Mathematical Problems in Engineering

Volume 2013 (2013), Article ID 461832, 6 pages

http://dx.doi.org/10.1155/2013/461832

## An Adaptive FEM for Buckling Analysis of Nonuniform Bernoulli-Euler Members via the Element Energy Projection Technique

Department of Civil Engineering, Tsinghua University, Beijing 100084, China

Received 23 July 2013; Accepted 6 September 2013

Academic Editor: Song Cen

Copyright © 2013 Si Yuan 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.

#### Abstract

This paper presents a new adaptive finite element (FE) procedure for accurate, efficient, and reliable computation of the critical buckling loads and the associated modes of nonuniform Bernoulli-Euler members. After the conventional FE solution on a given mesh has been obtained, a novel conceptual and practical strategy is introduced, in which the FE solution of the eigenproblem is equivalently viewed as the FE solution of an associated linear problem. This strategy allows the recently developed element energy projection (EEP) technique to be readily used to calculate super-convergent FE solutions for buckling modes, which are subsequently used to estimate the FE solution errors and to further guide mesh refinements, until the accuracy of the FE solution matches the user-preset error tolerance. Numerical examples are given to show the effectiveness, efficiency, accuracy, and reliability of the proposed method, which also paves the way for development of an adaptive FE solver for more general and complicated eigenproblems.

#### 1. Introduction

It is important to study buckling problems of slender or thin-walled structures in engineering practice. Although all these structures are practically three-dimensional (3D) elastic bodies, it is convenient and reasonable in many cases to simplify these problems by theories of beams, plates, and shells rather than the theory of elasticity. The procedure presented in this paper is the conventional finite element (FE) method with effective adaptivity for accurate and reliable computation of critical buckling loads (first eigenvalues) and the associated buckling modes (first eigenfunctions) of nonuniform Bernoulli-Euler members, which is an eigenproblem in the fourth-order ordinary differential equation (ODE). Because of the adaptivity capability, the final FE solution from the method is numerically exact in the sense that both the eigenvalue and eigenfunction satisfy the user-specified error tolerances in the strictest manner, that is, maximum norm for eigenfunctions. The paper does not aim at a complete solution of general eigenproblems and, instead, concentrates on the adaptive solution of the first eigenpair of the buckling problems, which is of prime importance in structural engineering. Also for simplicity, fixed-end boundary conditions (BCs) are taken as the default in the following. However, other BCs can be handled by common practice without difficulties.

The buckling loads and modes for flexure of an axially compressed nonuniform Bernoulli-Euler member are calculated by solving the fourth-order ODE eigenproblem: subject to the default BCs where prime denotes differentiation with respect to the longitudinal coordinate ; is the member length; is the member’s flexural rigidity; is the distribution function of the axially compressive force; is the critical buckling load coefficient (eigenvalue); is the buckling mode (eigenfunction); and is the associated fourth-order self-adjoint operator.

In conventional FEM, for a given mesh, the standard FE procedure leads to the following linear eigenproblem: where is the so-called mode vector, is the conventional static stiffness matrix, and is the geometric stiffness matrix. By using many available algorithms in FEM, the critical buckling loads and modes can be obtained. In this paper, to obtain a conventional FE solution for the first eigenpair , the inverse iteration is used for mode vector computation, and then, the Rayleigh quotient is adopted for eigenvalue estimation [1]. However, after the conventional FE solution has been obtained, its quality and accuracy are unknown and left to be evaluated by the user.

This paper presents an error estimation scheme for buckling modes by using the recently developed element energy projection (EEP) technique [5–8]. Based on the estimated mode error, the FE mesh is successively refined until the accuracy of the solution matches the prespecified error tolerance.

Suppose that the exact solution for the first eigenpair is and that the user-preset error tolerance for both buckling load and mode is Tol. The aim of the present method is to find a sufficiently fine mesh on which the FE solutions satisfy

#### 2. Element Energy Projection Technique

This section introduces a recently developed element energy projection (EEP) technique for extracting super-convergent solutions from conventional FE solutions of linear boundary value problems (BVPs).

##### 2.1. EEP Super-Convergence Formula for Linear BVP

Consider the fourth-order BVP of (1) and (2) with being replaced by a given “load” term .

