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## Coupled Numerical Methods in Engineering Analysis

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Research Article | Open Access

Volume 2011 |Article ID 146505 | https://doi.org/10.1155/2011/146505

Ming Hsu Tsai, Wen Yi Lin, Yu Chun Zhou, Kuo Mo Hsiao, "A Corotational Finite Element Method Combined with Floating Frame Method for Large Steady-State Deformation and Free Vibration Analysis of a Rotating-Inclined Beam", Mathematical Problems in Engineering, vol. 2011, Article ID 146505, 29 pages, 2011. https://doi.org/10.1155/2011/146505

# A Corotational Finite Element Method Combined with Floating Frame Method for Large Steady-State Deformation and Free Vibration Analysis of a Rotating-Inclined Beam

Accepted19 May 2011
Published04 Aug 2011

#### Abstract

A corotational finite element method combined with floating frame method and a numerical procedure is proposed to investigate large steady-state deformation and infinitesimal-free vibrationaround the steady-state deformation of a rotating-inclined Euler beam at constant angular velocity. The element nodal forces are derived using the consistent second-order linearization of the nonlinear beam theory, the d'Alembert principle, and the virtual work principle in a current inertia element coordinates, which is coincident with a rotating element coordinate system constructed at the current configuration of the beam element. The governing equations for linear vibration are obtained by the first-order Taylor series expansion of the equation of motion at the position of steady-state deformation. Numerical examples are studied to demonstrate the accuracy and efficiency of the proposed method and to investigate the steady-state deformation and natural frequency of the rotating beam with different inclined angle, angular velocities, radius of the hub, and slenderness ratios.

#### 1. Introduction

Rotating beams are often used as a simple model for propellers, turbine blades, and satellite booms. Rotating beam differs from a nonrotating beam in having additional centrifugal force and Coriolis effects on its dynamics. The vibration analysis of rotating beams has been extensively studied . However, the vibration analysis of rotating beam with inclination angle, which is considered in the recent computer cooling fan design on the natural frequencies of rotating beams , is rather rare in the literature [10, 19, 21, 22]. In [21, 22], the effect of the steady-state axial deformation and the inclination angle on the natural frequencies of the rotating beam was investigated. However, the lateral steady-state deformation and its effects on the natural frequencies of the rotating beam were not considered in [21, 22]. To the authors’ knowledge, the lateral steady-state deformation and its effects on the lagwise bending and axial vibration of rotating inclined beams are not reported in the literature.

The objective of this study is to present a corotational finite element method combined with floating frame method and a numerical procedure for large steady-state deformation and free vibration analysis of a rotating-inclined beam at constant angular velocity. The nodal coordinates, displacements and rotations, absolute velocities, absolute accelerations, and the equations of motion of the system are defined in terms of an inertia global coordinate system which is coincident with a rotating global coordinate system rigidly tied to the rotating hub, while the total deformations in the beam element are measured in an inertia element coordinate system which is coincident with a rotating element coordinate system constructed at the current configuration of the beam element. The rotating element coordinates rotate about the hub axis at the angular speed of the hub. The inertia nodal forces and deformation nodal forces of the beam element are systematically derived by the virtual work principle, the dAlembert principle, and consistent second-order linearization of the fully geometrically nonlinear beam theory  in the element coordinates. Due to the consideration of the exact kinematics of Euler beam, some coupling terms of axial and flexural deformations are retained in the element internal nodal forces. The element equations are constructed first in the inertia element coordinate system and then transformed to the inertia global coordinate system using standard procedure.

The infinitesimal-free vibrations of rotating beam are measured from the position of the corresponding steady-state deformation. The governing equations for linear vibration of rotating beam are obtained by the first-order Taylor series expansion of the equation of motion at the position of steady-state deformation.

Dimensionless numerical examples are studied to demonstrate the accuracy and efficiency of the proposed method and to investigate the effect of inclination angle and slenderness ratio on the steady-state deformation and the natural frequency for rotating inclined Euler beams at different angular speeds.

#### 2. Formulation

##### 2.1. Description of Problem

Consider an inclined uniform Euler beam of length rigidly mounted with an inclination angle on the periphery of rigid hub with radius rotating about its axis fixed in space at a constant angular speed as shown in Figure 1. The axis of the rotating hub is perpendicular to one of the principal directions of the cross section of the beam. The deformation displacements of the beam are defined in an inertia rectangular Cartesian coordinate system which is coincident with a rotating rectangular Cartesian coordinate system rigidly tied to the hub.

Here only axial and lagwise bending vibrations are considered. It is well known that the beam sustains a steady-state deformations (time-independent deformation displacements) induced by constant rotation . In this study, large displacement and rotation with small strain are considered in the steady-state deformation. The vibration (time-dependent deformation displacements) of the beam is measured from the position of the steady-state deformation, and only infinitesimal-free vibration is considered. Note that the axial and lagwise vibrations, which are coupled due to the Coriolis effects and the lateral steady-state deformation, cannot be analyzed independently. Here the engineering strain and stress are used for the measure of the strain and stress.

##### 2.2. Basic Assumptions

The following assumptions are made in derivation of the beam element behavior.(1)The beam is prismatic and slender, and the Euler-Bernoulli hypothesis is valid.(2)The unit extension of the centroid axis of the beam element is uniform.(3)The deformation displacements and rotations of the beam element are small.(4)The strains of the beam element are small.

In conjunction with the corotational formulation and rotating frame method, the third assumption can always be satisfied if the element size is properly chosen. Thus, only the terms up to the second order of deformation parameters and their spatial derivatives are retained in element position vector, strain, and deformation nodal forces by consistent second-order linearization in this study.

