Research Article  Open Access
FlexuralTorsional Vibration of ThinWalled Beams Subjected to Combined Initial Axial Load and End Bending Moment: Application to the Design of Saw Tooth Blades
Abstract
The present paper analyzes the vibration issue of thinwalled beams under combined initial axial load and end moment in two cases with different boundary conditions, specifically the simply supportedend and the laterally fixedend boundary conditions. The analytical expressions for the first natural frequencies of thinwalled beams were derived by two methods that are a method based on the existence of the roots theorem of differential equation systems and the Rayleigh method. In particular, the stability boundary of a beam can be determined directly from its first natural frequency expression. The analytical results are in good agreement with those from the finite element analysis software ANSYS Mechanical APDL. The research results obtained here are useful for those creating tooth blade designs of innovative frame saw machines.
1. Introduction
Thinwalled beams are important structural elements that are used widely in civil and mechanical engineering, machinery, aviation, and other areas due to their lightweight feature and the potential to reduce material consumption [1, 2]. Apart from strength and stability, vibration characteristics also must be considered deliberately while studying beams, especially in highspeed vehicle structures [3, 4]. Thinwalled beams are employed in many machine components in various manners. These structures are often subjected to many types of loading simultaneously with different boundary conditions. These boundary conditions in turn cause prestresses, which may alter the vibration characteristics of beam structures. A typical example of this phenomenon can be seen in the case of frame saw machine blades [5].
Currently, there are two main approaches to deal with prestressed thinwalled beam vibration problems. The first is based on finite element methods (FEMs) that solve problems numerically. For thinwalled beams, several typical load cases, including axial loads, eccentric axial loads, and a combination of axial force and bending moment have been studied. It is widely agreed that the first vibration mode, which couples the bending and torsional vibrations, has the greatest influence on the properties of beam structures. Li et al. [6, 7] used the dynamic transfer matrix method to calculate the natural frequencies of axially loaded thinwalled Timoshenko beams while studying coupled bendingtorsional vibration. Banerjee [8] and Banerjee and Williams [9] succeeded in developing explicit expressions for the coupled bendingtorsional dynamic stiffness matrix of an axially loaded Timoshenko beam element. Vörös [10] analyzed the coupled bending and torsional vibrations and mode shapes of straight beams induced by initial lateral loads. In particular, while exploring the bendingtorsional vibration of beams subjected to axial loads and end moments, Kashani et al. [11] pointed out that end moments tend to have significant effects on the first vibration mode and its natural frequency. Additionally, the influence of the initial inplane deformations, which are generated by separate initial uniform moments, or distributed loads and/or concentrated loads on the natural frequencies of simply supported thinwalled composite beams was examined by Machado and Cortínez [12]. Vo and Lee [13] determined the interaction curves for the vibration and buckling of simply supported composite box beams subjected to axial loads and end moments. The aforementioned numerical methods are typically used to determine the natural frequencies of a beam under a given loading condition. However, in some cases it is necessary to predict the loads acting on a beam when the natural frequencies are obtained by measurement equipment [14]. For these cases, FEMs are normally inapplicable.
The second approach, which is developed based on analytical tools, has drawn the interest of many researchers due to its ability to express the explicit relationships between the vibration properties and the structural parameters of thinwalled beams. Using this approach, Bokaian [15] and Abramovich [16] studied the natural frequencies of beams under tensile and compressive axial loads, respectively. Moreover, Binici [17] evaluated the vibrations of beams with multiple open cracks under axial force. Busool and Eisenberger [18] explored the effects of constant axial loads on the natural frequencies of uniform multispan beams. In these studies, only single loads were considered. When additional types of loading are included together in a problem, the solution process becomes more complex. Béri et al. [19] assessed the effects of potential energy variations on the natural frequencies of a cantilever beam under compression and lateral forces. Suryanarayan and Joshi [20] scrutinized the coupled bending and torsional vibration of an eccentrically stretched strip. Nevertheless, the formulae pertaining to the natural frequencies obtained in their work can only be used for either the loading system under axial tension (or compression) or that under an eccentric axial load. Dokumaci [21] analyzed the coupled bending and torsion vibration characteristics of uniform beams; however, the expressions derived in that study are not efficient for practical applications. Among the studies described above, it is noteworthy that the vibration of thinwalled beams subjected to, simultaneously, an axial load and moment has not been analytically studied. In this paper, we focus on developing analytical expressions to determine the first natural frequency of a thinwalled beam subjected to an axial load and end moment. Two problemsolving approaches are investigated; one is based on the root existence theorem and the other uses an energy method, in this case the Rayleigh method [22–24]. The paper shows the effects of several parameters, such as the geometry and the material properties of a beam, and the external loads on the value of the first natural frequency. In addition, the relationship between the vibration phenomenon and the stability of the beam is analyzed. The analytical expressions obtained in this study can be applied effectively for the optimization of tooth blade designs used in frame saw machines. The validity of these expressions is provided in comparison with results from ANSYS Mechanical APDL.
