/ / Article

Research Article | Open Access

Volume 2014 |Article ID 479738 | 29 pages | https://doi.org/10.1155/2014/479738

# Three-Dimensional Exact Free Vibration Analysis of Spherical, Cylindrical, and Flat One-Layered Panels

Revised16 Jan 2014
Accepted18 Jan 2014
Published09 Mar 2014

#### Abstract

The paper proposes a three-dimensional elastic analysis of the free vibration problem of one-layered spherical, cylindrical, and flat panels. The exact solution is developed for the differential equations of equilibrium written in orthogonal curvilinear coordinates for the free vibrations of simply supported structures. These equations consider an exact geometry for shells without simplifications. The main novelty is the possibility of a general formulation for different geometries. The equations written in general orthogonal curvilinear coordinates allow the analysis of spherical shell panels and they automatically degenerate into cylindrical shell panel, cylindrical closed shell, and plate cases. Results are proposed for isotropic and orthotropic structures. An exhaustive overview is given of the vibration modes for a number of thickness ratios, imposed wave numbers, geometries, embedded materials, and angles of orthotropy. These results can also be used as reference solutions to validate two-dimensional models for plates and shells in both analytical and numerical form (e.g., closed solutions, finite element method, differential quadrature method, and global collocation method).

#### 1. Introduction

Exact solutions for the three-dimensional analysis of plates and shells have been developed by several researchers. In particular, three-dimensional static and dynamic analysis of cylinders and cylindrical/spherical shells has received considerable attention in the past few years. The development of plate and shell elements highlights the importance of research on the design of these geometries because they are fundamental for the analysis of general structures in the engineering field. For this reason, plate and shell elements need accurate validation. Three-dimensional exact solutions allow such validations and checks to be made, and they also give further details about three-dimensional effects and their importance. In the literature, works about exact three-dimensional solutions analyze separately the various geometries and they do not give a general overview of plate and shell elements. The present paper aims to fill this gap by proposing a general formulation for the equations of motion in orthogonal curvilinear coordinates that is valid for square and rectangular plates, cylindrical shell panels, spherical shell panels, and cylinders. A general overview is given for those readers interested in both plate and shell analysis. This paper exactly solves the equations of motion in general curvilinear orthogonal coordinates including an exact geometry for shell structures without simplifications. To the best of the present author’s knowledge, this is the first time that this solution is proposed by means of the exponential matrix method for the three-dimensional elastic free vibration analysis of plates and shells.