It is well known that for elements of degree (>3), the FE solution gains, for sufficiently smooth problems, a super-convergence order of at element end nodes [9], while the FE solutions and its first three derivatives () on element interior points only gain convergence orders of and , respectively [9].

In earlier study led by the first author [6–8], it has been found that the well-known projection theorem [10] in FE mathematical theory almost holds true for an individual element, with the error introduced being higher order. Based on this and other related studies, the EEP method has been developed for super-convergence computation at the postprocessing stage of FEM. The one-dimensional FE analysis, [5], also led by the first author, developed a simplified version of the EEP super-convergence formulae for computation of both super-convergent displacements and derivatives at any interior point on the element under consideration. For simplicity and conciseness, only the formula for super-convergent displacement [5] is given as follows: where and represent, respectively, super-convergent values and values at the interior point and (, ) are conventional cubic shape functions of Hermite type.

A large number of numerical experiments showed that the quantity calculated from the above formula gained super-convergence order of at least and the correctness of the formula is also verified by the excellence of all of the results in Section 4. It is also worth mentioning that the calculation of (5) is performed at the postprocessing stage and involves only some definite integration which can easily be achieved numerically, as is commonly done in FE practice.

##### 2.2. Adaptive Scheme for Linear Problems

Since the accuracy of the super-convergent displacement is at least one order higher than that in the ordinary FE solution , for elements of degree , will be much more accurate than when the mesh is fine enough. Thus, a very simple and reasonable strategy for adaptive process is to use instead of the exact solution to estimate the errors in and further to guide mesh refinements. This estimation tends to become more and more accurate as the mesh becomes finer and finer. The strategy therefore allows ambitious development [11, 12] of a very efficient and reliable adaptive procedure with the goal being, for a user-specified tolerance Tol, to find a proper mesh such that the FE solution on satisfies the maximum norm criterion [12]: A detailed description and algorithm of the adaptive procedure for linear BVP are given in [12].

#### 3. Adaptive Strategy

Although the adaptive scheme for linear BVPs presented in Section 2.2 is very powerful, versatile, and efficient, it is prohibitive to be directly applied to the buckling problems, which essentially belong to nonlinear problems due to the obviously nonlinear term . However, it is observed that after the conventional FE solution has been converged by inverse iteration on a given mesh, further inverse iteration by using as the load input will reproduce itself and no further improvement in accuracy will be gained unless the mesh is further refined. Thus, the key technology introduced in this paper is to reduce the eigenproblem in (1) and (2) to a linear problem by replacing the nonlinear term in (1) with the FE solution as follows: It is evident that the FE solution of the linear BVP (8) on the current mesh is exactly the same as itself. In other words, the FE solution of (1) and (2) can also be viewed as an FE solution of the linear BVP (8). Therefore, it is at this stage that the EEP technique can be applied, and hence, the corresponding super-convergent solution can be calculated by using (5) with replaced by , after which error checking and mesh refinement can be implemented as is done for a linear BVP. The only difference is that in eigenproblem the mode needs to be normalized; that is, the error check is conducted as If the error check fails, which means the current mesh is not fine enough, a new refined mesh is generated. Then another round of FE procedure is conducted on the new mesh with a new FE solution obtained. Then, the EEP technique is used again to estimate the error of the new solution followed by adaptive mesh refinement. This process is repeated until a sufficiently fine mesh is found on which the FE solution fully satisfies the imposed error tolerance Tol as defined in (9).

The adaptive strategy can be summarized in the following three steps.(1)*FE Solution.* On the current mesh (the initial one is provided by the user), by using the inverse iteration with Rayleigh quotient, the conventional FE is obtained, which, on convergence, can also be viewed as a linear FE solution to the linear problem (8).(2)*EEP Solution*. For the linear problem (8) and its FE solution , the EEP solution is calculated using (5) with replaced by , and the maximum error on each element is calculated.(3)*Mesh Refinement.* For those elements in which (9) is not satisfied, the error-averaging method [11] is used to subdivide each into two elements, and consequently, a new refined mesh is obtained, and then return to the first step until all elements satisfy (9).

