3x, respectively.

3. Discussion of Fitting Error

The original ADM is applied to discuss the fitting error of beams with different sections under the same order expansion. Taylor fitting calculation has unavoidable defects, which is the fitting error becomes larger when it is away from the expansion base point. If the error needs to be reduced, it should be increased in the order of expansion and then the term of expansion is also increased. According to the iterative character of the ADM method, the expansion term of the fitting function is multiplied continuously in the iterative process, which will lead to huge calculation. In the finite order, there will be some fitting errors between the fitting function and the original function.

Taking f1x as an example, the analysis of f2x and f3x is similar. As the fitting function is farther away from the expansion base point, the fitting error is larger. To reduce the fitting error, a new expansion base point is set to O, which is the midpoint of the beam, as shown in Figures 2(a) and 2(b). Then, the error between the original f1x and the fitting function T1x should be expressed as ηx=T1xf1x.

Structure model and fitting error ηx when b0 = 0.2, bL = 0.08, L= 1, and h = 0.015. (a) Trapezoidal beam. (b) Trapezoidal convex beam with width function bx=b0b0bLx/L2. (c-d) Taylor fitting error of models (a) and (b), respectively.

In Figures 2(c) and 2(d), k is the order of Taylor expansion. It could be seen that different section functions have a great influence on the fitting error under the same expansion order. When k = 10, the difference between the fitting error of the trapezoidal beam in Figure 2(a) and that of the trapezoidal convex beam in Figure 2(b) is three orders of magnitude. If the above two fitting errors are on the same order of magnitude, then k in the case of the trapezoidal convex beam needs to reach the 26-th order. And, that leads to the computation problem caused by Taylor’s higher-order fitting that was mentioned earlier.

In order to reveal more intuitively the influence of Taylor fitting on the calculation quantity of ADM, the calculation quantity is simply estimated now. Because the Taylor fitting order k equals the number of expansion terms, it also takes into account that the number of terms will be multiplied once in each iteration. Therefore, the number of calculation terms generated by ADM can be expressed as kn. It can be seen that the variation of the expansion order k will have a great influence on the calculation of the iteration part.

In addition, it can be found also that in some cases even though the order of Taylor series is up to k = 200, the section function still cannot be fitted, as shown in Figure 3. When the beam with a variable section is of the Timoshenko function, that is, the trapezoidal concave beam, the width function is bx=b0b0bL2xL/L2. If bm 1, Taylor expansion cannot be completed. Obviously, it is almost impossible to substitute the fitting function T1x with k = 200 into the equations (8), (9), and (12) for iterative computations. Therefore, in practical application, ADM is limited by the expansion order k of the fitting function, so it cannot be fully applied to solve the arbitrary section beam.

Failure example of ADM. (a) Concave beam with width function bx=b0b0bL2xL/L2. (b) Comparison of the original fx and the fitting function Tx.

4. Segmentation and Fitting

In order to solve the problems of excessive calculation amount and failure mentioned above, a new analytical calculation method, ADTM, is proposed in this paper. The proposed method could divide the whole structure into some segments, and then length of each segment is smaller than the overall length. In this way, it could solve the disadvantage of fitting functions T1x, T2x, and T3x because of the distance from the base point of expansion, which is caused by the original algorithm. The modal function and natural frequency of the whole structure could be obtained by correlating each segment through the continuity condition in turn.

Firstly, divide the whole structure into p segments according to the section function of the whole structure, as shown in Figure 4. Then, the modal functions of each section could be established by using equations (8), (9), and (12), respectively. Therefore, they could be rewritten as follows:(13)ϕmx=j=0nϕjmx,(14)ϕ0m=Am+Bmx+Cmx22+Dmx36,(15)ϕjmx=Lx12T1ϕj1mx+T2xϕj1mxωi2T3xϕj1mx,where LmxLm+1,j0,m=1,2,,p. After n-order iteration of equation (15), several modal functions with five unknown parameters could be obtained, which are expressed as follows:(16)ϕmx=HAmAm+HBmBm+HCmCm+HDmDm,where HAm,HBm,HCm, and HDm contain variable x and the undetermined parameter ωim.

Whole structure with p segments.

Natural frequency is the inherent property of the whole structure. Then, the natural frequencies of the monolithic structure before and after the section are the same, which can be expressed as ωi=ωi1=ωi2=,,=ωip. According to the continuity condition, the displacement, angle, bending moment, and shear force on the right section of the m-th segment are equal to that on the left section of the (m + 1)-th segment. Therefore, the following relationships are satisfied:(17)ϕmLm=ϕm+1Lm,(18)ϕmLm=ϕm+1Lm,(19)EILmϕmLm=EILmϕm+1Lm,(20)EILmϕmLm=EILmϕmLm.