The next paragraph discusses the most relevant works about three-dimensional shell analysis. Chen et al.  exactly studied the coupled free vibrations of a transversely isotropic cylindrical shell embedded in an elastic medium. The behavior of the cylindrical shell was analyzed based on three-dimensional elasticity and three displacement functions were chosen to represent three displacement components to decouple the three-dimensional equations of motion of a transversely isotropic body. Fan and Zhang  presented the exact solutions for statics, dynamics, and buckling of thick open laminated cylindrical shells by means of the Cayley-Hamilton theorem. The state equation for orthotropy was established in a cylindrical coordinate system without any assumption about displacement models and stress distribution. Gasemzadeh et al.  studied free vibrations of cylindrical shells on the basis of three-dimensional exact theory. Simply supported boundary conditions were studied and extensive frequency parameters were obtained by solving frequency equations. The free vibrations of simply supported cross-ply cylindrical and doubly curved laminates were investigated in . The three-dimensional equations of motion, expressed in terms of displacements, were reduced to a system of coupled ordinary differential equations, that were solved using the power series method. Sharma et al.  studied the three-dimensional free vibrations of a homogenous isotropic, viscothermoelastic hollow sphere whose surfaces were subjected to stress-free, thermally insulated or isothermal boundary conditions. The governing partial differential equations were solved into a coupled system of ordinary differential equations. Fröbenious matrix method was employed to obtain the solution. The same method was also used for the exact three-dimensional vibration analysis of a transradially isotropic, thermoelastic solid sphere . Soldatos and Ye  proposed exact, three-dimensional, free vibration analysis of angle-ply laminated cylinders. Results were presented and discussed for relatively thick cylinders having a regular symmetric or a regular antisymmetric angle-ply lay-up. Armenakas et al.  proposed a self-contained treatment of the problem of plane harmonic waves propagation along a hollow circular cylinder in the framework of the three-dimensional theory of elasticity. The results presented frequencies of free vibrations of such cylinders for a wide range of axial and circumferential wave-lengths and of shell dimensions. An interesting comparison between frequencies obtained from a refined two-dimensional analysis, a shear deformation theory, the Flügge theory, and an exact elasticity analysis were proposed in . Further details about the Flügge classical thin shell theory concerning the free vibrations of cylindrical shells with elastic boundary conditions can be found in . Other comparisons between two-dimensional closed form solutions and available exact 3D elastic and analytical solutions for the free vibration analysis of simply supported and clamped homogenous isotropic circular cylindrical shells were also proposed in . Exact elasticity solutions were extended to functionally graded cylindrical shells in . The three-dimensional linear elastodynamics equations, simplified to the case of generalized plane strain deformation in the axial direction, were solved using suitable displacement functions that identically satisfy the boundary conditions. Loy and Lam  proposed a layerwise approach to study the vibration of thick circular cylindrical shells on the basis of three-dimensional theory of elasticity. The governing equation was obtained using an energy minimization principle. Another interesting extension was proposed by Wang et al. , who investigated the free vibrations of magnetoelectroelastic cylindrical panels based on the three-dimensional theory. Further results about three-dimensional analysis of shells that are not given in closed form were shown by Efraim and Eisenberger  for the dynamic stiffness matrix method and by Kang and Leissa  and Liew et al.  for the three-dimensional Ritz method for vibration of spherical shells.

The revision of the literature about three-dimensional analysis of shells and plates demonstrates that there are a variety of interesting works concerning plate or shell geometry, and they include static and dynamic analysis, functionally graded, composite and piezoelectric materials, displacement, and mixed models. The present work gives a general formulation for all the geometries (square and rectangular plates, cylindrical and spherical shell panels, and cylindrical closed shells). The equations of motion for the dynamic case are written in general orthogonal curvilinear coordinates by using an exact geometry for shells. The system of second order differential equations is reduced to a system of first order differential equations, and afterwards it is exactly solved by using the exponential matrix method. Similar approaches have been used in  for the three-dimensional analysis of plates in rectilinear orthogonal coordinates and in  for an exact, three-dimensional, free vibration analysis of angle-ply laminated cylinders in cylindrical coordinates. The equations of motion written in orthogonal curvilinear coordinates allow general exact solutions for simply supported plate and shell geometries with constant radii of curvature. These equations are exactly solved, for the first time in this paper, by means of the exponential matrix method.

#### 2. Geometrical and Constitutive Equations

A shell is a three-dimensional body bounded by two closely spaced curved surfaces where one dimension (the distance between the two surfaces) is small in comparison with the other two dimensions in the plane directions. The middle surface of the shell is the locus of points which lie midway between these surfaces. The distance between the surfaces measured along the normal to the middle surface is the thickness of the shell at that point [42, 43]. Geometry and the reference system are indicated in Figure 1 where curvilinear orthogonal coordinates (, , ) are shown. The three-dimensional space (the space in which the three independent variables , , and vary) is an Euclidean space. and are the principal radii of curvature along the coordinates and , respectively. is the thickness coordinate that varies from to (where is the thickness of the structure as shown in Figure 1).

In this work, we will focus on shells with constant radii of curvature (e.g., cylindrical and spherical geometries). The geometrical relations written for shells with constant radii of curvature are a particular case of the strain-displacement equations of three-dimensional theory of elasticity in orthogonal curvilinear coordinates (see also ): where , , and are the displacement components in , , and direction, respectively. Symbol indicates the partial derivatives; the parametric coefficients for shells, with constant radii of curvature, that use the orthogonal curvilinear coordinate system are General geometrical relations for spherical shells degenerate into geometrical relations for cylindrical shells when or is infinite (with or equals one), and they degenerate into geometrical relations for plates when both and are infinite (with = = 1) .