2. Mathematical Model and Solution Approach
The thinwalled beam investigated in this study has a rectangular cross section and length L subjected to an axial load F and moment M. Oxyz is a global coordinate system, as shown in Figure 1, and Oξηζ is a local coordinate system attached to the deformed beam. u is the displacement of the elastic center along the xdirection and φ is the rotation angle. The displacement and the rotation angle of the crosssections are assumed to be small.
The system of equations describing the beam deformation state is as follows [1, 2]:where EI is the bending rigidity on the yz plane and GJ is the torsional rigidity.
In this study, we solve two problems of the beam with different boundary conditions, which are the simply supportedend and the laterally fixedend conditions. The simply supportedend boundary condition is defined as follows [3]:
While the laterally fixedend boundary condition is defined as shown below:
2.1. Approach 1: Based on the Root Existence Theorem
The flowchart used to determine the natural vibration frequencies is described in Figure 2. Considering the inertial forces and moment of the crosssection element in the system of equation (1), the partial differential equations governing the beam’s vibration arewhere is the material density, h and b, respectively, denote the height and width of the cross section, and is the polar moment of inertia. In a case of harmonic vibration, the displacement and rotation angle are represented as and , respectively. Here, u_{z} is a function of z and ω is the circular natural frequency (radians per second). Substituting and into (4) and canceling out the term , the obtained system is as follows:
Considering the case of a simply supported beam, the selected asymptotic functions of u_{z} according to the boundary condition are and at the ends of z = –L/2 and z = –L/2. Thus, the displacement and rotation angle are estimated as follows:
Substituting into system (5) and canceling out the term results in the systems of u_{0} and φ_{0} as follows:
Let and , yielding
According to the root existence theorem (u_{0} and φ_{0} ≠ 0), the following determinant must be null:
This results in the following fourthorder equation:
Let and ; to solve this equation, there are two roots as shown below:
Here, the first natural frequency corresponds to the first vibration mode and is determined as follows:
If and the beam is subjected only to axial force F, then the first mode shape takes a purely bending form. The first natural frequency of the beam in this case is
It is important to note that equation (14) is in good agreement with published results [3, 4].
2.2. Approach 2: Rayleigh Method
A flowchart of this approach is presented in Figure 3. Starting from the boundary conditions of the beam, the formula of u is derived. From system (1), we determine the formula of φ. It then becomes possible to derive the formulae of the strain energy U, the work caused by the external loads , and the kinetic energy T. Based on the law of conservation of energy, the formula of the circular frequency ω is established. Next, the value of the circular frequency ω is defined.
Assuming that the beam vibration is harmonic, the displacement and the rotation angle can then be determined from and , respectively. It is noteworthy that the formula of φ_{z}(z) is defined by u_{z}(z) on the basis of the boundary conditions and the following equation (from equation (1)):
The strain energy of the system consists of two components; one is related to bending and the other is the torsion component, as follows:
On the contrary, the work caused by the moment M and axial load F is expressed as shown below [2]:
The complete potential energy of the system consists of U and . Considering the load F as compressive, as shown in Figure 1, the value of the complete potential energy would be . The complete potential energy would reach its maximum value as soon as the vibrating beam occupies its extreme position or when .
The kinetic energy T of the beam with a constant cross section consists of two components, in this case the component from the linear velocity and that related to the rotational velocity. The formula of T is [3]where is the linear density of the beam with a constant cross section.