Substituting equation (16) into equations (17)–(20), the following iteration equations can be obtained:(21)ZmLmPm=Zm+1LmPm+1,where(22)Pm=AmBmCmDmT.

The relationship between both sides of iteration (21) shows that this equation is transitive, and the transformation can be obtained as follows:(23)ZP1=Pp,where(24)Z=Zp1Lp1Zp1Lp1Zm+11LmZmLmZ31L2Z2L2Z21L1Z1L1,(25)Zm=HAmHBmHCmHDmHAmHBMHCmHDmEIxHAmEIxHBMEIxHCmEIxHDmEIxHAmEIxHBMEIxHCmEIxHDm.

Zm+11LmZmLm in equation (24) represents the transfer relationship between the m-th segment and the (m + 1)-th segment and can be considered as a function of the natural frequency ω. Taking the cantilever beam as an example, the four boundary conditions are given as follows:(26)ϕ10=0,ϕ10=0,ϕpL=0,ϕpL=0.

Then, substituting equation (26) into equation (16), we have(27)Λ1P1=0,ΛpPp=0,where(28)Λ1=HA1HB1HC1HD1HA1HB1HC1HD1x=0,Λp=HApHBpHCpHDpHApHBpHCpHDpx=L.

Combining equations (24) and (27), the following could be obtained:(29)Λ1ΛpZP1=0.

The left side of equation (29) is a 4 × 4 matrix. If there is a nonzero solution to the equation, then(30)detΛ1ΛpZ=0,where det(•) represents the determinant of the matrix. The natural frequency ω can be calculated by equation (30). Then, substituting ω into equation (29), the coefficient P1 of the first segment is derived. Then, both ω and P1 are substituted into the iterative equation (21), and the iterative solution is carried out successively. According to the above steps, the modal function ϕmx of all segments can be obtained.

Parameter p, which is the number of segments, is directly proportional to the fitting accuracy of fitting functions T1x, T2x, and T3x that have a little impact on the calculated amount of the method itself. From equations (24) and (26), it can be seen that the transfer function Z could be obtained by multiplying 2p matrices that are 4 × 4, which leads that the increase in p will cause the computation of Z to increase rapidly. This problem can be solved by analyzing the fitting error of each segment’s fitting function. Therefore, when segmenting, the fitting error could be in the same order of magnitude by adjusting the length of each segment, so as to reduce the number of segments p. According to experience, the whole structure could be generally divided into three sections for calculation, which is enough to solve most of the variable section structures commonly encountered. If the variation of the section function is particularly complex, the number of segments should be selected according to the variation rule.

5. Examples

In this section, the cantilever structure is taken as an example to verify the excellence of ADTM by comparing the results obtained by several different methods. What needs illustration is that both ADM and ADTM are used to approximate the modal function and natural frequency by series expansion, so there are two kinds of errors in both methods when they are used to solve vibration equations. One is the truncation error caused by the finite series expansion of the method itself; the other is the fitting error caused by the Taylor series introduced in equation (12). Therefore, the overall error of the method involves the accumulation of both the errors.

5.1. Uniform Beam

The unit mass and stiffness of the uniform beam are constant, so there is no Taylor fitting error term, when ADM or ADTM is used to solve the vibration equation. Then, the solution error is only caused by the truncation of the series expansion of the method itself. Table 1 shows the results of the first three natural frequencies of uniform beams from different methods. Consider physical parameters as follows: length L = 1, width b = 0.2, thickness h = 0.015, and elastic modulus E = 7.1 × 1010.

Comparison of results from ADTM and ADM in the uniform beam case.

(p = 2)(p = 3)
ω1n = 179.034178.274778.117877.709678.0726
n = 278.074378.072778.0726
n = 378.072678.072678.0726

Ω2n = 1417.6492454.8542492.8109487.1444489.2727
n = 2456.9292488.6935489.2750
n = 3488.3615489.2715489.2727

Ω3n = 11290.26211309.28911362.85361369.9775
n = 21350.18891365.6756
n = 31095.90321369.64951369.9640

In Table 1, the theoretical result is the complete solution by using the traditional method. It also can be seen that the results of both methods are gradually close to theoretical results with the iterative order increasing. However, the result of the higher-order natural frequency has more error than that of the lower-order natural frequency, which makes ADM unable to solve in the lower-order iteration. Under the same condition and iteration order n, the result from ADTM has a higher precision than ADM. Moreover, the number of segments of ADTM also affects accuracy. Comparing results with p=2 and p=3, it is obvious that the accuracy of the latter is higher than that of former under the same n.

