Research Article | Open Access
Dongyan Shi, Yunke Zhao, Qingshan Wang, Xiaoyan Teng, Fuzhen Pang, "A Unified Spectro-Geometric-Ritz Method for Vibration Analysis of Open and Closed Shells with Arbitrary Boundary Conditions", Shock and Vibration, vol. 2016, Article ID 4097123, 30 pages, 2016. https://doi.org/10.1155/2016/4097123
A Unified Spectro-Geometric-Ritz Method for Vibration Analysis of Open and Closed Shells with Arbitrary Boundary Conditions
This paper presents free vibration analysis of open and closed shells with arbitrary boundary conditions using a spectro-geometric-Ritz method. In this method, regardless of the boundary conditions, each of the displacement components of open and closed shells is represented simultaneously as a standard Fourier cosine series and several auxiliary functions. The auxiliary functions are introduced to accelerate the convergence of the series expansion and eliminate all the relevant discontinuities with the displacement and its derivatives at the boundaries. The boundary conditions are modeled using the spring stiffness technique. All the expansion coefficients are treated equally and independently as the generalized coordinates and determined using Rayleigh-Ritz method. By using this method, a unified vibration analysis model for the open and closed shells with arbitrary boundary conditions can be established without the need of changing either the equations of motion or the expression of the displacement components. The reliability and accuracy of the proposed method are validated with the FEM results and those from the literature.
Open and closed shells, consisting of segments of shells of revolution (e.g., cylindrical, conical, and spherical shells), are important structural elements commonly used in many engineering fields such as aerospace crafts, naval vehicles, and construction buildings, owing to their excellent mechanical and physical properties. It is noticed that the open and closed shells in these applications often work in complex environmental conditions and can be subjected to a variety of boundary conditions including all the classical cases, elastic restraints, point supports, and their combinations as well as suffering various dynamic loads, which may result in violent vibrations and structural collapse. Furthermore, the shells used in the practical engineering may have different geometries based mainly on their curvature characteristics. For the sake of presenting the proposed solution clearly, the open and closed shells considered in the present work are focused on cylindrical, conical, and spherical shells, which are most frequently used in the engineering application.
The development of accurate shell theories has been the subjected of significant research interest for many years, and a large number of shell theories based on different approximations and assumptions have been proposed. A careful selection of the appropriate shell theory is crucial for a feasible vibration analysis of practical shells. It has been reported more than a century ago by Lord Rayleigh and A.E.H. Love. And, thenceforth, the wide use of these structures has motivated a huge amount of research efforts in developing more accurate, efficient, and applicable theories and modeling techniques, aiming to provide insight into vibration behaviors and sound radiations and reliable design of these shells. Survey articles and monographs oriented to such contributions may be found in Carrera , Liew et al. , Qatu et al. , Leissa , and Reddy . Classical shell theories were developed originally for thin shells based on the Kirchhoff-Love kinematic hypothesis that the straight lines normal to the unreformed reference surface remain straight and normal to the reference surface after deformation. This hypothesis is equivalent to the disregard of the effect of transverse shear deformations of shells.
So far, some of the static and dynamic behaviors of the closed shells with classical boundary conditions had been presented precisely by researchers. Starting from Flügge’s three equations of motion for a uniform thin cylindrical shell, Warburton  gave a general solution, from which the dependence of natural frequencies on shell dimensions and mode number can be investigated for any end conditions. Bert and Malik  made a step forward in furthering the potential of the DQM in the area of structural mechanics by introducing the application of the differential quadrature method (DQM) to the dynamic analysis of thin circular cylindrical shells. Lam and Loy  employed a formulation based on Love’s first approximation theory and with beam functions used as axial modal functions in the Ritz procedure to study the effects of boundary conditions on the free vibration characteristics for a multilayered cylindrical shell. Loy and Lam  presented an approximate analysis using a layer-wise approach to study the vibration of thick circular cylindrical shells on the basis of three-dimensional theory of elasticity. Utilizing the infinite circular cylinders solution based on the technique of variables separation, Mofakhami et al.  developed a general solution to analyze the vibration of finite circular cylinders. Dai et al.  obtained an exact series solution for the vibration analysis of circular cylindrical shells with arbitrary boundary conditions using the elastic equations based on Flügge’s theory. In this series solution, each of the three displacements was represented by a Fourier series and auxiliary functions and sought in a strong form by letting the solution exactly satisfy both the governing differential equations and the boundary conditions on a point-wise basis. Chen et al.  developed an exact solution to obtain the free vibrations of cylindrical shell with nonuniform elastic boundary constraints using an improved Fourier series method. Khalili et al.  presented a closed-form formulation of three-dimensional (3D) refined higher-order shear deformation theory (RHOST) for the free vibration analysis of simply supported-simply supported and clamped-clamped homogenous isotropic circular cylindrical shells. Jin et al.  developed a unified and exact solution method for the free vibration analysis of composite laminated cylindrical shells with various boundary condition and arbitrary lamination schemes. Viola and Tornabene  used the Generalized Differential Quadrature (GDQ) method to study the free vibration of conical shell structures. Liew et al. [16, 17] carried out the free vibration analysis of thin conical shells under different boundary conditions using the element-free -Ritz method. Shu  applied the global method of Generalized Differential Quadrature (GDQ) for the first time to study the free vibration of isotropic conical shells. Tornabene et al. [19, 20] focused on the dynamic behavior of moderately thick functionally graded conical, cylindrical shells and annular plates based on the first-order shear deformation theory (FSDT). Wu and Lee  presented the free vibration analysis of laminated conical shells with variable stiffness using the method of differential quadrature (DQ). Tornabene and Viola  used the technique known as the Generalized Differential Quadrature (GDQ) to deal with the dynamical behavior of hemispherical domes and spherical shell panels. Lee  applied the pseudospectral method to the axisymmetric and asymmetric free vibration analysis of spherical caps, in which the displacements and the rotations were expressed by Chebyshev polynomials and Fourier series. Gautham and Ganesan  employed a first-order shear deformable semianalytical shell finite element to deal with the free vibration characteristics of isotropic and laminated orthotropic spherical caps. Kang and Leissa  presented a three-dimensional method of analysis for determining the free vibration frequencies and mode shapes of spherical shell segments with variable thickness. Qu et al. [26, 27] introduced a variational formulation for predicting the free, steady-state, and transient vibrations of composite laminated and functionally graded shells of revolution subjected to various combinations of classical and nonclassical boundary conditions. A modified variational principle in conjunction with a multisegment partitioning technique was employed to derive the formulation based on the first-order shear deformation theory. The above review of the literature reveals that problems pertaining to the free vibration analyses of closed shells subjected to classical boundaries such as free, simply-supported, and clamped and their combinations as well as elastic boundary conditions have been comprehensively studied.