Substituting and into (18) results in
Let m be the modal (or generalized) mass of the beam, defined as follows:
Here, the kinetic energy T is simplified to
Clearly, the kinetic energy would reach its maximum value as soon as the vibrating beam is in its middle position, i.e., . Assuming there are no energy losses, the equation of energy conservation is
The first natural frequency of the system is then obtained as follows:
2.2.1. Beam with Simply Supported Ends
The displacement in this case according to equation (6) is represented as . Examining Figure 3 and expressions (15)–(23), the first natural frequency of the beam is
If M = 0, equation (24) leads to expression (14), which in turn coincides with published results in the literature [3, 16, 20].
2.2.2. Beam with Laterally Fixed Ends
The displacement in accordance with the boundary condition at the ends z = –L/2 and z = −L/2 is formulated as follows:
From the flowchart given in Figure 3 and the expressions in equations (15)–(23), the first natural frequency of the beam is
2.3. Stability of ThinWalled Beams under Two External Loads
It is crucial to indicate that the expressions given in equations (24) and (26) can be applied not only to define the first natural frequency but also to establish the stability region based on equation f = 0 [1, 2]. Considering the case of a beam with simply supported ends, from equation (24), the expression describing the stability region of the beam under end moment M and axial load F is as follows:
If M = 0, from equation (27), the critical compressive load , and if F = 0, the critical moment . These results are in good agreement with previously published findings [1, 2, 25].
Meanwhile, for a beam with laterally fixed ends, from equation (26), the expression describing the stability region of the beam is
When M = 0 and F = 0, from equation (27), there are the critical compressive load and the critical moment , which are also in good agreement with previously published results [25].
3. Application to the Vibration and Stability Analyses of Saw Blades
The application of the explicit analytical expressions developed above to the vibration and stability analyses of tooth blades is presented in this section. These analyses construct a firm basis for the optimization of an innovative frame saw machine design, as described in the literature [5]. The experimental mockup of this machine, shown in Figure 4(a), reveals that in order to have an optimal design, a number of technical requirements must be considered simultaneously [5]. Apart from the main criteria, including the durability, hardness, and stability, it is important to avoid the resonance of saw tooth blades [26]. Resonant oscillation may cause the blade structures to break, as shown in Figure 4(b). Indeed, this is the greatest barrier when attempting to increase the speed of frame saw machines, leading to productivity limitations.
(a)
(b)
Prokopov [26] found that there are several mode shapes of blade vibration, as presented in Figure 5. Among them, the most severe cases of coupled bending and torsional deformations should be examined because the frequency of these types of vibration is close to that of the machine shaft. Thus, resonance occurs when the vibration frequency of the machine shaft attains the value of the first natural frequency. However, in the literature [26], there is lack of information about the relationships between the vibration frequency and the blade parameters. What does exist is insufficient to establish mathematical models for the optimal design of a frame saw machine.
(a)
(b)
(c)
(d)
In fact, the blade must be steady while operating; thus, during the assembly process, it is often stretched with a preload, F_{0}. This load is placed toward the tooth side at distance e from the blade axle, as illustrated in Figure 6. Therefore, the saw blade (or thinwalled beam) is actually subjected to load F_{0} and moment M = F · e. Substituting M = −F_{0} · e and F_{0} = −F equations (24) and (26), the first natural frequency of the blade can be determined appropriately.
For a saw blade with the simply supported ends, equation (24) results inand for a saw blade with the laterally fixed ends, from equation (26) the natural frequency is
When f = 0, from equations (29) and (30), the expression describing the stability region of the saw blade can be obtained in a straightforward manner in the space of F_{0} and e with various boundary conditions. For the boundary conditions of simply supported ends and laterally fixed ends, from equations (29) and (30), the corresponding expressions are presented in
Equations (29) and (30) are very useful for the optimization of an innovative frame saw machine design while considering the stability and resonance problems [27].