By using the natural frequency obtained in Table 1, the corresponding modal function can also be obtained, which is shown in Figure 5 through ADTM with n=p=3. For the convenience of errors analysis, the dimensionless transforms are given as follows:(31)x^=xL,ϕ^i=ϕiϕiL.

The first three modal functions obtained by ADTM with n=p=3.

In order to understand more clearly, the error can be expressed as(32)ηϕi=Φ^ix^ϕ^ix^,where Φ^ix^ is the theoretical results of modal function and ϕ^ix^ is an approximate modal function obtained by ADM or ADTM.

Generally speaking, errors from different methods are not in the same order of magnitude. Figure 6 shows the modal function’s error ηϕ of the first three natural frequencies represented by logarithmic coordinate axes under different methods. It can be seen that whether p=2 or p=3, the results from ADTM show better fitting accuracy than that from ADM in any modals under the same condition of iteration order n = 3. In addition, the errors of first modal fitting from both methods are in the same order of magnitude. In the second modal, whether p=2 or p=3, the errors from ADTM are about 3 or 5 orders of magnitude less than that from ADM. The error accuracy of the third modal function is similar to the second.

The errors of modal functions from different methods. (a) First modal, (b) second modal, and (c) third modal.

In addition, the experimental method is also used to further verify the modal solved by ADTM. Figure 7 shows the ADTM results of the dimensionless vibration modal and amplitude frequency response comparing with experimental data, respectively. In Figure 7, the ADTM results are basically in agreement with the experimental data, and the max error of the resonance peak is less than 3.5% in Figure 7(b). Therefore, the effectiveness and accuracy of the ADTM are proved by the above theoretical and experimental analysis.

Comparison of ADTM and experimental results. (a) Vibration modal. (b) Amplitude frequency response.

5.2. Trapezoidal Convex Beam

The trapezoidal convex beam mentioned in Figure 2(b) is analyzed. Both analytical methods are used, and the results are shown in Table 2. When using ADM, the order of Taylor expansion is k = 26; when using ADTM, the beam is divided into three segments firstly, as shown in Figure 8(a), and the order of expansion is k1 = 10, k2 = 10, and k3 = 11, respectively. The comparison of the fitting error before and after segmentation is shown in Figure 8(b). The blue, cyan, and green curves correspond to the first, second, and third segments, respectively. It is obvious that three fitting error curves are close to zero. However, when the original ADM is applied to directly fit this structure as a whole, the fitting errors at both ends of this structure are much larger than that at the middle. Therefore, the accuracy of the proposed ADTM could be proved again.

Comparison of results from ADTM and ADM in the trapezoid convex beam case.

ADM (k = 26)ADTM (p = 3, k1= 10, k2= 10, k3= 11)
n = 5101.1648502.41201349.615999.2913533.81161420.8928
n = 699.8467523.72881527.653399.2814533.80331420.9502
n = 799.4269531.24381347.982299.2802533.80251420.9597
n = 899.3134533.25231455.081299.2801533.80251420.9609
n = 999.2868533.69831426.734499.2801533.80241420.9610
n = 1099.2813533.78471421.912199.2801533.80241420.9610

Comparison of results from various methods in four cases.

Beam modelFrequencyFEMADTM (n = 10, p = 3, k1= 10, k2= 10, k3= 11)ADM (n = 26, k = 10)Semianalytical method (p = 8)
Trapezoidal beamω1102.1261101.81693.0101.81593.0101.32137.9
ω2535.4677533.38453.9533.38693.9530.44729.4
ω31423.38591415.59215.41415.59465.51407.624211.1

Trapezoidal convex beamω199.598399.28013.199.28133.198.79878.1
ω2536.2030533.80254.5533.78474.5530.240911.1
ω31428.83011420.96105.51421.91214.81410.532812.8

Concave beamω173.973574.23403.574.56347.9
ω2499.8834497.97713.8496.41766.9
ω31385.95411378.60305.31374.87167.9

Analysis of the trapezoid convex beam. (a) Structure model. (b) Error comparison of ADTM and ADM.