Geometrical relations (see (1)) are substituted in three-dimensional linear elastic constitutive equations in orthogonal curvilinear coordinates (, , ) for orthotropic material in the structural reference system (see [47, 48]). Partial derivatives , , and are indicated with subscripts , , and . A closed form solution of differential equations of equilibrium for shells is obtained when coefficients , , , and are set to zero (this means orthotropic angle equals or ):

#### 3. Equilibrium Equations

The three differential equations of equilibrium written for the case of free vibration analysis of spherical shells with constant radii of curvature and are here given (the most general form for variable radii of curvature can be found in [45, 49]): where is the mass density and , , and indicate the second temporal derivative of the three displacement components.

Equation (3) is introduced in (4), and the closed form is obtained for simply supported shells and plates made of isotropic material or orthotropic material with or orthotropic angle (in both cases ). The three displacement components have the following harmonic form: where , , and are the displacement amplitudes in , , and directions, respectively. is the coefficient of the imaginary unit, is the circular frequency where is the frequency value, and is the time. In coefficients and , and are the half-wave numbers and and are the shell dimensions in and directions, respectively. Equilibrium equations are for spherical shell panels; they automatically degenerate into equilibrium equations for cylindrical closed/open shell panels when or is infinite (with or equals one) and into equilibrium equations for plates when and are infinite (with and equal one). In this way a unique and general closed formulation is possible for any geometry: The system of equation (6) can be written in a compact form by introducing coefficients for each block : Equation (7) is a system of three second order differential equations. They are written for spherical shell panels with constant radii of curvature but they automatically degenerate into equations for cylindrical shells and plates (see also [7, 25]).

##### 3.1. Solution for the System of Differential Equations

The system of second order differential equations can be reduced to a system of first order differential equations by using the method described in [50, 51]. This methodology allows the following system to be obtained: Equation (8) can be written in a compact form as where and . Equation (9) can be written as with .

In the case of plate geometry coefficients , , , , , , and are zero because the radii of curvature and are infinite. The other coefficients , , , , , , , , , , , and are constant because parametric coefficients and they do not depend on the thickness coordinate ; therefore matrices , , and are constant in the plate case. The solution of (12) can be written as [51, 52] where is the thickness coordinate referred to the bottom of the structure that has values from 0 at the bottom to at the top (see Figure 2). The exponential matrix is calculated with as where is the identity matrix. This expansion has a fast convergence as indicated in  and it is not time consuming from the computational point of view. In the case of one-layered plate there is not a necessity to impose the continuity conditions at the interfaces for displacements and transverse shear/normal stresses; for this reason the transfer matrix is equal to the identity matrix : Equation (15) allows the calculation of the matrix as this last matrix permits linking vector calculated at the top of the plate () with vector calculated at the bottom of the plate ():

In the case of shell geometry matrices , , and are not constant because of parametric coefficients and that depend on or coordinate (see Figure 2). A first method could be the use of hypothesis (it is valid only for very thin shells) that means . In this case the solution is the same already seen for the plate because matrices , , and are constant. This method is not used in the benchmarks proposed in this paper because it is an approximation that is valid only for very thin shells, and it does not consider the exact geometry of the structure. However, some comparisons between the method using exact geometry and the method using will be given at the end of the section for results. The second method (used in this paper) is the introduction of several fictitious layers where and can exactly be calculated with the thickness coordinate of the middle of the fictitious layers; in this way (12), (13), and (14) are valid for each layer because is here constant. The exponential matrix is calculated in each fictitious layer with the thickness of the layer. The results proposed in this paper for the benchmarks are given with a number of fictitious layers ; this value guarantees the exact convergence to the correct geometry of shells for each case investigated as demonstrated in the section for the preliminary results. In the case of layers for shell geometry, it is necessary to calculate transfer matrices by using for each interface the following conditions: that means each displacement and transverse stress component at the top of the layer is equal to displacement and transverse stress component at the bottom of the layer. The calculated matrices allow linking at the bottom of the layer with at the top of the layer: at the top of the layer is linked with at the bottom of the same layer by means of the exponential matrix : Equation (19) can recursively be introduced in (20) for the interfaces to obtain by defining the matrix for the multi-fictitious-layer shells, it is possible to write (21) in analogy with (17): It links calculated at the top of the last fictitious layer with calculated at the bottom of the first layer. Matrices are constant because they are evaluated with , , , and calculated in the midsurface of the shell and with and calculated in the middle of each layer. Matrices are constant because they are evaluated with , , , and calculated in the midsurface of the shell and with and calculated at each fictitious interface. Equation (17) is valid for one-layered plates and (22) is valid for one-layered shells divided in fictitious layers to correctly consider the geometry.