In contrast to the closed shells, information available for the free vibration analysis of open shells, especially the open conical and spherical shells, is rare. Thus, the free vibration analysis of open shells based on Flügge’s thin shell theory has attracted increasing research effort in the past few years. In order to properly focus on the features and emphasis of the present paper, a brief review of recent works pertaining to the vibration analyses of open shells of revolution, including the cylindrical, conical, and spherical shells, is reported below. Selmane and Lakis  presented a hybrid of finite element method for the dynamic and static analysis of thin, elastic, anisotropic, and nonuniform open cylindrical shells based on classical shell theories. The open shells were assumed to be freely simply supported along their curved edges and to have arbitrary straight-edge boundary conditions. Kandasamy and Singh  developed a formulation considering first-order shear deformation theory of shells and including rotary inertia and shear deformation to analyze the free vibration of skewed open circular cylindrical deep shells. Zhang et al.  presented the vibration analysis of cylindrical panels using a wave propagation method. Yu et al.  obtained exact solutions for open circular cylindrical shells with different combinations of primary boundary conditions using the generalized Navier method. Bardell et al. [32, 33] used the - version of the finite element method to furnish a detailed study of the vibration characteristics of completely free, open, cylindrical, and conical isotropic shell panels. Lim and Kitipornchai  presented a computational investigation on the effects of subtended and vertex angles on the free vibration characteristics of open conical shell panels. Unlike the conventional approximation using a rectangular or cylindrical coordinate system, this analysis adopted a natural conical coordinate system so that any approximation in geometry was eliminated. Zhao et al.  analyzed the free vibration of conical panels by the mesh-free -Ritz method. Furthermore, the group in  extended this method to spherical panels subjected to different boundary conditions based on the three-dimensional elastic theory. Ye et al.  studied the free vibration analysis of open shells with various boundary conditions by using the Chebyshev-Ritz method. Qatu and Asadi  presented the first comprehensive study of shallow shell vibrations subjected to as many as 21 possible classical boundary conditions and obtained relatively accurate results for natural frequencies of doubly curved shallow shells including spherical, cylindrical, hyperbolic, and paraboloidal shells of revolution with arbitrary boundary conditions using the Ritz method. Some other contributions are given in [39–64].
In view of the aforementioned issues and concerns, it should be emphasized that most of the researches were restricted to the single cylindrical, conical, and spherical shell or subjected to a limited sets of classical supports. The vibration behaviors of open and closed shells with varying geometrical dimensions, subjected to different combinations of classical and nonclassical boundary constraints, have until now remained unsolved. However, in practical engineering applications, the general boundary conditions are often encountered as compared to the classical boundary conditions since the support types of such structures are always complicated and variable in nature. Moreover, to the authors’ best knowledge, no publications dealing with the vibration characteristics of the open and closed shells integrated with a unified, efficient, and accurate formulation have been reported.
Recently, an improved Fourier series technique proposed by Li [65, 66] is widely used in the vibrations of beams, plates, and shells with general boundary conditions. And then Jiang et al.  proposed a spectrogeometric method (SGM) based on the improved Fourier series method to study different structures and their combination. In this paper, the authors present a spectro-geometric-Ritz method based on the SGM and Ritz method to solve the free vibrations of the open and closed shells with arbitrary boundary conditions. The arbitrary boundary conditions of the shells are realized by applying the artificial spring technique. The equations of motion and the related boundary equations are derived via Hamilton’s principle based on Flügge’s thin shell theory. Regardless of the boundary conditions, the displacement components of the thin shells are represented as the expansion series simultaneously by using the SGM, which can be described as a standard cosine series and auxiliary functions which can be expressed as a sine series. The introduction of the auxiliary functions not only removes all the potential discontinuities at the boundary, but also ensures and accelerates the convergence of the series expansions. All the expansion coefficients are considered as the generalized coordinates and determined using Rayleigh-Ritz method. By using this method, a unified vibration analysis formulation for the open and closed shells with arbitrary boundary conditions is developed without the need of changing the expression of the displacements. The reliability and accuracy of the results and the ease of implementation of the present method are validated by comparing selected cases against the FEM results and those existing in the literature. The effects of boundary conditions and the geometrical dimensions on vibration behavior of the shell are also illustrated.