##### 2.3. Coordinate Systems

In order to describe the system, we define three sets of right-handed rectangular Cartesian coordinate systems.(1)A rotating global set of coordinates, (see Figures 1 and 2); the coordinates rotate about the hub axis at a constant angular speed as shown in Figure 1. The origin of this coordinate system is chosen to be the intersection of the centroid axes of the hub and the undeformed beam. The axis is chosen to coincide with the centroid axis of the undeformed beam, and the and axes are chosen to be the principal directions of the cross section of the beam at the undeformed state. The direction of the axis of the rotating hub is parallel to the axis. The nodal coordinates, nodal deformation displacements, absolute nodal velocity, absolute nodal acceleration, and equations of motion of the system are defined in terms of an inertia global coordinate system which is coincident with the rotating global coordinate system.(2)Element coordinates; (see Figure 2), a set of element coordinates is associated with each element, which is constructed at the current configuration of the beam element. The coordinates rotate about the hub axis at a constant angular speed . The origin of this coordinate system is located at the element node 1, the centroid of the end section. The axis is chosen to pass through two end nodes of the element; the directions of the and axes are chosen to coincide with the principal direction of the cross section in the undeformed state. Because only the displacements in plane are considered, the directions of axis and axis are coincident. The position vector, deformations, absolute velocity, absolute acceleration, internal nodal forces, stiffness matrices, and inertia matrices of the elements are defined in terms of an inertia element coordinate system which is coincident with the rotating element coordinate system.

In this study, the direction of the axis of the rotating hub is parallel to the axis and only the displacements in plane are considered. Thus, the angular velocity of the hub referred to the global coordinates may be given by where the symbol denotes a column matrix, which is used through the paper.

##### 2.4. Kinematics of Beam Element

Let (Figure 3) be an arbitrary point in the beam element and the point corresponding to on the centroid axis. The position vector of point in the undeformed configurations referred to the current element coordinate system may be expressed as

Using the approximation , , and , retaining all terms up to the second order, the position vector of point in the deformed configurations referred to the current element coordinate system may be expressed as where and are the and coordinates of point P, respectively, in the deformed configuration, t is time, is the angle counterclockwise measured from axis to the tangent of the centroid axis of the deformed beam, is the unit extension of the centroid axis, and s is the arc length of the deformed centroid axis measured from node 1 to point . In this paper, denotes .

Here, the lateral deflection of the centroid axis, , is assumed to be the Hermitian polynomials of and may be expressed by where and are nodal values of and , respectively, at nodes . Note that, due to the definition of the element coordinates, the values of are zero. However, their variations and time derivatives are not zero. ) are shape functions and are given by where L is the length of the undeformed beam element.

Making use of assumptions and , the relationship between , , and in (2.3) may be approximated by where is the displacement of node 1 in the direction. Note that due to the definition of the element coordinate system, the value of is equal to zero. However, the variation and time derivatives of are not zero.

The axial displacements of the centroid axis may be determined from the lateral deflections and the unit extension of the centroid axis using (2.9).

From (2.9), one may obtain in which is the current chord length of the centroid axis of the beam element and is the displacement of node 2 in the direction. Using the assumption of uniform extension of the centroid axis and (2.10), in (2.10) maybe expressed by

Substituting (2.11) into (2.9), one may obtain

From (2.3) and the definition of engineering strain [32, 33], making use of the assumption of small strain, and retaining the terms up to the second order of deformation parameters, the engineering strain in the Euler beam may be approximated by

The absolute velocity and acceleration vectors of point in the beam element may be expressed as where is the position vector of point given in (2.3) referred to the current moving element coordinate system, the symbol denotes time derivative, is the vector of angular velocity referred to the current inertia element coordinates, is the angular velocity of the hub referred to the global coordinates given in (2.1), is the transformation matrix between the current global coordinates and the current element coordinates, and are the absolute velocity and absolute acceleration of point o, the origin of the current element coordinates, and are coordinates of point o referred to the current global coordinates, is the radius of the hub, and is inclination angle of the rotating beam. and are centripetal acceleration and Coriolis acceleration, respectively. and are the velocity and acceleration of point relative to the current moving element coordinates. From (2.3), (2.11) and (2.12), and may be expressed as

Note that the current element coordinates constructed at the current configuration of the beam element rotate about the hub axis at the angular velocity of the hub. Thus, the centripetal acceleration and Coriolis acceleration corresponding to the inertia forces of the rotating beam are unique. For nonrotating beam, and and are the absolute velocity and acceleration referred to the current element coordinate.

##### 2.5. Element Nodal Force Vector

Let ,, and denote the virtual displacements in the and directions of the current inertia element coordinates, and virtual rotations applied at the element nodes . The element nodal force corresponding to virtual nodal displacements , , and are , the forces in the directions, and moments about the axis, at element local nodes .

The element nodal force vector is obtained from the dAlembert principle and the virtual work principle in the current inertia element coordinates. The virtual work principle requires that where are the generalized force vectors corresponding to and , respectively, and are element deformation nodal force vector and inertia nodal force vector corresponding to , respectively, is the volume of the undeformed beam element, and is the variation of in (2.13) corresponding to and . is the engineering stress. For linear elastic material, , where E is Young’s modulus. is the density, is the variation of in (2.3) (referred to the current inertia element coordinate system) corresponding to and , and is the absolute acceleration in (2.15).

If the element size is chosen to be sufficiently small, the values of the deformation parameters of the deformed element defined in the current element coordinate system may always be much smaller than unity. Thus the higher-order terms of deformation parameters in the element internal nodal forces may be neglected. However, in order to include the nonlinear coupling among the bending and stretching deformations, the terms up to the second order of deformation parameters and their spatial derivatives are retained in element deformation nodal forces by consistent second-order linearization of in (2.22). Here, only infinitesimal-free vibration is considered, thus only the terms up to the first order of time derivatives of deformation parameters and their spatial derivatives are retained in element inertia nodal forces by consistent first-order linearization of in (2.22).