The structures are simply supported and free stresses at the top and at the bottom; this feature means: Equation (23) imposed at the top of the structure has , , , and calculated in the midsurface of the shell, and and are calculated at the top of the shell for : Equation (23) imposed at the bottom of the structure has , , , and calculated in the midsurface of the shell, and and are calculated at the bottom of the shell for : Equations (26) in matrix form are ( means calculated at the top of the shell) Equation (27) in matrix form is ( means calculated at the bottom of the shell) Equations (28)-(29) in compact form to express the free stress state at the top and bottom of the shell are in the case of plate, there are no fictitious layers: Equation (22) can be substituted in (30): in this way (33) are grouped in the following system: and introducing the () matrix, (34) becomes: Equation (35) is also valid for plate case where the fictitious layers are not introduced and , , and . The solution is implemented in a Matlab code where only the spherical shell method is considered; it automatically degenerates into cylindrical open/closed shell and plate methods.

The free vibration problem means finding the nontrivial solution of in (35); this means imposing the determinant of matrix equal to zero: Equation (36) needs to find the roots of a higher order polynomial in . For each pair of half-wave numbers () a certain number of circular frequencies are obtained depending on the order chosen for the exponential matrices and the number of fictitious layers.

##### 3.2. Vibration Modes

A certain number of circular frequencies are found when half-wave numbers and are imposed in the structures. For each frequency , it is possible to find the vibration mode through the thickness in terms of the three displacement components. If the frequency is substituted in () matrix , this last matrix has six eigenvalues. We are interested to the null space of matrix that means finding the () eigenvector related to the minimum of the six eigenvalues proposed. This null space is, for the chosen frequency , the vector calculated at the bottom: means the transpose of the vector and the subscript means that the null space is calculated for the circular frequency .

It is possible to find (with the three displacement components , , and through the thickness) for each layer by using (19)–(22); the thickness coordinate can assume all the values from the bottom to the top of the structure. For the plate case the procedure is simpler because there are no fictitious layers and the number equals 1.

#### 4. Results

The three-dimensional exact solution proposed has been validated by means of a comparison with three assessments given in the literature for a one-layered isotropic plate [22, 34], one-layered isotropic cylinder [8, 9], and one-layered orthotropic cylinder . After this preliminary validation and the appropriate convergence study, the method has been used to investigate the free vibration analysis of one-layered isotropic and orthotropic square and rectangular plates, cylindrical shell panels, cylinders, and spherical shell panels (see Figure 3). The effects of the curvature terms in and parametric coefficients have also been investigated.

##### 4.1. Preliminary Assessments

The assessment proposed in Vel and Batra  compares their 3D solution with the 3D solution by Srinivas et al. . The square plate is simply supported embedding one aluminium alloy layer with Young modulus , Poisson ratio , and mass density . The thickness value is . Two different thickness ratios are considered, that is, and . The first six circular frequencies in no-dimensional form are given in Table 1 for imposed half-wave numbers . The 3D exact solution proposed in this paper coincides with those proposed by Vel and Batra  and by Srinivas et al.  for both thickness ratios and for each vibration mode (from the first to the sixth one). A convergence study has been proposed where the number of fictitious layers and the order of expansion for the exponential matrix have conveniently been chosen. For the plate case one fictitious layer is used because there is no effect of parametric coefficients and . For , an order of expansion for the exponential matrix always gives the correct solution for each vibration mode and thickness ratio . The calculation of the exponential matrix is not time consuming. An alternative method could be the use of fictitious layers and a lower order of expansion for the exponential matrix. In this last case, fictitious layers always give the correct solution for each vibration mode and thickness ratio. The use of layers is not time consuming because the matrix has always dimension for any value of layers, even if the proposed method uses a layerwise approach. Solutions with and or with and are coincident for the plate case and their time solution needs a few seconds. In conclusion, the three-dimensional exact solution presented here is correct for the free vibration analysis of one-layered plates even when the structures are thick and higher order vibration modes are considered.