5.3. Trapezoidal Concave Beam

The concave section beam cannot be calculated by ADM that is mentioned above and shown in Figure 3. In order to illustrate the effectiveness and accuracy of the proposed method further, the ADTM is compared with the semianalytical method  for such a structure model, and then the results are listed in Table 4. When using ADTM, there are three schemes of segmentation. Case one, p = 2, k1 = 11, and k2 = 11; case two, p = 3, k1 = 10, k2 = 10, and k3 = 11; case three, p = 4, k1 = 11, k2 = 10, k3 = 10, and k4 = 11.

Comparison of results from ADTM and the semianalytical method in the trapezoid concave beam case.

p=2n = 673.5041491.82131362.263278.0726489.27271369.9777
n = 874.1666497.37691372.2632
n = 1074.2328497.37951376.9487

p=3n = 674.7595497.16981377.463776.4328488.47991350.0823
n = 874.2509497.94261378.4681
n = 1074.2340497.97711378.6030

p=4n = 674.6325497.32141378.104275.5023495.58651355.1130
n = 874.2414497.96111378.5935
n = 1074.2337497.97681378.6141

In Table 4, it can be seen that the results from ADTM converge to 74.23 finally in each segmentation case, with the increase in the iteration order n. And, the results from the semianalytical method converge to ADTM with the number of segments p increasing. Therefore, it is proved that the ADTM has a better precision.

5.4. Trapezoidal Beam

In order to illustrate the general applicability of the proposed method, three methods are used to solve the more common trapezoid beam, as shown in Figure 2(a). The results from ADTM and ADM are shown in Table 5, and the results from ADTM and the semianalytical method are shown in Table 3. The accuracy of those three methods is discussed by comparing with the finite element modal analysis, and all results are listed in Table 3.

Comparison of results from ADTM and ADM in the trapezoid beam case.

ADM (k = 26)ADTM (p = 3, k1= 10, k2= 10, k3= 11)
n = 5101.1324536.50361598.5717101.8157533.36741415.5740
n = 6101.6175534.52131497.6120101.8161533.38271415.5901
n = 7101.7673533.69331424.1163101.8162533.38441415.5919
n = 8101.8057533.45381416.5559101.8162533.38461415.5921
n = 9101.8142533.39801415.6736101.8162533.38461415.5921
n = 10101.8159533.38691415.5946101.8162533.38461415.5921

Comparison of results from ADTM and the semianalytical method in the trapezoid beam case.

p = 2101.8150533.37861415.577394.4962496.54711373.9867
p = 3101.8162533.38271415.590198.4109514.61771370.6740
p = 4101.8162533.38281415.590299.8686522.24631387.4444

The results of the four examples above are compared together and listed in Table 3. At this time, the semianalytical method takes the highest number of segments in conventional research, that is, p=8. The results show that the errors from ADTM are all smaller than that from the semianalytical method in every example. In addition, the errors from ADTM are still low in the example of ADM method failure. Therefore, the general applicability and high accuracy of ADTM are demonstrated.

6. Conclusion

In this paper, a new analytical method ADTM is proposed to solve modal function and natural frequency of a beam with a variable section. The proposed method could effectively combine advantages of high accuracy and fast calculation. Firstly, the uniform beam is analyzed to verify the correctness of the proposed method. The results from ADTM, the complete solution, FEM, and experiment are compared to show the accuracy of ADTM. Then, the excellent calculation accuracy and convergence of the ADTM are proved by comparing the results from different analytical methods with those of FEM under several typical examples. Compared with the ADM, the calculation time is shorter and the solution accuracy is higher by using the proposed method. In addition, some special structure models with a variable section which cannot be solved by ADM could also be analyzed. It is also further proved that ADTM is more universal for the excellent results.

The ADTM method is not restricted by traditional modal analytical methods. Based on the same principle, the modal functions and natural frequencies of the arbitrary variable sectioned structure under longitudinal, torsional, and bending coupled torsional vibration could be derived, and the influence of geometric nonlinearity of axial force applying on the beam with a variable section could be analyzed effectively.

Data Availability

The data used to support the findings of this study are included within the article.

Conflicts of Interest

The authors declare that they have no conflicts of interest.

Acknowledgments

The authors gratefully acknowledge the support of the National Natural Science Foundation of China (Grant nos. 11602169, 11702188, 11772218, 11702192, and 51605330), the Natural Science Foundation of Tianjin City (Grant nos. 17JCYBJC18900 and 18JCYBJC19900), and the Scientific Research Project of Tianjin Municipal Education Commission (Grant no. 2017KJ262).