2. Theory and Formulation
2.1. System Description
The geometry and coordinate systems for the open shell are depicted in Figure 1. The open shell under consideration is thought to be thin and of length , width , and uniform thickness . The middle surface of the shell where an orthogonal coordinate (, , and ) is fixed is taken as the reference surface. The radii of curvature in and directions are represented by and , respectively. The displacement components of the shell in , , and directions are denoted by , , and , respectively. Along each end of the shell, three groups of translational springs (, , and ) and one group of rotational springs which are distributed uniformly along the boundary are introduced to separately simulate the given or typical boundary conditions expressed in the form of axial force resultant, tangential force resultant, transverse force resultant, and the flexural moment resultant. Thus, the given boundary conditions can be readily achieved by assigning these springs at proper stiffness. For instance, a clamped boundary condition can be generated by simply setting the stiffness of all the springs equal to infinite (which is represented by a very large number). Specifically, , , , and denote the set of springs distributed along the edge . Similarly, by replacing the subscript with , , and , the other three sets of boundary springs at corresponding ends can be designated, respectively.
2.2. Energy Functional of the Thin Shells
According to the Kirchhoff hypothesis and Flügge’s thin shell theory , the middle surface strains, curvature, and twist changes of the thin shell can be written in terms of displacements components aswhere , , and indicate the strains in the middle surface; , , and are the curvature changes; , , and denote the shell displacement components in the , , and directions, respectively; and represent the radii of curvature in the , directions as depicted in Figure 1. The quantities and are the Lamé parameters. When the coordinate systems and geometric parameters , , , and are given different values, the corresponding type of shells can be obtained. In Figure 2, the specific shells constructed as the three types of curvatures, for example, cylindrical shells, conical shells, and spherical shells, are presented. According to Figure 2, the parameters , , , and of the above three types of shells are given as follows:(a)Cylindrical shell: (b)Conical shell: (c)Spherical shell:
According to Flügge’s thin shell theory, the linear strains in the space of the thin shell are expressed aswhere . According to general Hooke’s law, the corresponding stresses are obtained asin which and are the normal stresses; is shear stress. denote the constants relating stresses with strains. They are defined aswhere and are Young’s modulus and Poisson’s ratio, respectively.
From the theory of elasticity, the well-known expression for the strain energy stored in a shell body during elastic deformation iswhere is the element of volume which, expressed in shell coordinates, is
Recognizing that, for a thin shell, is less than unity, then one can expand the quotient into a well-known geometric series by simple division; that is,
Replacing with (10), neglecting terms raised to powers of greater than two in the integrand, and substituting (1a)–(7b) and (9) into (8) result inwhereand the maximum kinetic energy of the thin shell can be defined aswhere the dot above a variable represents differentiation with respect to time. Since the value of the kinetic energy is maximum, the kinetic energy expression in (13) can be rewritten as
2.3. Arbitrary Boundary Conditions and Continuity Conditions
In order to simulate the arbitrary boundary conditions, three groups of translational restraining springs (, , and ) and one group of rotational restraining springs which are arranged uniformly along each boundary with independent stiffness are introduced to separately simulate the given or typical boundary conditions expressed in the form of axial force resultant, tangential force resultant, transverse force resultant, and the flexural moment resultant, which is shown in Figure 1. Thus, the given boundary conditions can be readily achieved by assigning these springs at proper stiffness. For instance, a clamped boundary condition can be generated by simply setting the stiffness of all the springs equal to infinite (which is represented by a very large number). Therefore, the general boundary conditions for an elastically restrained shell can be described as follows: At edge , At edge , At edge , At edge , where , , and denote the force resultants acting on the face perpendicular to the -axis. , , and are the force resultants on the face perpendicular to the -axis. Similarly, , , and are the moment resultants on the corresponding face. , , and are the normal and in-plane shear force resultants; and denote the transverse shear force; , , and represent the bending and twisting moment resultants.
The force and moment resultants are obtained by integrating the stresses over the shell thickness:
By carrying the integration of stresses over the cross section and integrating the moments of the in-plane stresses over the thickness, the force and moment resultants relations to the strains in the middle surface and curvature changes are defined as
Thus, the total potential energy of the spring restrained shell stored in the boundary springs can be expressed as
As indicated in the mathematical expressions of boundary conditions, all the force and moment resultants of the open shells are restrained by utilized springs. Therefore, arbitrary boundary constraints can be achieved by varying the values of spring’s stiffness. The classical boundary conditions specially can be simulated by varying the stiffness of the boundary springs to be extremely large or extremely small.