The above adaptive procedure has been found to work very well, and its performance is illustrated by the practical numerical examples given in the next section.

#### 4. Numerical Examples

The proposed adaptive strategy has been coded into a Fortran 90 program. This section presents four numerical examples showing the excellent performance of the procedure. Throughout, about 14 decimal digits are used for floating point number calculations, and the program is run on a DELL personal computer.

In all the examples, the tolerance Tol is set to and the element degree of polynomials used is 5 throughout. To illustrate the feasibility and accuracy of the proposed procedure, the first example is chosen to be the buckling of a simply supported nonuniform beam whose analytic solution is available, so that the results obtained from the present method are compared with the analytic solution. In the other three examples, calculated results can only be compared, since no analytic solutions are available, with the related research results of other scholars.

*Example 1 (buckling of a simply supported nonuniform beam). *Consider the simply supported beam in Figure 1 with length and

The critical buckling load and corresponding mode areTo check the accuracy of the mode function, the domain is divided into uniform subintervals with the dividing point being (). Then, the error between the calculated and the exact is computed by
Noting the introduction of implies that the normalization is based on the discrete values of the exact solution.

The computed mode and the final mesh are shown in Figure 2. The computed critical load is which has the relative error compared with the exact one, and the corresponding computed mode error is . It is evident that the prespecified error tolerance for both the critical load and mode is well satisfied.

*Example 2 (buckling of a spindle-shaped beam). *Consider buckling of a simply supported spindle-shaped beam with
as shown in Figure 3. The computed critical load is which agrees very well with the computed result by the Rayleigh-Ritz method in [13]. The corresponding computed mode and final mesh are shown in Figure 4.

*Example 3 (buckling of a vertical column bearing uniform load). *Consider a vertical uniform column as shown in Figure 5, which is fixed at the bottom and free at the top. The column is subjected to vertical uniform load . Consider
The present method gives the critical buckling load which is consistent with the exact solution [14]. The buckling mode and final mesh are shown in Figure 6.

*Example 4 (buckling of an optimized clamped-clamped column). *For a clamped-clamped column, the problem of determination of the optimal shape was first considered analytically by Tadjbakhsh and Keller [15], using a single mode formulation with no cross-section constraints. However, Olhoff and Rasmussen [2] discovered that the single mode result was not generally optimal and obtained a better solution based on a bimodal formulation. Their results were confirmed by the first author of the present paper using an ODE-solver method [3]. This buckling problem was further studied by using the exact dynamic stiffness method (DSM) in [4].

For this problem, the variation of the cross section along the column is geometrically similar and similarly oriented so that the moment of inertia is related to the cross-sectional area by where the constant reflects the property of the cross-section shape. The column has volume , length , and Young’s modulus and is subjected to an axially compressive force, the value of which is at the critical buckling load. The dimensionless cross-sectional area and critical buckling load are defined by
where the coordinate () is nondimensional coordinate relative to .

In this example, this problem is revisited by the present method. The optimized shape is calculated in advance by using the ODE-solver method [3] with an error tolerance [16] of as plotted in Figure 7.

The first two eigenvalues are coincident in theory with symmetrical and Antisymmetrical modes. To avoid dealing with coincident eigenvalues, the half-structure approach is used to solve the symmetric and antisymmetric modes, respectively. The computed results are listed in Table 1, from which it can be seen that the solutions agree very well with the other results. The first two modal shapes and corresponding final meshes are shown in Figures 8 and 9.

It is worth mentioning that in the theory of 3D elasticity there is severe stress concentration at the necked cross sections, which reveals the difference from the current beam theory.

#### 5. Conclusions

A new adaptive strategy of finite element (FE) procedure for accurate, efficient, and reliable computation of the critical buckling loads and the associated buckling modes of nonuniform Bernoulli-Euler members is presented. Novel utilization of the element energy projection (EEP) technique yields a simple, efficient, and reliable adaptive FE procedure to find sufficiently fine meshes matching the user-preset error tolerance. The method is simple, general, and reliable and has the potential to be extended to other general eigenproblems.

#### Acknowledgments

The authors gratefully acknowledge financial support from the National Natural Science Foundation of China (Grant nos. 50678093, 51078199, and 51078198) the Chinese Ministry of Education (Grant no. IRT00736).

