Free Vibration Analysis of a Thin-Walled Beam with Shear Sensitive Material
This paper presents a method for a free vibration analysis of a thin-walled beam of doubly asymmetric cross section filled with shear sensitive material. In the study, first of all, a dynamic transfer matrix method was obtained for planar shear flexure and torsional motion. Then, uncoupled angular frequencies were obtained by using dynamic element transfer matrices and boundary conditions. Coupled frequencies were obtained by the well-known two-dimensional approaches. At the end of the study, a sample taken from the literature was solved, and the results were evaluated in order to test the convenience of the method.
In the last two decades research on the dynamics of beams has grown enormously. There are numerous studies [1–29] on the bending-torsion coupled beam. In the beams, the elastic center and the center of mass are not coincident, so the translational and torsional modes are inherently coupled as a result of this offset. Rafezy and Howson  proposed an exact dynamic stiffness matrix approach for the three-dimensional, bimaterial beam of doubly asymmetric cross-section. The beam comprises a thin-walled outer layer that encloses and works compositely with its shear sensitive core material.
A dynamic transfer matrix method for the free vibration analysis of a thin-walled beam of doubly asymmetric cross-section filled with shear sensitive materials is suggested in this study. The following assumptions are made in this study: the behaviour of the material is linear elastic, small displacement theory is valid, and the dynamic coupling effect of structure caused by the eccentricity between the center of shear rigidity and the flexural rigidity center is ignored in analysis.
2.1. Physical Model
Figure 1 shows a uniform, three dimensional beam of length . It has a doubly asymmetric cross-section comprising a thin-walled outer layer that encloses shear sensitive material . The outer layer may have the form of an open or closed section that is assumed to provide warping and Saint-Venant rigidity, while the core materials provide Saint-Venant and shear rigidity. These assumptions lead to a model in which a typical cross-section has independent centers of flexure, shear, and mass denoted by , , and , respectively . For convenience, the origin of the coordinate system is located at the centre of flexure. gives the result that the axis of elastic flexure coincides with the -axis of the member. The - and -axes are subsequently aligned with the principle axes of the cross-section. The locations of the points and in the coordinate system Oxy are given by and , respectively. The resulting elastic shear and mass axes then run parallel to the -axis through and respectively. When the elastic axis of the beam does not coincide, the lateral and torsional motion of the beam will always be coupled in one or more planes .
2.2. Element Transfer Matrices for Planar Motion
The governing equations for th element of uncoupled thin-walled shear sensitive beam can be written as where .
and are the flexural rigidity of the th segment in the and planes, respectively, and and are the Saint-Venant and warping torsion rigidity of the th segment about , where is the warping moment of inertia or warping constant. and are the effective shear rigidities of the core material of the th segment in and directions, respectively, and is the Saint-Venant torsional rigidity of the core material about . are the mass per unit length of the th segment, and is the polar mass radius of gyration of cross section .
If a sinusoidal variation of , , and with circular frequency is assumed then where , , and are the amplitudes of the sinusoidally varying displacement.
Substituting (2) in (1) results are When (3) is solved with respect to , , , and can be obtained as follows: where , , , , , and can be calculated as follows: By using (4), (5), and (6), the rotation angles in and directions , rate of twist , bending moments in and directions and bimoment , shear forces in and directions , and torque for th element can be obtained as follows: The following equation shows the matrix form of (4), (8), (11), and (14): For the direction, the following shows the matrix form of (5), (9), (12), and (15): Similarly, torsional motion can be written: At the initial point of the th element, (17), (18), and (19) can be written as follows: When vector is solved from (20) and is substituted in (17), the following is obtained: For , (23) can be written as where is the element dynamic transfer matrix of the th element.
For the direction, (23) and (24) can be written as follows: Similarly, rotation motion can be written in equations as follows: If (24) is written successively, the displacements—internal forces relationship between the initial part and end of the beam—can be found as follows: For and rotation motion, (29) can be written as follows: The eigenvalue equation for a thin-walled beam filled with shear sensitive material can be established using (29), (30), and the specific boundary conditions are as follows.(1) Clamped-Free: , , .(2) Clamped-Clamped: , , .(3) Simply-Simply: , .(4) Free-Free: , , .(5) Clamped-Simply: , , .
In frequency equations the values of , which set the determinant to zero, are the uncoupled angular frequencies.
2.3. Coupled Frequencies
Ignoring the dynamic coupling effect of structure caused by the eccentricity between the center of shear rigidity and the geometric center the coupled frequencies of the shear torsional beam can be obtained by using uncoupled frequencies and the well-known equation as follows :
3. Procedure of Computation
A program that considers the method presented in this study as a basis has been prepared in MATLAB, and the operation stages are presented below.(1)element dynamic Transfer matrices are calculated for each element by using (24), (26), and (28).(2)System dynamic transfer matrices (see (29)–(30)) are obtained with the help of element transfer matrices. (3)The angular frequencies of uncoupled vibrations are obtained by using the boundary conditions. (4)The coupled angular frequencies are found by using (31).
4. A Numerical Example
In this part of the study two numerical examples were solved by a program written in MATLAB to validate the presented method. The results are compared with those given in the literature.
4.1. Numerical Example 1
The first example considers the beam studied by Tanaka and Bercin . A typical uniform thin-walled beam has a length of 1.5 m with a doubly asymmetric cross section. The properties of the cross section are as follows: , . The first three coupled natural frequencies of the beam are calculated by the presented method and compared with the results by Tanaka and Bercin  and Rafezy and Howson  in Table 1 for clamped-free (C-F) and simply-simply (S-S) boundary conditions.
4.2. Numerical Example 2
A typical continuous beam with a doubly asymmetric cross section is considered in this example (Figure 2).
The beam comprises a thin-walled outer layer and a shear core with the following properties between support points A and B. The typical uniform thin-walled beam has a length of 1.5 m with a doubly asymmetric cross section. The properties of the cross section are as follows: , , .
The shear core is omitted between points B and D, where the cross-sectional properties remain unchanged, except that , and the small change in has been ignored.
The main source of error between the proposed method and Rafezy and Howson methods is the eccentricity between the center of shear stiffness and flexural stiffness which was not taken into account in the proposed method.
This paper presents a method for a free vibration analysis of a thin-walled beam of doubly asymmetric cross section filled with shear sensitive material. In the study, first of all, a dynamic transfer matrix method was obtained for planar shear flexure and torsional motion. Then, uncoupled angular frequencies were obtained by using dynamic element transfer matrices and boundary conditions. Coupled frequencies were obtained by the well-known two-dimensional approaches. It was observed from the sample taken from the literature that the presented method gave sufficient results. The error margin of the proposed method is shown to be less than 5%. The main source of error is the eccentricity between the center of shear stiffness and flexural stiffness which was not taken into account in the proposed method.
The transfer matrix method is an efficient and computerized method which also provides a fast and practical solution since the dimension of the matrix for the elements and system never changes. Because of this the proposed method is simple and accurate enough to be used both at the concept design stage and for final analyses.
F. Y. Cheng, “Vibrations of timoshenko beams and frameworks,” Journal of Structural Engineering, vol. 96, no. 3, pp. 551–571, 1970.View at: Google Scholar
B. Rafezy and W. P. Howson, “Exact dynamic stiffness matrix for a thin-walled beam of doubly asymmetric cross-section filled with shear sensitive material,” International Journal for Numerical Methods in Engineering, vol. 69, no. 13, pp. 2758–2779, 2007.View at: Publisher Site | Google Scholar | Zentralblatt MATH