 Mode I II III IV V VI Present 3D ( , ) 5.3370 27.554 46.493 154.39 168.09 268.36 Present 3D ( , ) 5.7769 27.554 46.502 192.91 197.98 329.35 Present 3D ( , ) 5.7769 27.554 46.502 196.21 201.87 308.34 Present 3D ( , ) 5.7769 27.554 46.502 196.77 201.34 358.23 Present 3D ( , ) 5.7769 27.554 46.502 196.77 201.34 357.42 Present 3D ( , ) 5.7769 27.554 46.502 196.71 201.27 355.40 Present 3D ( , ) 5.7769 27.554 46.502 196.77 201.34 351.90 Present 3D ( , ) 5.7769 27.554 46.502 196.77 201.34 357.42 3D  5.7769 27.554 46.503 196.77 201.34 357.42 3D  5.7769 27.554 46.502 196.77 201.34 357.42 Present 3D ( , ) / 8.7132 14.182 17.512 / / Present 3D ( , ) 4.6598 8.7132 14.463 20.987 23.999 29.925 Present 3D ( , ) 4.6582 8.7132 14.463 21.383 25.009 31.399 Present 3D ( , ) 4.6581 8.7132 14.463 21.343 24.830 34.049 Present 3D ( , ) 4.6581 8.7132 14.463 21.343 24.830 33.982 Present 3D ( , ) 4.6580 8.7132 14.463 21.337 24.821 33.939 Present 3D ( , ) 4.6581 8.7132 14.463 21.343 24.830 33.923 Present 3D ( , ) 4.6581 8.7132 14.463 21.343 24.830 33.982 3D  4.6582 8.7132 14.463 21.343 24.830 33.982 3D  4.6582 8.7134 14.462 21.343 24.830 33.982

The assessment proposed by Khalili et al.  compared their 2D closed form solutions for isotropic circular cylindrical shells with the three-dimensional analysis by Armenakas et al.  adapted from Bhimaraddi . The cylinder is isotropic and one-layered with Poisson ratio . The structure is simply supported and it has radius of curvature and infinite radius of curvature in direction. The circular dimension is ; the thickness is 0.12 and 0.18; that means thickness ratios are and , respectively. Several ratios cylinder length/radius of curvature () are investigated in the case of . The fundamental circular frequency in no-dimensional form is given in Tables 2 and 3 (thickness ratio equals 0.12 ad 0.18, resp.) for axial half-wave number and several circular half-wave numbers . The three-dimensional exact solution proposed here is coincident with the 3D analysis by Armenakas et al.  for each half-wave number, thickness ratio, and cylinder length proposed. For the case of shell, the use of fictitious layers is necessary to approximate the parametric coefficients and . The convergence study is shown for a value for the expansion of the exponential matrix. fictitious layers always give the correct solution for each thickness ratio (see Tables 2 and 3), length of the cylinder, and half-wave numbers in circumferential direction. The present method is not time consuming; layers solution gives the correct results in a few seconds. In conclusion, the solution proposed can be considered as validated for one-layered isotropic shells.