When all of the energy expressions are prepared, the complete solution can be obtained by using the Rayleigh-Ritz method. The total energy functional of the open shell is taken as the sum of the energy contributions from the shell, which is composed of the strain energy and the kinetic energy, and boundary constraints. Thus, the Lagrangian energy functional of the open shell can be expressed as
As mentioned earlier, a closed shell can be mathematically viewed as a special case when the inclusion or circumferential angle is set equal to , as shown in Figure 3. However, this simple mathematical operation alone cannot automatically ensure a complete transition of the open shell into a closed shell; that is, the continuities of the displacements and their derivatives at and are not necessarily the same. To overcome this problem, a set of coupling springs (, , , and ), which are uniformly distributed at the common edge, will be adopted to enforce the continuity conditions of displacements, slope, forces, and bending moment at the junction in circumference. The presence of these coupling springs can be accounted for by the potential energies:where , , and represent the stiffness for translational coupling springs; is the stiffness for rotational coupling springs.
Therefore, arbitrary coupling conditions can be obtained by varying the values of coupling spring’s stiffness. The discontinuity and continuity of the displacement and slope specially at the common edge can be achieved by varying the stiffness of the boundary springs to be extremely small and extremely large, which can simulate the open shell with the circumferential angle and the closed shell, respectively. In fact, these two cases are different and the two cases will get different vibration behavior. The function of connective springs at the interface for the continuity of the displacement and slope is embodied in the Lagrangian energy functional of the closed shell:
In fact, as the open shell is expanded to the closed one, the boundary restraint spring’s stiffness at the edges and should be set to zero and the coupling spring’s stiffness should be set infinitely large.
2.4. Admissible Displacement Functions and Solution Procedure
An admissible function for displacement is essential to achieve an accurate and convergent solution in the Rayleigh-Ritz procedure. However, the original Fourier series expression only applies to a few simple boundary conditions and can lead to unavoidable convergence problem for other boundary conditions, thus limiting the applications of the Fourier series to only a few ideal boundary conditions . Take a beam problem as an example. The governing equations for free vibration of a general supported Euler beam are obtained aswhere , , and are, respectively, the flexural rigidity, the mass density, and the cross-sectional area of the beam; is frequency in radian. From (25), we can know that the displacement solution on a beam of length is required to have up to the fourth derivatives; that is, . Generally, the displacement function defined on an interval can be expanded into a Fourier series inside the interval excluding boundary points:where are the expansion coefficients. From (26), it can be seen that the transverse displacement function can be viewed as a part of an even function defined on the interval , as shown in Figure 4. Thus, the Fourier cosine series is able to correctly converge to at any point over . However, its first derivative is an odd function on leading to a jump at end locations. The corresponding Fourier expansion of continues on and can be differentiated term-by-term only if . Thus, its Fourier series expansion (sine series) will accordingly have a convergence problem due to the discontinuity at end points when is required to have up to the first-derivative continuity.
Recently, Li [65, 66] proposed an improved Fourier series technique to overcome this problem; in this technique, the displacement function considers a new function:where auxiliary function in (27) represents an arbitrary continuous function that, regardless of boundary conditions equations (15)–(20b), is always chosen to satisfy the following equations:
In (28a), (28b), (28c), and (28d), the actual values , , , and of the first and third derivatives at the boundaries need to be determined from the given boundary conditions equations (15)–(20b). The function is here introduced to take care of the potential discontinuities of the (original) displacement function and its derivatives at the end points. Essentially, represents a residual beam function which is continuous over and has zero slopes at both ends. Apparently, the cosine series with the auxiliary function employed representation of is able to converge correctly to the function itself and its first derivative at every point on the beam. Thus, based on the above analysis, can be understood as a continuous function that satisfies (28a), (28b), (28c), and (28d); its form is not a concern but must be a closed form and sufficiently smooth on the interval of the beam in order to meet the requirements provided by the continuity conditions and boundary constraints. Therefore, the addition of the auxiliary function will have two immediate benefits: the Fourier series expansion will be applicable to any boundary condition; the Fourier series solution can be drastically improved regarding its accuracy convergence.
According to the above analysis, it is simple and convenient to expand the displacement field of beams to one of the shells. In this paper, the function is chosen in a trigonometric series form by using SGM. Thus, the displacement field of the thin shells can be described by the SGM and then the detailed expressions of the displacements in , , and directions are given aswhere , , , , , , , , , , , , , and are the expansion coefficients for the shells and they can be solved by the Rayleigh-Ritz procedure.
For thin shells, the thickness is assumed to be negligible compared to length or radii of curvature of the shell and the normal to the middle surfaces are considered always to be straight and normal to the middle surface. Under these assumptions, Rayleigh-Ritz energy method will be used to establish the theoretical formulation of the thin shells based on Flügge’s thin shell theory.
Since the energy expressions and admissible function of the shell have been established, the remaining task is to determine the unknown coefficients and supplemented coefficients of displacement functions. The Lagrangian energy functions of the open and closed shell have been expressed in (22) and (24). Thus, the Lagrangian energy function can be expressed with displacement functions by substituting (11), (14), (21), and (23) together with the admissible functions defined in (29a), (29b), and (29c) into (22) and (24). The undetermined coefficients of the expansion series are considered the generalized coordinates and then, using the Rayleigh-Ritz method, the Lagrangian expression is minimized by taking its derivatives with respect to these coefficients:where denotes the undetermined coefficients including , , and . Since the displacement functions of the shell structure are truncated at and to obtain the results with acceptable accuracy, a total of equations are obtained.