From (2.6) and (2.11), the variation of in (2.13) may be expressed as

From (2.3), (2.6), and (2.12), the variation of in (2.3) may be expressed as

Substituting (2.15)–(2.21) and (2.31)–(2.32) into (2.22), using , neglecting the higher order terms, we may obtain where the range of integration for the integral in (2.34)–(2.36) is from 0 to , is the cross section area, is moment of inertia of the cross section, are the components of in (2.17).The underlined terms in (2.35) and (2.36) are the inertia nodal force corresponding to the steady-state deformation induced by the constant rotation.

##### 2.6. Element Matrices

The element matrices considered are element tangent stiffness matrix, mass matrix, centripetal stiffness matrix, and gyroscopic matrix. The element matrices may be obtained by differentiating the element nodal force vectors in (2.33)–(2.36) with respect to nodal parameters and time derivatives of nodal parameters.

Using the direct stiffness method, the element tangent stiffness matrix may be assembled by the following submatrices:

The element mass matrix may be assembled by the following submatrices:

The element centripetal stiffness matrix may be assembled by the following submatrices:

The element gyroscopic matrix may be assembled by the following submatrices:

##### 2.7. Equations of Motion

For convenience, the dimensionless variables defined in Table 1 are used here.

 Variables Dimensionless variables Coordinates 𝑥 , 𝑋 𝑜 , 𝑌 𝑜 𝑥 𝑥 = 𝐿 𝑇 , 𝑋 𝑜 = 𝑋 𝑜 𝐿 𝑇 , 𝑌 𝑜 = 𝑌 𝑜 / 𝐿 𝑇 , Time 𝑡 𝑡 𝜏 = 𝐿 𝑇  𝐸 𝜌 Length of beam element 𝐿 𝐿 = 𝐿 / 𝐿 𝑇 Area moment of inertia 𝐼 𝐼 𝐼 = 𝐴 𝐿 2 𝑇 Radius of hub 𝑅 𝑅 = 𝑅 / 𝐿 𝑇 Displacements 𝑢 , 𝑣 𝑢 = 𝑢 / 𝐿 𝑇 , 𝑣 = 𝑣 / 𝐿 𝑇 spatial derivatives of displacement 𝑢  , 𝑢   , 𝑣  , 𝑣   𝑢  = 𝜕 𝑢 𝜕 𝑥 = 𝑢  , 𝑢   = 𝜕 2 𝑢 𝜕 𝑥 2 = 𝐿 𝑇 𝑢   , 𝑣  = 𝜕 𝑣 𝜕 𝑥 = 𝑣  , 𝑣   = 𝜕 2 𝑣 𝜕 𝑥 2 = 𝐿 𝑇 𝑣   Time derivatives of displacement ̇ 𝑢 , ̈ 𝑢 , ̇ 𝑣 , ̈ 𝑣 ̇ ‌ 𝜕 𝑢 = 𝑢  𝜕 𝜏 = ̇ 𝑢 𝜌 𝐸 , ̈ 𝜕 𝑢 = 2 𝑢 𝜕 𝜏 2 = 𝐿 𝑇 𝜌 𝐸 ̇ ̈ 𝑢 , 𝜕 𝑣 = 𝑣 = ̇ 𝑣  𝜕 𝜏 𝜌 𝐸 , ̈ 𝜕 𝑣 = 2 𝑣 𝜕 𝜏 2 = 𝐿 𝑇 𝜌 𝐸 ̈ 𝑣 Force and moment 𝑓 𝑖 𝑗 , 𝑚 𝑗 𝑓 𝑖 𝑗 = 𝑓 𝑖 𝑗 𝐸 𝐴 , ( 𝑖 = 1 , 2 ; 𝑗 = 1 , 2 ) Angular velocity Ω 𝑘 = Ω 𝐿 𝑇 √ 𝜌 / 𝐸 Natural frequency 𝜔 𝐾 = 𝜔 𝐿 𝑇 √ 𝜌 / 𝐸

The dimensionless nonlinear equations of motion for a rotating beam with constant angular velocity may be expressed by where k and are dimensionless time and dimensionless angular speed of rotating beam, respectively, defined in Table 1. , , and are the dimensionless unbalanced force vector, the dimensionless deformation nodal force vector, and the dimensionless inertia nodal force vector of the structural system, respectively. and are assembled from the dimensionless element nodal force vectors, which are calculated using (2.33)–(2.36) and the dimensionless variables defined in Table 1 first in the current element coordinates and then transformed from element coordinate system to global coordinate system before assemblage using standard procedure. is the dimensionless nodal displacement vector of the rotating beam, and are the dimensionless nodal velocity vector and the dimensionless nodal acceleration vector of the rotating beam, respectively, is the dimensionless steady-state nodal displacement vector induced by constant dimensionless rotation speed k, and is the time-dependent dimensionless nodal displacements vector caused by the free vibration of the rotating beam. Here only infinitesimal vibration is considered.

##### 2.8. Governing Equations for Steady-State Deformation

For the steady-state deformations, . Thus (2.41) can be reduced to nonlinear dimensionless steady-state equilibrium equations and expressed by where and are the dimensionless deformation nodal force vector and the dimensionless inertia nodal force (the centrifugal force) vector of the structural system corresponding to the dimensionless steady-state nodal displacement vector , respectively. is corresponding to the underlined terms of (2.35) and (2.36). Note that is deformation dependent. Thus should be updated at each new configuration.

Here, an incremental-iterative method based on the Newton-Raphson method is employed for the solution of nonlinear dimensionless steady-state equilibrium equations at different dimensionless rotation speed k. In this paper, a weighted Euclidean norm of the unbalanced force is employed for the equilibrium iterations and is given by where is number of the equations of the system and is a prescribed value of error tolerance. Unless otherwise stated, the error tolerance is set to in this study.