#### References

- K. J. Bathe,
*Finite Element Procedures*, Prentice-Hall, Englewood Cliffs, NJ, USA, 1996. - N. Olhoff and S. H. Rasmussen, “On single and bimodal optimum buckling loads of clamped columns,”
*International Journal of Solids and Structures*, vol. 13, no. 7, pp. 605–614, 1977. View at Google Scholar · View at Scopus - S. Yuan, “Application of ode techniques and software to determination of optimum buckling loads of clamped columns,”
*Computers and Structures*, vol. 39, no. 5, pp. 391–398, 1991. View at Google Scholar · View at Scopus - S. Yuan, K. Ye, C. Xiao, F. W. Williams, and D. Kennedy, “Exact dynamic stiffness method for non-uniform Timoshenko beam vibrations and Bernoulli-Euler column buckling,”
*Journal of Sound and Vibration*, vol. 303, no. 3, pp. 526–537, 2007. View at Publisher · View at Google Scholar · View at Scopus - S. Yuan, M. Wang, and X. F. He, “Computation of super-convergent solutions in one-dimensional C1 FEM by EEP method,”
*Engineering Mechanics*, vol. 23, no. 2, pp. 1–9, 2006. View at Google Scholar · View at Scopus - S. Yuan, X. Wang, Q. Y. Xing, and K. S. Ye, “A scheme with optimal order of super-convergence based on EEP method. I: formulation,”
*Engineering Mechanics*, vol. 24, no. 10, pp. 1–5, 2007. View at Google Scholar · View at Scopus - S. Yuan, Q. Y. Xing, X. Wang, and K. S. Ye, “A scheme with optimal order of super-convergence based on EEP method. II: numerical results,”
*Engineering Mechanics*, vol. 24, no. 11, pp. 1–6, 2007. View at Google Scholar · View at Scopus - S. Yuan and Q. H. Zhao, “A scheme with optimal order of super-convergence based on EEP method. III: mathematical proof,”
*Engineering Mechanics*, vol. 24, no. 12, pp. 1–6, 2007. View at Google Scholar · View at Scopus - L. Zhang, “Superconvergence and maximum norm estimation of finite element solutions for the bending of a clamped beam,”
*Journal of Fudan University: Natural Science*, vol. 35, no. 4, pp. 421–429, 1996. View at Google Scholar · View at MathSciNet - G. Strang and G. J. Fix,
*An Analysis of the Finite Element Method*, Prentice-Hall, Englewood Cliffs, NJ, USA, 1973. View at MathSciNet - S. Yuan and X. F. He, “Self-adaptive strategy for 1D FEM based on EEP method,”
*Applied Mathematics and Mechanics*, vol. 27, no. 11, pp. 1461–1474, 2006. View at Publisher · View at Google Scholar · View at Zentralblatt MATH · View at MathSciNet · View at Scopus - S. Yuan, Q. Y. Xing, X. Wang, and K. S. Ye, “A Self-adaptive strategy for one-dimensional finite element method based on EEP method with optimal super-convergence order,”
*Applied Mathematics and Mechanics (English Edition)*, vol. 29, no. 5, pp. 591–602, 2008. View at Publisher · View at Google Scholar · View at Zentralblatt MATH · View at MathSciNet · View at Scopus - J. Tang, S. Wang, and R. Pei,
*Structural Stability Theory*, China Railway Publishing House, Beijing, China, 1989. - C. L. Dym and I. H. Shames,
*Solid Mechanics: A Variational Approach*, McGraw-Hill, New York, NY, USA, 1973. - I. Tadjbakhsh and J. B. Keller, “Strongest columns and isoperimetric inequalities for eigenvalues,”
*Journal of Applied Mechanics*, vol. 29, pp. 159–164, 1962. View at Google Scholar · View at Zentralblatt MATH · View at MathSciNet - U. Ascher, J. Christiansen, and R. D. Russell, “Algorithm 569: COLSYS: collocation software for boundary value ODEs [D2],”
*ACM Transactions on Mathematical Software*, vol. 7, no. 2, pp. 223–229, 1981. View at Publisher · View at Google Scholar · View at Scopus