By substituting (22) and (24) into (30), it can be summed up in a matrix form as follows:where denotes the stiffness matrix for the structure and is the mass matrix. The unknown coefficients in the displacement expressions can be described in the vector form as . They can be expressed separately as
Obviously, the natural frequencies and eigenvectors can now be readily obtained by solving a standard matrix eigenvalue problem. Since the components of each eigenvector are actually the coefficients of the expansion series, the corresponding mode shapes can be directly determined from (35a), (35b), and (35c). In other words, once the coefficient eigenvector is determined for a given frequency, the displacement functions of the shell structure can be determined by substituting the coefficients into (29a), (29b), and (29c). When the forced vibration is involved, by adding the work done by external force in the Lagrangian energy function and summing the loading vector on the right side of (31), the characteristic equation for the forced vibration of the shell can readily be obtained.
As mentioned previously, the present method can obtain vibration characteristics for the shells with arbitrary boundary conditions including uniform and nonuniform restraints. Thus, another interest of this paper is focused on the nonuniform boundary restraints, and therefore, as the considerably prevalent cases, the point supported case will be considered here. For the point supported case, instead of being uniformly distributed around the shell ends, the boundary springs are located at discrete points. In this way, the total energy stored by boundary springs is given bywhere means the total number of restrained points along each boundary end. , , , and are the stiffness of the four groups of boundary springs at the th point at . Similarly, , , , and denote the stiffness of corresponding springs at ; , , , and express the stiffness of corresponding springs at ; and , , , and represent the stiffness of corresponding springs at . The coordinates of the th point are represented by . It can be seen from (36) that the numbers and locations of the boundary point supports are little limited, making it available for both equally spaced or asymmetrically located cases. Similar to the uniform boundary restraint case, by solving characteristic equation (31) for the nonuniform boundary conditions, the eigenvalues can be obtained by replacing the energy expressions of uniform boundary restraints, the integrals in (21), with those of the nonuniform boundary restraints, in (36).
3. Results and Discussion
In this section, a systematic comparison between the current solutions and theoretical results published by other researchers or finite element method (FEM) results is carried out to verify the excellent accuracy, reliability, and feasibility of the spectro-geometric-Ritz method. A comprehensive study about the effects on the vibration behavior of various boundary conditions and geometric parameters is also presented. The discussion is arranged as follows. Firstly, the convergence of the current solution is checked. In addition, the influence of the stiffness of boundary spring components is studied. Secondly, the accuracy and reliability of the unified formulation of the open and closed shells with various arbitrary boundary conditions and structural parameters are examined. Finally, the effects on the vibration behavior of the various boundary restraint parameters and structural geometric parameters are investigated.
For conveniently referring to the classical boundary conditions, F, SD, S, and C denote, respectively, free, Shear-diaphragm, simply supported, and clamped restraints. In addition to that, a four-letter (two-letter) string is applied for the open (closed) shells to represent the boundary condition. For examples, F-SD-S-C identifies the open shell with edges , , , and having free, Shear-diaphragm, simply supported, and clamped boundary conditions, respectively. Similarly, C-F represents the closed shell with edges and having clamped and free boundary restraints. In the following discussion, vibration frequencies of the shell structure with classical boundary conditions, general elastic boundary conditions, and their combinations will be presented. Taking edge as a case, the corresponding spring stiffness parameters for three types of classical boundary conditions and three types of elastic boundary conditions, which are commonly encountered in engineering practices, are given as follows:where is the transverse flexural stiffness of the shell. The unit of the translational restraining spring is N/m, the unit of the rotational spring is Nm/rad, and the spring’s stiffness values are expressed in a unit length along the edge. The appropriateness of defining the classical boundary conditions of shell structures in terms of boundary spring’s stiffness will be verified by several examples given in following discussion.
3.1. Convergence and Stiffness Value Study
Since the expansion series is numerically truncated and only finite terms are counted in actual calculations, the proposed method should be understood as a solution with arbitrary precision. For the sake of validating the convergence of present method firstly, natural frequencies of the open shell, that is, cylindrical shell, conical shell, and spherical shell, subject to different truncated configurations, are carried out in this subsection. In order to compare with those in other literatures, the dimensions of the shell structures used for the analysis are the following: for cylindrical shell, , , , , , , and ; for conical shell, , , , , , , , and ; and for spherical shell, , , , , , , , and . Theoretical and experimental results reported by Bardell et al. , Zhao et al. , and Liew et al.  as well as those obtained from finite element analyses have also been provided for comparisons. The first nine frequencies of the open shell subjected to F-F-F-F boundary conditions are listed in Table 1. The symbols “—” in Table 1 are missing frequencies that were not considered by Liew et al. .
From Table 1, we can find that the first eight frequencies converge rapidly with the increasing truncated number and a very close agreement between present solutions and referential results, although different displacement admissible functions and solution procedures were used in the literature. It should be noted that the results provide by Liew et al.  are based on 3D shallow shell theory. The convergence study shows the excellent efficiency of the SGM-Ritz solution. To further validate the accuracy and reliability of current solution, more numerical examples will be presented. In each case, the convergence study is performed and, for brevity purposes, only the converged results are presented here. Since the results converge well at the truncated number , the following calculations will be implemented with the truncated numbers.