Substituting (2.42) into (2.41) and setting the first-order Taylor series expansion of the unbalanced force vector around to zero, one may obtain the dimensionless governing equations for linear free vibration of the rotating beam measured from the position of the steady-state deformation as follows. where , ,, and are dimensionless mass matrix, gyroscopic matrix, tangent stiffness matrix, and centripetal stiffness matrix of the rotating beam, respectively. , , , and are assembled from the dimensionless element mass matrix, gyroscopic matrix, tangent stiffness matrix, and centripetal stiffness matrix, which are calculated using (2.37)–(2.40) and the dimensionless variables defined in Table 1 first in the current element coordinates and then transformed from element coordinate system to global coordinate system before assemblage using standard procedure.

We will seek a solution of (2.45) in the form where, K and are dimensionless natural frequency of rotating beam and dimensionless time defined in Table 1, and and are real part and imaginary part of the vibration mode.

Substituting (2.46) into (2.45), one may obtain a set of homogeneous equations expressed by where denotes being a function of K and k. Note that is a symmetric matrix.

Equation (2.47) is a quadratic eigenvalue problem. For a nontrivial , the determinant of matrix in (2.47) must be equal to zero. The values of which make the determinant vanishes are called eigenvalues of matrix . The bisection method is used here to find the eigenvalues. Note that when , (2.47) will degenerate to a generalized eigenvalue problem.

#### 3. Numerical Examples

To verify the accuracy of the present method and to investigate the steady deformation and the natural frequencies of rotating-inclined beams with different inclination angle , dimensionless radius of the hub , and slenderness ratios at different dimensionless angular velocities , several dimensionless numerical examples are studied here.

For simplicity, only the uniform beam with rectangular cross section is considered here. The maximum steady-state axial strain of rotating beam is the sum of the maximum steady-state membrane strain and bending strain , which occur at the root of the rotating beam. In practice, rotating structures are designed to operate in the elastic range of the materials. Thus, it is considered that (say 0.01) in this study. At the same dimensionless angular speed , are different for rotating beams with different , , and . Thus, the allowable are different for rotating beams with different , , and in this study.

To investigate the effect of the lateral deflection on the steady-state deformation and the natural frequency of rotating Euler beams, here cases with and without considering the lateral deflection are considered. The corresponding elements are referred to as EA element and EB element, respectively. For EA element, all terms in (2.33)–(2.40) are considered; for EB element, all terms in (2.33)–(2.40) are considered except the underlined terms in (2.36), which are the lateral inertia nodal force corresponding to the steady-state deformation induced by the constant rotation. In this section, denotes the dimensionless lateral tip deflection of the steady-state deformation; denotes the ith dimensionless natural frequency of the rotating beam and denote that the corresponding vibration mode is lateral vibration at ; in all tables, the entries with “(a)” denotes that the corresponding vibration mode is axial vibration at .

The example first considered is the rotating-inclined beams with dimensionless radius of the hub , inclination angle , and slenderness ratios . The present results are shown in Tables 2 and 3 together with some results available in the literature. In Tables 2 and 3, EAn, , denote that equal EA elements are used for discretization, and LAS denotes the linear analytical solution of the steady-state deformation. It can be seen that for higher natural frequencies of lateral vibration, the discrepancy between the present results and the analytical solutions given in , in which the rotary inertia is not considered, increases with decrease of the slenderness ratio. It seems that the effect of the rotary inertia on the higher natural frequencies of the Euler beam is not negligible when the slenderness ratio is small. It can be seen from Tables 2 and 3 that the differences between the results of EA50 and EA 100 are negligible for all cases studied. Thus, in the rest of the section, all numerical results are obtained using 50 equal elements. For , and , the steady-state deformation is axial deformation only as expected. The analytical solution of the maximum steady-state membrane strain given in  and the linear solution are identical. It can be seen that at the same dimensionless angular speed , is independent of the slenderness ratio . Thus, for , the allowable is limited by and is the same for the rotating beam with different slenderness ratio . Very good agreement is observed between the natural frequencies obtained by the present study and those given in , which are obtained using the power series method. It can be seen from Table 3 that for slenderness ratio = 1000, with increase of the inclination angle , the values of and increase significantly and the value of the allowable dimensionless angular speed decreases significantly. Comparing and of EA with the results of linear analytical solution, respectively, it is found that the difference between the results of EA and LAS is insignificant for but is remarked for . These may be explained as follows. The centrifugal stiffening effect is significant for slender beam, and the lateral component of the centrifugal force in the rotating inclined beam decreases with the increase of the steady-state lateral deflection.