OoiB. L.GilbertJ. M.AzizA. R. A.Analytical and finite-element study of optimal strain distribution in various beam shapes for energy harvesting applicationsActa Mechanica Sinica201632467068310.1007/s10409-016-0557-32-s2.0-84966655611SavarimuthuK.SankararajanR.GulamN. A. M.Ani Melfa RojiM.Design and analysis of cantilever based piezoelectric vibration energy harvesterCircuit World2018442788610.1108/cw-11-2017-00672-s2.0-85043474816WangJ. J.CaoD. X.YaoM. H.Dynamic characteristic analysis of piezoelectric energy harvester with variable cross-section cantilever beamPiezoelectrics and Acoustooptics20184059296LeeP. C. Y.WangJ.Piezoelectrically forced thickness‐shear and flexural vibrations of contoured quartz resonatorsJournal of Applied Physics19967973411342210.1063/1.3613882-s2.0-0039482983XiongX.WangS.Analysis and research of externally prestressed concrete beam vibration behaviorEarthquake Engineering & Engineering Vibration20052525661ReddyJ. N.Nonlocal theories for bending, buckling and vibration of beamsInternational Journal of Engineering Science2007452–828830710.1016/j.ijengsci.2007.04.0042-s2.0-34447634709TianR. L.ZhaoZ. J.XuY.Variable scale-convex-peak method for weak signal detectionScience China Technological Sciences20206311010.1007/s11431-019-1530-4WangJ.Generalized power series solutions of the vibration of classical circular plates with variable thicknessJournal of Sound and Vibration1997202459359910.1006/jsvi.1996.08102-s2.0-0037511087PielorzA.NadolskiW.Non-linear vibration of a cantilever beam of variable cross-sectionZAMM - Journal of Applied Mathematics and Mechanics/Zeitschrift für Angewandte Mathematik und Mechanik198666314715410.1002/zamm.198606603042-s2.0-0022511031LauraP. A. A.GutierrezR. H.RossiR. E.Free vibrations of beams of bilinearly varying thicknessOcean Engineering19962311610.1016/0029-8018(95)00029-k2-s2.0-0029768368WangJ.LeeP. C. Y.BaileyD. H.Thickness-shear and flexural vibrations of linearly contoured crystal strips with multiprecision computationComputers & Structures199970443744510.1016/s0045-7949(98)00189-82-s2.0-0033079222XuT. F.XiangT. Y.ZhaoR. D.Series solution of natural vibration of variable cross-section Euler-Bernoulli beam under axial forceJournal of Vibration and Shock2007261199101TangH. T.WuX. Y.Analysis of transfer matrix of non-uniform beam based on finite element methodProceedings of the International Conference on Computer Science and Information Processing (CSIP)August 2012Xi’an, china10.1109/csip.2012.63088392-s2.0-84868599410JangT. S.A general method for analyzing moderately large deflections of a non-uniform beam: An infinite Bernoulli-Euler-von Kármán beam on a nonlinear elastic foundationActa Mechanica201422571967198410.1007/s00707-013-1077-x2-s2.0-84904189795AdomianG.RachR.ShawagfehN. T.On the analytic solution of the lane-emden equationFoundations of Physics Letters19958216118110.1007/bf021875852-s2.0-21844487864HaddadpourH.An exact solution for variable coefficients fourth-order wave equation using the Adomian methodMathematical and Computer Modeling20064411-121144115210.1016/j.mcm.2006.03.0182-s2.0-33746874440KeshmiriA.WuN.WangQ.Free vibration analysis of a nonlinearly tapered cone beam by adomian decomposition methodInternational Journal of Structural Stability and Dynamics2018187185010110.1142/s02194554185010182-s2.0-85049325979MaoQ.PietrzkoS.Free vibration analysis of stepped beams by using Adomian decomposition methodApplied Mathematics and Computation201021773429344110.1016/j.amc.2010.09.0102-s2.0-78049242493FakoukakisF. E.KyriacouF. G. A.On the design of a butler matrix-based beamformer introducing low sidelobe level and enhanced beam-pointing accuracyProceedings of the IEEE-APS Topical Conference on Antennas & Propagation in Wireless CommunicationsSeptember 2011Torino, ItalyCuiC.JiangH.LiY. H.Semi-analytical method for calculating vibration characteristics of variable cross-section beamJournal of Vibration and Shock201231148592JiaQ. FMechanical and Structural Vibration2007Tianjin, ChinaTianjin University Pressin ChineseLiuH.Mechanics of Materials20115thBeijing, ChinaHigher Education Pressin ChineseJungW. L.JungY. L.Free vibration analysis using the transfer-matrix method on a tapered beamComputers & Structures2016164758210.1016/j.compstruc.2015.11.0072-s2.0-84948784230