4. Results of Validations and Discussion
This section serves to validate the analytical expressions obtained from the two approaches. The results are compared with the numerical data obtained from the FEM software ANSYS Mechanical APDL. In order to represent conveniently the results in tables and 2D graphs, the set of values of (F_{0}, e) is used instead of (F, M). It should be noted that (F_{0}, e) must be selected to ensure that the system is stable, as described above in Section 2.3. For instance, for a beam with simply supported ends subjected to an eccentric load, the boundary of the stability region is a secondorder equation of F_{0}, in this case . Hence, for every value of e, there is a corresponding critical value of F_{0}. The validation is carried out for the case of a steel thinwalled beam with a rectangular cross section. The input data of the beam are as follows: length L = 0.8 (m), height h = 0.06 (m), width b = 0.003 (m), E = 2·10^{11} (N/m^{2}), a Poisson’s ratio μ = 0.28, and density ρ = 7850 (kg/m^{3}). The natural frequencies obtained by expressions (13) and (29) on the basis of the two approaches are shown in Table 1. The eccentricity e varies from 0 to 2h, while the load F_{0} ranges from −200 N to 1600 N. The negative load F_{0} indicates that the beam is under compression. The analytical results show that there is no discrepancy between the two approaches. The expressions in equations (29) and (30) from Approach 2 are chosen for a comparison with the results from the ANSYS Mechanical APDL software.

4.1. Beam with Simply Supported Ends
For this boundary condition, the beam is modelled in the FEM software, as shown in Figure 7. The 3D graph in Figure 8 illustrates the relationship between the first natural frequency of the beam and the set (F_{0}, e). The comparison of the results from Approach 2 and the FEM software can be observed in Figure 9 and Table 2, which show that the differences between the results from these two methods are within 3%, which is regarded as minor. The maximum is 2.7% when F_{0} = –200 N and e = 0 mm. It is essential to point out that the first natural frequency f is proportional to the load F_{0} and disproportional to the eccentricity e. This statement is in agreement with findings in the literature [3, 20].
(a)
(b)

4.2. Beam with Laterally Fixed Ends
Similarly, a FEM model of the beam with laterally fixed ends is illustrated in Figure 10. The first natural frequency f of the beam with the laterally fixed ends in the parameter space of F_{0} and e in accordance with equation (30) is shown in Figure 11. The first natural frequency of the beam derived from the FEM software and equation (30) is presented in Table 3 and Figure 12, which indicate that the results in this case are less precise than the previous outcome. The result would be more exact if the formula of the deflection curve u had been estimated accurately. The data from Table 3 and Figure 12 imply that the Rayleigh quotient tends to overestimate the natural frequency of the beam, i.e., it provides an upper bound of the exact solution, which coincides with the pertinent theory [3]. In addition, the accuracy of the expressions in equations (26) and (30) could be improved if Ritz’s method is used. However, the resultant expressions would be cumbersome and complex. Therefore, they are not presented in this paper for brevity.
(a)
(b)

In general, for both cases the differences are marginal (less than 3%). Thus, the explicit analytical expressions can be used conveniently in practice for the optimized designs of thinwalled beams.
5. Conclusion
In this study, the first natural frequencies of thinwalled beams were determined by two approaches: one based on the root existence theorem of a differential equation system and the other on the Rayleigh method. The first approach can only be used for the boundary condition of simply supported ends, while the second can be applied to various conditions. From these two approaches, the analytical expressions to define the first natural frequencies of a beam with simply supported ends or laterally fixed ends were derived. The two approaches yielded identical results. Moreover, in a comparison with the numerical results from the FEM software ANSYS Mechanical APDL, the differences were found to be minor, i.e., less than 3%. The obtained explicit expressions can be applied in a straightforward manner to analyze the vibration and stability of tooth blades in frame saw machines. Moreover, the results are useful for the optimization of regular thinwalled beam structures in general.
Data Availability
The data used to support the findings of this study are available from the corresponding author upon request.
Conflicts of Interest
The authors declare that there are no conflicts of interest regarding the publication of this paper.
Acknowledgments
This research was funded by Vietnam National Foundation for Science and Technology Development (NAFOSTED) under grant no. 107.012019.14. The authors would like to express the gratitude to the scientists and colleagues at Le Quy Don Technical University, Industrial University of Ho Chi Minh, and Ton Duc Thang University, Vietnam, for the interest and invaluable contributions to the paper
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Copyright
Copyright © 2019 Van Binh Phung 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.