 𝛼 𝑘 𝜀 𝑐 m a x ( 1 0 − 3 ) 𝜀 𝑏 m a x ( 1 0 − 3 ) 𝑣 t i p / 𝐿 𝑇 ( 1 0 − 3 ) 𝐾 1 𝐾 2 𝐾 3 ( 𝑎 ) 𝐾 4 𝐾 5 ( 𝑎 ) 𝐾 6 𝐾 7 ( 𝑎 ) EA10 0 0 0 .174788 1.05957 1.57241 2.82495 4.75610 5.19546 8.00214 EA50 0 0 0 .174787 1.05953 1.57086 2.82431 4.71413 5.19120 7.86206 0 EA100 0 0 0 .174787 1.05953 1.57081 2.82431 4.71283 5.19119 7.85600  0 0 0 .17479 1.05953 1.57080 2.82431 4.71239 5.19119 — 0°  0 0 0 .17580 1.10172 1.57080 3.08486 4.71239 6.04510 — EA10 6.93309 0 0 .198616 1.08756 1.57615 2.85333 4.75729 5.22384 8.02928 EA50 7.15492 0 0 .198514 1.08726 1.57616 2.85243 4.71534 5.21931 7.86274 0.06 EA100 7.18210 0 0 .198511 1.08726 1.57457 2.85242 4.71403 5.21930 7.85669  7.20000 0 0 .19862 1.08760 1.57455 2.85276 4.71360 5.21962 — LAS 7.20000 0 0 — — — — — — — EA10 1.72680 1.93098 5.47630 .181049 1.06661 1.57335 2.83206 4.75639 5.20256 8.00889 5° 0.03 EA50 1.78195 1.93546 5.47699 .181021 1.06651 1.57180 2.83136 4.71443 5.19823 7.86221 EA100 1.78870 1.93560 5.47701 .181020 1.06651 1.57175 2.83136 4.71312 5.19822 7.85616 LAS 1.79486 2.03794 5.88301 — — — — — — — EA10 .173298 1.29008 3.72294 .175410 1.06028 1.57252 2.82567 4.75613 5.19619 8.00281 30° 0.01 EA50 .178615 1.29224 3.72299 .175407 1.06024 1.57097 2.82503 4.71416 5.19191 7.86207 EA100 .179264 1.29231 3.72300 .175407 1.06024 1.57092 2.82503 4.71285 5.19190 7.85601 LAS .179904 1.29904 3.75000 — — — — — — — EA10 .0500345 2.59364 7.49504 .174836 1.05978 1.57253 2.82520 4.75612 5.19573 8.00229 90° 0.01 EA50 .0500384 2.59784 7.49506 .174835 1.05974 1.57098 2.82456 4.71415 5.19145 7.86205 EA100 .0500216 2.59797 7.49507 .174835 1.05974 1.57093 2.82456 4.71284 5.19144 7.85599 LAS .0500000 2.59807 7.50000 — — — — — — —
 𝛼 𝑘 𝜀 𝑐 m a x ( 1 0 − 3 ) 𝜀 𝑏 m a x ( 1 0 − 3 ) 𝑣 t i p / 𝐿 𝑇 𝐾 1 ( 1 0 − 2 ) 𝐾 2 ( 1 0 − 1 ) 𝐾 3 ( 1 0 − 1 ) 𝐾 4 𝐾 5 𝐾 6 𝐾 7 EA10 0 0 0 .351601 .220349 .617105 .121008 .200340 .300117 .421052 EA50 0 0 0 .351601 .220341 .616949 .120893 .199838 .298509 .416903 0 EA100 0 0 0 .351601 .220341 .616948 .120893 .199837 .298506 .416896  0 0 0 .352 .2203 .6169 .12089 .19984 .29851 — 0°  0 0 0 .3516 .22034 .616972 .120902 — — — EA10 6.93309 0 0 9.00457 2.50186 4.13423 .591446 .784725 .992927 1.21760 EA50 7.15492 0 0 8.96239 2.47424 4.06068 .580524 .771309 .976120 1.19365 0.06 EA100 7.18210 0 0 8.96152 2.47312 4.05756 .580088 .770833 .975634 1.19316  7.20000 0 0 8.952 2.4708 4.0536 .57955 .77017 .97486 — LAS 7.20000 0 0 — — — — — — — EA10 1.73113 3.88303 .0835171 4.54714 1.27448 2.17658 .323098 .443024 .577262 .726698 5° 0.03 EA50 1.78396 6.00526 .0838194 4.53348 1.26220 2.15028 .319777 .439167 .572464 .719965 EA100 1.78936 6.20203 .0838218 4.53320 1.26179 2.14942 .319678 .439068 .572368 .719873 LAS 1.79486 101.897 14.70753 — — — — — — — EA10 .117174 8.73588 .429688 1.29068 .405580 .836390 .143462 .221484 .319586 .439110 30° 0.008 EA50 .114341 9.36150 .429979 1.28848 .404156 .836065 .143631 .221433 .318254 .434653 EA100 .113410 9.38784 .429986 1.28840 .404108 .836056 .143643 .221458 .318289 .434691 LAS .115138 41.5692 6.00000 — — — — — — — EA10 00632587 8.11012 .747138 .561367 .232168 .566051 .113317 .190889 .289637 .409722 90° 0.003 EA50 00388224 8.15298 .747250 .560585 .232182 .566299 .113204 .190326 .287895 .405359 EA100 .00351740 8.15396 .747254 .560558 .232181 .566306 .113202 .190322 .287886 .405342 LAS .00450000 11.6913 1.68750 — — — — — — —

To investigate the effect of the lateral deflection on the steady-state deformation and the natural frequency of rotating-inclined beams, the cases with and without considering the lateral deflection are studied for , , and . The present results are shown in Table 4. The results transcribed from the figure given in , in which the steady-state lateral deflection and the rotary inertia are not considered, are also shown in Table 4 for comparison. It can be seen from Table 4 that except , the values of are much larger than the yield strain for most engineering materials at . Thus the results in Table 4 are only displayed for the purpose of comparisons between the results of EB and those given in . There is a very good agreement between the natural frequencies obtained using the EB element and those given in . Although the comparisons are beyond the yield point of most engineering materials, results of EA and EB show that the differences between the cases with and without considering the lateral deflection become apparent for the rotating-inclined beam with large inclination angle at high-dimensionless angular speed. It can be seen from Table 4 that the difference between the natural frequencies of EA and EB is not significant for small , but the first natural frequency of EB is much smaller than that of EA for large . The natural frequencies of EA slightly decrease with increase of , but those of EB significantly decrease with increase of for . These may be partially attributed to the factthat the decrease of the centrifugal stiffening effect of the rotating-inclined beam caused by the increase of the inclination angle is alleviated by the increase of lateral deflection induced by the lateral centrifugal force.