As mentioned earlier, in the current modeling framework, all the classical boundary conditions and their combinations can be conveniently viewed as special cases by setting the values of the linear and rotational boundary springs stiffness either equal to zero or infinitely large. Thus, the effects on the modal characteristics of the linear and rotational spring’s stiffness should be investigated. For the sake of generalizing the effects, the nondimensional elastic restraint parameters , , , and , which are defined as the ratios of the corresponding spring’s stiffness of -axial, -axial, and -axial and rotational boundary spring’s stiffness to the transverse flexural stiffness , are introduced here. Since current investigations about the effects on vibration behavior of the various boundary conditions are mostly concentrated on the closed shell, the open shells, that is, cylindrical shell, conical shell, and spherical shell, are introduced here to analyze the effects on vibration behavior of the various boundary spring’s stiffness in this subsection. In Figure 5, variations of the 1st-, 3rd-, and 5th-order frequency parameters against the elastic restraint parameters (where and ) of three different open shells are depicted, respectively. The material properties for the three types of considered open shells are given as follows: , , and . And the geometrical dimensions are employed as follows: for the cylindrical shell, , , , and ; for the conical shell, , , , , and ; for the spherical shell, , , , , and . In Figure 5, each of the shells is supposed to be clamped at edge , free at edges and , and elastically restrained at edge by only one group of spring components with various stiffness value (varying from 10−4 to 1010) and the other three groups of spring components’ stiffness value with zero. Briefly, this type of boundary condition can be denoted by C-F-EI-F.
From Figure 5, it is observed that the frequency parameters Ω increase as the stiffness parameters increase in the certain range. Specifically, the frequency parameters almost keep at a level when the stiffness parameters of the boundary springs are smaller than 10−1. As they further increase, a distinct influence can be observed, in which the frequency parameters increase rapidly; when they are beyond 108, the frequency parameters approach the utmost and remain unchanged. As mentioned early, it is reasonable that the classical boundary condition is simulated by setting the ratios of the corresponding spring stiffness to the flexural stiffness to be 1010. Similarly, the ratios of the coupling spring stiffness to the flexural stiffness at the interface are set to be 1010 to satisfy the rigid connective conditions for the closed shells. From Figure 5, it can be concluded that the different restraint springs have different effects on the vibration behavior of the open shells. Comparing Figure 5(c) with 5(a) and 5(b), it can be found that the influence of spring component on the spherical shell is different from the cylindrical and conical shells, which may be because the spherical shell is doubly curved. Furthermore, from Figure 5, it can be seen that the translational spring’s components have effects on the vibration behavior on the shells more than the rotational spring’s component for all the three types of open shells.
3.2. Free Vibration Analysis of Open Shells
In order to study the free vibration characteristics of the present method for the unified open and closed shell formulation, the vibration analysis of the open shells, that is, open cylindrical shell, open conical shell, and open spherical shell, is focused on in this section.
3.2.1. Cylindrical Shells
In this section, open cylindrical shells subjected to different boundary conditions with various geometrical and material parameters are investigated. First, the accuracy and reliability of the present method for the unified open and closed shell formulation applied to an open cylindrical shell are studied. Table 2 lists the first four natural frequency parameters obtained by present method with literature . The material properties and geometrical dimensions of the open cylindrical shell are , , , , , , and . Table 3 compares the first seven natural frequencies calculated by present method with those in literature [28, 37]. The material properties of the open cylindrical shell keep the same with the case in Table 2 and geometrical dimensions are , , , and . In order to further validate the accuracy of the present method, Table 4 compares the first five frequency parameters of the open cylindrical shell obtained by present method with those in literature [29, 37] with various geometric parameters, for example, and , subjected to C-F-C-F boundary condition. The material properties remain unchanged and geometrical dimensions of the open cylindrical shell are and . From Tables 2–4, it can be found clearly that a consistent agreement of present results and referential data is seen. The discrepancy is very small although different shell theories are used in the literature. The small discrepancy in the results may be attributed to the different solution approaches used in the literature.
As mentioned early, the unified shell formulation can deal with the free vibration analysis with arbitrary boundary condition. The accuracy and reliability of this method applied to open cylindrical shell with classical boundary condition are validated in Tables 2–4. In the following discussion, the elastically supported boundary condition is employed to further illustrate the accuracy and reliability of this method. Table 5 shows the first six frequency parameters expressed in a dimensionless form as for an open cylindrical shell with different elastic boundary conditions. Three sets of classical-elastic combined boundary conditions are examined, namely, the E1-F-E1-F, E2-S-E2-S, and E3-C-E3-C. In comparison with the present method, results obtained by Ye et al.  are also included in Table 5. The material properties and geometrical dimensions used for the shells are GPa, , kg/m3, m, m, m, and °. In Table 5, it can be observed that an excellent agreement can be seen from the comparison, and the difference is very small and does not exceed 0.30606% for the worst case. Moreover, some selected corresponding mode shapes for this open cylindrical shell with E3-C-E3-C boundary constraints are also depicted in Figure 6. From the competition study presented in Tables 2–5, it can be concluded that the present method for open cylindrical shells with arbitrary boundary conditions is numerically accurate.