 Present 3D ( , ) 0.03724 0.02323 0.02175 0.02846 Present 3D ( , ) 0.03730 0.02360 0.02464 0.03687 Present 3D ( , ) 0.03730 0.02359 0.02463 0.03686 Present 3D ( , ) 0.03730 0.02359 0.02462 0.03686 3D [8, 9] 0.03730 0.02359 0.02462 0.03686 Present 3D ( , ) 0.05769 0.04772 0.04229 0.04272 Present 3D ( , ) 0.05853 0.04979 0.04790 0.05546 Present 3D ( , ) 0.05853 0.04978 0.04789 0.05545 Present 3D ( , ) 0.05853 0.04978 0.04789 0.05545 3D [8, 9] 0.05853 0.04978 0.04789 0.05545 Present 3D ( , ) 0.08017 0.07732 0.07308 0.06667 Present 3D ( , 0.10057 0.10234 0.10688 0.11528 Present 3D ( , ) 0.10057 0.10234 0.10688 0.11528 Present 3D ( , ) 0.10057 0.10234 0.10688 0.11528 3D [8, 9] 0.10057 0.10234 0.10688 0.11528 Present 3D ( , ) 0.48156 0.48619 0.49378 0.50419 Present 3D ( , ) 0.27489 0.27848 0.28446 0.29286 Present 3D ( , ) 0.27491 0.27849 0.28447 0.29287 Present 3D ( , ) 0.27491 0.27849 0.28447 0.29287 3D [8, 9] 0.27491 0.27849 0.28447 0.29287
 Present 3D ( , ) 0.05613 0.03607 0.03241 0.02570 Present 3D ( , ) 0.05652 0.03930 0.04998 0.07822 Present 3D ( , ) 0.05652 0.03929 0.04996 0.07821 Present 3D ( , ) 0.05652 0.03929 0.04996 0.07821 3D [8, 9] 0.05652 0.03929 0.04996 0.07821 Present 3D ( , ) 0.08833 0.07237 0.05717 0.01965 Present 3D ( , ) 0.09403 0.08546 0.09094 0.11205 Present 3D ( , ) 0.09402 0.08545 0.09093 0.11205 Present 3D ( , ) 0.09402 0.08545 0.09093 0.11205 3D [8, 9] 0.09402 0.08545 0.09093 0.11205 Present 3D ( , ) 0.36506 0.37946 0.40165 0.43001 Present 3D ( , ) 0.18895 0.19467 0.20616 0.22449 Present 3D ( , ) 0.18894 0.19467 0.20616 0.22450 Present 3D ( , ) 0.18894 0.19467 0.20616 0.22450 3D [8, 9] 0.18894 0.19467 0.20616 0.22450 Present 3D ( , ) 0.72230 0.72911 0.74032 0.75570 Present 3D ( , ) 0.50335 0.50934 0.51931 0.53321 Present 3D ( , ) 0.50338 0.50937 0.51934 0.53325 Present 3D ( , ) 0.50338 0.50937 0.51934 0.53325 3D [8, 9] 0.50338 0.50937 0.51934 0.53325

The assessment proposed by Soldatos and Ye  gives three-dimensional results for multilayered orthotropic cylinders. A comparison with the present method is made for the cases of orthotropic angle equal to or (they allow the closed form solution and it also means one-layered structure). The cylinder is simply supported with a great degree of orthotropy (, , , , and homogeneous mass density ). The length is 10 and the radius of curvature equals 10. The circular dimension is . The cylinder is very thick ; that means thickness ratio is . In Table 4 the first three circular frequencies in no-dimensional form are given for half-wave numbers and , and orthotropic angle equals or . The 3D solution by Soldatos and Ye  is correctly obtained for each mode and angle by using fictitious layers and order of expansion. (, ) solution is not heavy from the computational point of view because the matrix has always dimension even if the method uses a layerwise approach. In conclusion, the solution is also validated for orthotropic single-layered thick shells.

 Mode I II III I II III ( ,   ), ( , ), Present 3D ( , ) 1.02407 2.55671 4.66395 0.20406 0.49393 0.91564 Present 3D ( , ) 0.32274 0.41827 3.29830 0.30493 0.81346 7.51166 Present 3D ( , ) 0.99999 1.29840 1.85418 0.95308 1.00000 3.04558 Present 3D ( , ) 1.00000 1.29714 2.48260 0.95308 1.00000 3.25249 Present 3D ( , ) 1.00000 1.29714 2.48260 0.95308 1.00000 3.25249 3D  1.00000 1.29730 2.48260 0.95307 1.00000 3.25250

All the new benchmarks proposed in Section 4.2 will use (, ) solution for plate cases and (, ) solution for shell cases. Both solutions are very convenient from the computational point of view (they need only a few seconds) and they allow the correct analysis for each thick and thin isotropic/orthotropic plate and shell.