 𝛼 𝜀 𝑐 m a x ( 1 0 − 3 ) 𝜀 𝑏 m a x 𝑣 t i p / 𝐿 𝑇 𝐾 1 𝐾 2 EA EB EA EA EA EB  EA EB  0° 7.61582 7.61579 0 0 .105565 .105427 .105 .411754 .410792 .418 10° 7.53275 7.53893 .021843 .119537 .105513 .104869 .105 .411356 .410001 .417 20° 7.28556 7.31066 .043509 .236923 .105359 .103195 .103 .410160 .407642 .414 30° 6.88032 6.93792 .064820 .350059 .105101 .100399 .100 .408162 .403758 .410 40° 6.32700 6.43205 .085602 .456935 .104737 .0964721 .096 .405357 .398421 .405 50° 5.63927 5.80840 .105681 .555686 .104264 .0913941 .091 .401742 .391733 .398 60° 4.83425 5.08596 .124890 .644628 .103679 .0851262 .085 .397314 .383830 .390 70° 3.93214 4.28663 .143064 .722301 .102976 .0775919 .077 .392079 .374876 .381 80° 2.95575 3.43472 .160043 .787503 .102151 .0686418 .068 .386048 .365073 .371 90° 1.93010 2.55611 .175673 .839324 .101193 .0579597 .057 .379245 .354659 .361

To investigate the effect of angular speed on the steady-state deformation and natural frequency of rotating beams with different slenderness ratios and inclination angles, the following cases are considered: slenderness ratio , inclination angle , and dimensionless radius of the rotating hub . Tables 5, 6, 7, and 8 tabulate the maximum steady-state membrane strain and bending strain, dimensionless lateral tip deflection, and first six dimensionless natural frequencies for different . It can be seen from Tables 58 that the values of increase significantly with the increase of the dimensionless angular velocities and slenderness ratio . However, the values of are very small for and 50. Because the stiffening effect of the centrifugal force is significant for slender beam, as expected, it can be seen from Table 8 that the lower natural frequencies of lateral vibration increase remarked with increase of the dimensionless angular speed for .