As mentioned earlier, the unified shell formulation can deal with vibration characteristics subjected to arbitrary boundary conditions including uniform and nonuniform boundary restraint. Some uniform boundary conditions are employed to illustrate the vibration characteristics in the examples above. It is interesting to study the free vibration of the unified shells subjected to nonuniform boundary restraint, for example, point supports, and several examples involving cylindrical shells with nonuniform boundary restraints will be discussed in following discussions. Since the vibration results for shells with point supported are very rare in literature, the first eight natural frequencies of the open cylindrical shell with multipoints clamped-supported are calculated in Table 6 as the benchmarking by researchers and reference data for practicing engineers. As a special case, the numbers and locations of the boundary point supports are limited to the equally spaced cases at boundary ends and , and the other two boundaries are free. The material properties are the same as the model in Table 5 and the geometrical dimensions are m, m, m, and °. Furthermore, by gradually increasing the total number of the clamped points around the edge from 4 to 52, it is found that the frequency parameters become stable when the total number of clamped points reaches 44. In fact, these frequencies finally converge to the ones of the uniformly clamped shell case, as denoted by “C-F-C-F” in the table.
3.2.2. Conical Shells
As mentioned early, the method can obtain the vibration behavior of the open shell, for example, cylindrical shell, conical shell, and spherical shell, and the accuracy of the formulation of the open cylindrical shell by using this method has been validated. In this subsection, the accuracy of the present formulation is evaluated for the vibration problems of open conical shells with arbitrary classical boundary conditions and their combinations. For comparing the present results with those in literature, the material parameters used are GPa, , and kg/m3. And a dimensionless frequency parameter is introduced in the calculations in this subsection. Table 7 shows the comparison of the first four frequency parameters for an open conical shell with various boundary conditions and cone vertex angles. The geometric dimensions of the shell are m, m, m, and °. What is more, the present formulation can also be applied to an annular plate, which involves the following procedure: setting the cone vertex angle to 90°. And then a conical shell can degenerate to an annular sector plate. For the sake of completeness, Table 8 compares the vibration solutions by present method of the annular sector plate, which can be treated as a special case of open conical shells, with those in literature. The material parameters remain unchanged and the geometric dimensions of the shell are m, m, m, °, and °. It can be observed from Tables 7 and 8 that the present results match very well with those in literature. The excellent agreements of comparisons between the proposed solutions and the published results for open conical shells with various geometric dimensions and boundary conditions separately given in Tables 7-8 indicate that the present analysis is accurate.
To further validate the accuracy and reliability of the present solutions, more complex numerical examples are presented. The vibration analysis for the open conical shell subjected to classical-elastic combined restraints is concentrated on. Table 9 compares the first six frequency parameters with those calculated by Ye et al.  for the conical shell subjected to various elastically supported restraint conditions. The material properties and geometrical dimensions are employed as GPa, , kg/m3, m, m, m, °, and °. From Table 9, it can be found that the maximum difference between present results and those in literature is only 0.84285% for the worst case. And the present solutions match well with the results in literature, which further validate the accuracy and reliability of the current solutions. Moreover, some selected corresponding mode shapes subjected to E3-C-E3-C boundary conditions with various subtended angles are shown in Figure 7.
As mentioned previously, the present method is convenient to handle the problem with nonuniform boundary restraints. Thus, a typical case under multipoints supported boundary conditions, in which the locations of the boundary point supports are equally spaced at boundary ends and and the other two boundaries are free, is considered here. Table 10 shows the first eight frequencies of the open conical shells with the multipoints clamped-restrained. For simplicity and convenience, the material properties and geometry dimensions used for the shells are the same as the models used in Table 9. Similar to the open cylindrical shell with multipoints supported, the frequencies converge to the ones of the uniformly clamped shell case, as denoted by “C-F-C-F” in the table, when the total numbers of clamped points reaches 40.
3.2.3. Spherical Shells
The free vibration analysis for the open cylindrical and conical shells has been studied and the accuracy of the present method is validated well. In order to further investigate the accuracy of the unified formulation for the open shell, in this subsection, the present formulation is applied to study the free vibrations of open spherical shells with arbitrary boundaries for which very limited amount of vibration results is available in the literature. In Table 11, comparison solutions by present method and the reported literature  of the first four nondimensional frequency parameters for an open spherical shell with various boundary conditions are presented. The material properties and geometrical dimensions used for the spherical shell are given as follows: GPa, , kg/m3, m, m, °, °, and °. Having gained confidence in present method, some further numerical results for open spherical shells with several types of classical boundary conditions and their combinations are given in the following presentation. In Table 12, the comparison of the first four nondimension frequency parameters for an open spherical shell with material and geometric parameters, GPa, , kg/m3, m, m, °, °, and °, subjected to various boundary conditions, is presented. The comparison is performed with numerical solutions by Ye et al. . From Tables 11 and 12, it can be obviously found that the results calculated by present method match well with the corresponding solutions in literatures [37, 38]. The excellent agreement results for the open spherical shell can further illustrate the accuracy of the unified shell formulation.