##### 4.2. Benchmarks

Ten different benchmarks are proposed to show a complete overview of the free vibration analysis of one-layered plates and shells. Five different geometries are taken into account in Figure 3. All these structures are simply supported. The square plate has dimensions and thickness ratios . The rectangular plate has dimensions and and the thickness ratios are . The cylindrical shell panel has a radius of curvature and an infinite radius of curvature in direction. The dimensions are and , and the thickness ratios are . The cylinder has the same radii of curvature of the cylindrical shell panel, but it is closed in circumferential direction that means . The other dimension is and the thickness ratios are . The last geometry is the spherical shell panel with radii of curvature , dimensions , and thickness ratios . Each geometry includes two materials: one isotropic layer in aluminium alloy Al2024 with Young modulus , Poisson ratio , and mass density and one orthotropic layer in Gr/Ep with Young modulus components and , shear modulus components and , Poisson ratio components and , and mass density . The benchmarks are one-layered isotropic square plate (see Table 5), one-layered orthotropic square plate (see Table 6), one-layered isotropic rectangular plate (see Table 7), one-layered orthotropic rectangular plate (see Table 8), one-layered isotropic cylindrical shell panel (see Table 9), one-layered orthotropic cylindrical shell panel (see Table 10), one-layered isotropic cylinder (see Table 11), one-layered orthotropic cylinder (see Table 12), one-layered isotropic spherical shell panel (see Table 13), and one-layered orthotropic spherical shell panel (see Table 14). The first three circular frequencies in no-dimensional form are calculated in Tables 514 for various pairs of half-wave numbers and several thickness ratios. The vibration modes plotted in Figures 412 are given in terms of no-dimensional values such as , , , and .

 100 50 10 5 ( ,   ) I mode 2.9861 2.9846 2.9360 2.8012 II mode 194.83 97.417 19.483 9.7417 III mode 329.33 164.66 32.908 16.415 ( , ) I mode 2.9861 2.9846 2.9360 2.8012 II mode 194.83 97.417 19.483 9.7417 III mode 329.33 164.66 32.908 16.415 ( , ) I mode 5.9713 5.9650 5.7769 5.3036 II mode 275.54 137.77 27.554 13.777 III mode 465.73 232.86 46.502 23.136 ( , ) I mode 14.920 14.881 13.805 11.645 II mode 435.66 217.83 43.566 21.783 III mode 736.37 368.14 73.350 36.157 ( , ) I mode 14.920 14.881 13.805 11.645 II mode 435.66 217.83 43.566 21.783 III mode 736.37 368.14 73.350 36.157 ( , ) I mode 23.860 23.761 21.214 16.882 II mode 551.07 275.54 55.107 27.554 III mode 931.42 465.63 92.545 45.071
 100 50 10 5 100 50 10 5 , , I mode 2.8553 2.8537 2.8058 2.6731 10.007 9.9712 9.0075 7.2059 II mode 227.77 113.88 22.777 11.388 227.77 113.88 22.777 11.388 III mode 314.89 157.44 31.457 15.679 1104.7 552.35 110.41 46.861 , I mode 10.007 9.9712 9.0075 7.2059 2.8553 2.8537 2.8058 2.6731 II mode 227.77 113.88 22.777 11.388 227.77 113.88 22.777 11.388 III mode 1104.7 552.35 110.41 46.861 314.89 157.44 31.457 15.679 I mode 11.367 11.325 10.226 8.2183 11.367 11.325 10.226 8.2183 II mode 382.03 191.01 38.169 19.032 382.03 191.01 38.169 19.032 III mode 1130.2 565.09 112.94 49.636 1130.2 565.09 112.94 49.636 <