 𝛼 𝑘 𝜀 𝑐 m a x ( 1 0 − 4 ) 𝜀 𝑏 m a x ( 1 0 − 3 ) 𝑣 t i p / 𝐿 𝑇 ( 1 0 − 3 ) 𝐾 1 ( 1 0 − 1 ) 𝐾 2 𝐾 3 𝐾 4 𝐾 5 𝐾 6 (a) 0 0 0 0 .900168 .559057 1.54325 1.57086 (a) 2.96396 4.71413 .010 1.48999 0 0 .909817 .560283 1.54452 1.57097 (a) 2.96528 4.71415 .020 5.96060 0 0 .938126 .563945 1.54830 1.57130 (a) 2.96926 4.71421 0° .030 13.4138 0 0 .983359 .569996 1.55455 1.57190 (a) 2.97586 4.71432 .040 23.8528 0 0 1.04313 .578359 1.56302 1.57296 (a) 2.98509 4.71449 .050 37.2822 0 0 1.11488 .588935 1.57113 1.57704 (a) 2.99691 4.71472 .060 53.7078 0 0 1.19620 .601604 1.57358 (a) 1.58936 3.01129 4.71502 .005 .371545 .073310 .412011 .902582 .559363 1.54357 1.57089 (a) 2.96429 4.71414 .010 1.48623 .289977 1.62160 .909786 .560280 1.54449 1.57100 (a) 2.96528 4.71415 5° .015 3.34417 .640707 3.55360 .921661 .561805 1.54595 1.57126 (a) 2.96693 4.71416 .020 5.94559 1.11150 6.09535 .938019 .563932 1.54784 1.57177 (a) 2.96925 4.71416 .025 9.29075 1.68547 9.11211 .958617 .566654 1.55003 1.57268 (a) 2.97222 4.71415 .030 13.3800 2.34473 12.4630 .983170 .569962 1.55233 1.57416 (a) 2.97585 4.71413 .002 .054292 .067510 .379956 .900509 .559102 1.54330 1.57087 (a) 2.96401 4.71413 .004 .217174 .269614 1.51631 .901534 .559237 1.54341 1.57090 (a) 2.96415 4.71413 30° .006 .488657 .605041 3.39858 .903243 .559461 1.54355 1.57103 (a) 2.96440 4.71412 .008 .868763 1.07170 6.00953 .905635 .559775 1.54362 1.57132 (a) 2.96474 4.71409 .010 1.35752 1.66673 9.32547 .908710 .560177 1.54351 1.57191 (a) 2.96518 4.71403 .002 .019999 .135091 .760426 .900208 .559076 1.54327 1.57087 (a) 2.96398 4.71413 .004 .080009 .540362 3.04080 .900333 .559132 1.54324 1.57098 (a) 2.96404 4.71412 90° .006 .180072 1.21579 6.83830 .900554 .559224 1.54295 1.57140 (a) 2.96415 4.71407 .008 .320253 2.16132 12.1478 .900889 .559349 1.54211 1.57246 (a) 2.96431 4.71394 .010 .500631 3.37678 18.9613 .901363 .559506 1.54041 1.57447 (a) 2.96451 4.71365
 𝛼 𝑘 𝜀 𝑐 m a x ( 1 0 − 4 ) 𝜀 𝑏 m a x ( 1 0 − 3 ) 𝑣 t i p / 𝐿 𝑇 ( 1 0 − 3 ) 𝐾 1 ( 1 0 − 1 ) 𝐾 2 𝐾 3 𝐾 4 (a) 𝐾 5 𝐾 6 0 0 0 0 .702550 .437859 1.21530 1.57086 2.35176 3.82646 .010 1.48998 0 0 .714917 .439441 1.21696 1.57096 2.35349 3.82822 .020 5.96058 0 0 .750712 .444154 1.22192 1.57125 2.35868 3.83349 0° .030 13.4137 0 0 .806600 .451898 1.23014 1.57173 2.36731 3.84227 .040 23.8527 0 0 .878442 .462516 1.24155 1.57241 2.37932 3.85452 .050 37.2820 0 0 .962316 .475813 1.25605 1.57328 2.39467 3.87021 .060 53.7076 0 0 1.05500 .491563 1.27352 1.57435 2.41329 3.88930 .005 .371544 .093761 .674835 .705653 .438254 1.21571 1.57089 2.35219 3.82689 .010 1.48623 .368279 2.62905 .714878 .439437 1.21695 1.57096 2.35349 3.82821 5° .015 3.34418 .804892 5.66932 .729982 .441402 1.21900 1.57111 2.35565 3.83040 .020 5.94560 1.37717 9.52433 .750592 .444136 1.22184 1.57134 2.35869 3.83347 .025 9.29074 2.05594 13.8991 .776240 .447626 1.22547 1.57166 2.36258 3.83740 .030 13.3799 2.81357 18.5209 .806412 .451854 1.22987 1.57208 2.36734 3.84221 .002 .054292 .086522 .624206 .702990 .437917 1.21536 1.57087 2.35182 3.82652 .004 .217177 .345191 2.48734 .704308 .438091 1.21554 1.57088 2.35202 3.82671 30° .006 .488671 .773349 5.56121 .706507 .438381 1.21583 1.57093 2.35234 3.82704 .008 .868803 1.36665 9.79986 .709585 .438785 1.21621 1.57103 2.35280 3.82749 .010 1.35760 2.11921 15.1409 .713543 .439301 1.21666 1.57120 2.35340 3.82806 .002 .019999 .173193 1.24980 .702604 .437883 1.21532 1.57087 2.35179 3.82648 .004 .080020 .692767 4.99671 .702772 .437956 1.21539 1.57090 2.35188 3.82657 90° .006 .180129 1.55866 11.2327 .703078 .438073 1.21545 1.57103 2.35204 3.82670 .008 .320419 2.77065 19.9428 .703561 .438232 1.21544 1.57135 2.35228 3.82688 .010 .500997 4.32814 31.1020 .704273 .438426 1.21527 1.57200 2.35265 3.82709
 𝛼 𝑘 𝜀 𝑐 m a x ( 1 0 − 4 ) 𝜀 𝑏 m a x ( 1 0 − 3 ) 𝑣 t i p / 𝐿 𝑇 ( 1 0 − 3 ) 𝐾 1 ( 1 0 − 1 ) 𝐾 2 𝐾 3 𝐾 4 (a) 𝐾 5 𝐾 6 0 .000000 0 0 .351520 .219989 .614602 1.20047 1.57086 1.97619 .010 1.48998 0 0 .375696 .223163 .617963 1.20402 1.57096 1.97983 .020 5.96058 0 0 .439855 .232418 .627926 1.21458 1.57124 1.99072 0° .030 13.4137 0 0 .528670 .247050 .644140 1.23194 1.57172 2.00872 .040 23.8527 0 0 .630838 .266138 .666082 1.25578 1.57240 2.03361 .050 37.2820 0 0 .740095 .288755 .693127 1.28568 1.57327 2.06512 .060 53.7076 0 0 .853195 .314093 .724614 1.32116 1.57433 2.10288 .005 .371547 .184139 2.62891 .357708 .220785 .615441 1.20136 1.57089 1.97710 .010 1.48624 .688585 9.52242 .375636 .223154 .617940 1.20397 1.57105 1.97985 5° .015 3.34416 1.40679 18.5127 .403666 .227045 .622062 1.20826 1.57140 1.98446 .020 5.94540 2.23838 27.6550 .439745 .232381 .627773 1.21419 1.57195 1.99093 .025 9.29010 3.11970 35.8627 .481914 .239066 .635040 1.22176 1.57261 1.99922 .030 13.3786 4.01960 42.7784 .528564 .246988 .643816 1.23096 1.57329 2.00929 .002 .054294 .172596 2.48732 .352403 .220106 .614725 1.20060 1.57087 1.97632 .004 .217197 .683326 9.79956 .355052 .220456 .615081 1.20096 1.57097 1.97675 30° .006 .488756 1.51188 21.5060 .359467 .221033 .615636 1.20145 1.57136 1.97753 .008 .869003 2.62713 36.9471 .365637 .221832 .616344 1.20197 1.57227 1.97873 .010 1.35790 3.99065 55.3127 .373528 .222846 .617163 1.20241 1.57395 1.98043 .002 .020005 .346383 4.99669 .351634 .220038 .614651 1.20052 1.57089 1.97625 .004 .080103 1.38532 19.9425 .352038 .220178 .614748 1.20053 1.57127 1.97654 90° .006 .180478 3.11497 44.6708 .352915 .220392 .614736 1.20014 1.57288 1.97728 .008 .321226 5.52831 78.7975 .354553 .220651 .614373 1.19878 1.57704 1.97891 .010 .502064 8.60794 121.586 .357326 .220924 .613368 1.19581 1.58523 1.98201
 𝛼 𝑘 𝜀 𝑐 m a x ( 1 0 − 5 ) 𝜀 𝑏 m a x ( 1 0 − 3 ) 𝑣 t i p / 𝐿 𝑇 ( 1 0 − 2 ) 𝐾 1 ( 1 0 − 2 ) 𝐾 2 ( 1 0 − 1 ) 𝐾 3 ( 1 0 − 1 ) 𝐾 4 𝐾 5 𝐾 6 0 .000000 0 0 .351601 .220341 .616949 .120893 .199838 .298509 .010 14.8998 0 0 1.32581 .432338 .886010 .151855 .233376 .333736 .020 59.6058 0 0 2.52842 .766172 1.38410 .216189 .309541 .419056 0° .030 134.137 0 0 3.73648 1.11402 1.92511 .289167 .400408 .525942 .040 238.527 0 0 4.94495 1.46597 2.47903 .364653 .496007 .640880 .050 372.820 0 0 6.15267 1.81983 3.03912 .441165 .593428 .759068 .060 537.076 0 0 7.35907 2.17482 3.60301 .518237 .691707 .878747 .005 3.71469 .765147 5.97092 .741097 .289190 .695401 .129392 .208701 .307598 .010 14.8600 1.67568 7.33938 1.32573 .432307 .885745 .151766 .233190 .333432 5° .015 33.4431 2.57966 7.79173 1.92549 .595911 1.12500 .182037 .268266 .371976 .020 59.4713 3.46977 8.02050 2.52834 .766160 1.38402 .216153 .309441 .418839 .025 92.9513 4.34189 8.15957 3.13220 .939307 1.65211 .252155 .353965 .470793 .030 133.889 5.19316 8.25360 3.73641 1.11401 1.92507 .289150 .400356 .525817 .002 .542410 1.31449 16.2578 .436039 .231506 .625674 .121676 .200527 .299138 30° .004 2.15709 3.45499 31.0603 .628044 .264068 .655502 .124160 .202509 .300711 .006 4.84203 5.61881 37.4726 .851755 .312455 .712896 .129772 .207598 .305211 .008 8.61268 7.78502 40.6536 1.08530 .369468 .788930 .138176 .215896 .313013 .0005 .012524 .216407 3.11010 .352489 .220632 .617142 .120911 .199852 .298522 .0010 .050204 .860794 12.1582 .357434 .221288 .616084 .120749 .199640 .298279 .0015 .112068 1.89528 25.7173 .371925 .221920 .610342 .119952 .198654 .297181 90° .0020 .194123 3.21653 40.7205 .400095 .222722 .599365 .118425 .196788 .295121 .0025 .290775 4.68879 54.0272 .440751 .224723 .587411 .116669 .194633 .292734 .0030 .398355 6.21301 64.2905 .489485 .228876 .578807 .115177 .192740 .290595 .0035 .516056 7.74385 71.7152 .542488 .235452 .575106 .114128 .191302 .288900