Although all the above examples fall into the category of the classical homogeneous boundary conditions, it has been demonstrated that they can be solved universally under the current framework by simply modifying the stiffness of the corresponding elastic springs. Since vibration results for the spherical shells with arbitrary boundary conditions are rare in the literature, some further numerical results for an open spherical shell with different elastically supported boundary conditions and their combinations are given in Table 13, and first eight corresponding mode shapes with E1-C-E1-C boundary conditions are also drawn in Figure 8. A more complicated problem is one in which the spherical shell is multipoints clamped-constrained at boundary ends and the locations of these boundary point supports are equally spaced at boundaries and . Table 14 shows the first eight frequencies with the various numbers of the clamped points. The material properties and geometrical dimensions in Tables 13 and 14 are the same as the model in Table 12. From Table 13, it can be seen that the frequency parameter increases with the boundary conditions changing from -F--F to -C--C , which is due to the increasing boundary spring stiffness. Furthermore, a slight increasing frequency parameter can be observed with the boundary conditions varying from -S--S to -C--C while a huge increasing value is found subjected to the boundary restraints changing from to -S--S. From Table 14, it is found that the frequency becomes stable when the total number of clamped points reaches 40 and these frequencies finally converge to the ones of the uniformly C-F-C-F shell case.
3.3. Free Vibration Analysis of Closed Shells
As mentioned earlier, the unified formulation can be applied to open and closed shell structure. In Section 3.2, the accuracy of the formulation applied to open shell has been verified. In order to further validate the accuracy of the unified method for the closed shells, the free vibration analysis of the closed shells, for example, the closed cylindrical shell, conical shell, and spherical shell, will be investigated in the following text. From the procedure of the modeling framework, it can be known that the open shell can be expanded to a closed one conveniently just by setting the value of the coupling springs to be infinitely large when the subtended angle equals 360°. Furthermore, it is noted that the boundary restraint spring’s stiffness at the end edges and ° is automatically set to be zero. First of all, the coupling spring’s effect on the vibration behavior for the shells, for example, cylindrical shell, conical shell, and spherical shell, is concentrated on. Similar to the study for the effects on vibration characteristics of the boundary restraint spring, the nondimensional coupling spring parameters , , , and , which are defined as the ratios of the corresponding translational spring’s stiffness of -axial, -axial, and -axial and rotational coupling spring’s stiffness to the transverse flexural stiffness , are employed here. In Figure 9, variation of the 1st- and 3rd-order frequency parameters against the coupling spring parameters (where and ) of three different shells are depicted, respectively. It is noted that denotes the radius of the smaller circular edge for the conical shell. The material properties for the three types of considered shells are given as follows: GPa, , and kg/m3. And the geometrical dimensions are used as follows: for the cylindrical shell, m, m, and m; for the conical shell, m, m, m, and °; for the spherical shell, m, m, °, and °. In Figure 9, each of the shells is supposed to be clamped at edges and , and the junction edge is coupled with all the four groups of springs, three groups of which are with infinite stiffness (1010) and the remaining one is assigned at different stiffness value (varying from 10−4 to 1010).
From Figure 9, it can be found that the frequency parameters Ω increase as the stiffness parameters increase in the certain range. Specifically, it can be found from Figure 9(a) that the values of the two natural frequency parameters for cylindrical shell increase rapidly in the range of (10−2–107) and keep at a level outside this range. In Figure 9(b), the frequency parameters for conical shell almost remain unchanged when the stiffness of the spring parameters is larger than 108 or smaller than 10−2. In Figure 9(c), the influences of the coupling spring parameters of a spherical shell on frequency parameters are given. It is shown that the frequency curves change greatly within the spring parameters range (102 to 107). From Figures 9(a)–9(c), the frequency parameters almost keep at a level when the stiffness parameters of the coupling springs are smaller than 10−2. As they further increase, a distinct influence can be observed, in which the frequency parameters increase rapidly, when they are beyond 108, the frequency parameters approach the utmost and remain unchanged. Thus, it is reasonable that the rigid connective condition can be simulated by setting the ratios of the corresponding coupling spring stiffness to the flexural stiffness to be 1010. In the following discussion, the value is employed to satisfy the rigid coupling condition at the interface for the shell with subtended angle ° and then the open shells are expanded to corresponding closed shells. Furthermore, comparing Figure 9(c) with 9(a) and 9(b), it can be found that the influence of spring components and on the spherical shell is different from the cylindrical and conical shells, which may be because the spherical shell is doubly curved.
3.3.1. Cylindrical Shells
First of all, the accuracy of the formulation applied to a closed cylindrical shell is validated in Table 15. The comparison is carried out with two classical boundary conditions, for example, C-F and C-C, to verify the proposed method using the following material and geometric parameters: GPa, , kg/m3, m, m, and m. The other parameters used in the calculations are = 1~2 and = 0~5, in which and are the axial and circumferential wavenumbers. The comparisons of the first few natural frequencies with  are listed in Table 15. Good agreement can be seen between the present solutions and the results in .
In order to further validate the accuracy of the present formulation applied to cylindrical shell, a more complicated case in which the shell is elastically constrained at one end and the other end is clamped is carried out in Table 16. For simplicity and convenience, the elastically supported end only has linear springs attached in the radial direction and varies from 0 to 108, where represents the in-plane stiffness . Table 16 compares the first four frequencies for several spring stiffness values calculated by the present method with those in , and the corresponding mode shapes clamped at one end and elastically supported at the other end ( and ) are also depicted in Figure 10. Obviously, the case for represents C-F supported boundary conditions. An excellent agreement can be seen from the comparison, and the difference is very small. From Tables 15 and 16, the excellent accuracy and reliability of the current solution are demonstrated. Furthermore, Table 16 shows that the first four frequencies increase when the radial spring stiffness changes from 0 to 106, and they almost have no change after .