Figures 46 show the deformed configurations, axial displacements, and lateral displacements for the steady-state deformation of rotating beams with , , and 1000, at different dimensionless angular speeds. In Figures 46, the and coordinates of the deformed configurations of rotating beam are present at the same scale, and denotes the global Lagrangian coordinate of the beam axis. Very large displacement and rotation are observed in Figure 6.

Figures 710 show the first six vibration modes for rotating beams with , , and , at different dimensionless angular speeds. In Figures 710, and denote the and components of the vibration mode, respectively. The definitions of and are given by where and , and and are the and components of and , real part and imaginary part of the vibration mode given in (2.47), respectively. and are phase angles. Mode denotes the vibration mode dominated by the vibration mode corresponding to the jth natural frequency of the nonrotating beam. It can be seen from Figures 710, and Tables 5 and 8 that all vibration modes shown in Figures 710 are lateral vibration at , except the fourth and the sixth vibration modes of . Mode 3 is the third bending vibration mode, and mode 4 is the first axial vibration mode for . Figure 11 shows the third and the fourth dimensionless natural frequencies for the rotating beam with at different dimensionless angular velocities. Because the third and the fourth natural frequencies are relatively close, frequency veering phenomenon  induced by the Coriolis force and the centrifugal force is observed in Figure 11. It can be seen from Figures 7 and 8 that the coupling of the axial and lateral vibration modes is very significant. Due to the effect of Coriolis force and the lateral steady-state deformation, the axial and lateral vibrations of rotating beam should be coupled. However, from the numerical results of this study, it is found that the coupling is negligible for rotating beam with small slenderness ratio if the corresponding natural frequencies of the axial and lateral vibrations are not close. Due to the steady-state lateral deformation, it can be seen from Figures 9 and 10 that when , all vibration modes consist of the and components. The difference between the vibration modes of rotating beam at different is very significant for .

#### 4. Conclusions

In this paper, a corotational finite element formulation combined with the rotating frame method and numerical procedure are proposed to derive the equations of motion for a rotating-inclined Euler beam at constant angular velocity. The element deformation and inertia nodal forces are systematically derived by the virtual work principle, the dAlembert principle, and consistent second-order linearization of the fully geometrically nonlinear beam theory in the current element coordinates. The equations of motion of the system are defined in terms of an inertia global coordinate system which is coincident with a rotating global coordinate system rigidly tied to the rotating hub, while the total strains in the beam element are measured in an inertia element coordinate system which is coincident with a rotating element coordinate system constructed at the current configuration of the beam element. The rotating element coordinates rotate about the hub axis at the angular speed of the hub. The steady-state deformation and the natural frequency of infinitesimal-free vibration measured from the position of the corresponding steady-state deformation are investigated for rotating-inclined Euler beams with different inclination angles, slenderness ratios, and angular speeds of the hub.

The results of dimensionless numerical examples demonstrate the accuracy and efficiency of the proposed method. The present results show that the geometrical nonlinearities that arise due to steady-state lateral and axial deformations should be considered for the natural frequencies of the inclined-rotating beams. Due to the effect of the centrifugal stiffening, the lower dimensionless natural frequencies of lateral vibration increase remarked with increase of the dimensionless angular speed for slender beam. The decrease of the centrifugal stiffening effect of the rotating inclined beam caused by the increase of the inclination angle is alleviated by the increase of lateral deflection induced by the lateral centrifugal force. Due to effect of the Coriolis force and centrifugal stiffening, frequency veering phenomenon is observed when inclination angle , and two natural frequencies corresponding to axial vibration and lateral vibration are close.

Finally, it may be emphasized that, although the proposed method is only applied to the two dimensional rotating cantilever beams with inclination angle here, the present method can be easily extended to three dimensional rotating beams with precone and setting angle.

#### Acknowledgment

The research was sponsored by the National Science Council, ROC, Taiwan, under contract NSC 98-2221-E-009-099-MY2.

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