Open access peer-reviewed chapter

Structured Approaches to General Inverse Eigenvalue Problems

By Patrick Dumond and Natalie Baddour

Submitted: September 28th 2015Reviewed: January 25th 2016Published: July 6th 2016

DOI: 10.5772/62284

Downloaded: 1134

Abstract

An inverse eigenvalue problem is one where a set or subset of (generalized) eigenvalues is specified and the matrices that generate it are sought. Many methods for solving inverse eigenvalue problems are only applicable to matrices of a specific type. In this chapter, two recently proposed methods for structured (direct) solutions of inverse eigenvalue problems are presented. The presented methods are not restricted to matrices of a specific type and are thus applicable to matrices of all types. For the first method, the Cayley–Hamilton theorem is developed for the generalized eigenvalue vibration problem. For a given (desired) frequency spectrum, many solutions are possible. Hence, a discussion of the required information and suggestions for including structural constraints are given. An algorithm for solving the inverse eigenvalue problem using the generalized Cayley–Hamilton theorem is then demonstrated. An algorithm for solving partially described systems is also specified. The Cayley–Hamilton theorem algorithm is shown to be a good tool for solving inverse generalized eigenvalue problems. Examples of application of the method are given. A second method, referred to as the inverse eigenvalue determinant method, is also introduced. This method provides another direct approach to the reconstruction of the matrices of the generalized eigenvalue problem, given knowledge of its eigenvalues and various physical parameters. As for the first method, there are no restrictions on the type of matrices allowed for the inverse problem. Examples of application of the method are also given, including application-oriented examples.

Keywords

  • Inverse problems
  • Eigenvalue problems
  • Inverse eigenvalue problems
  • Inverse spectrum
  • Inverse vibrations problems

1. Introduction

Many physical problems can be rewritten as generalized inverse eigenvalue problems. For example, in mechanical and structural system design, engineers are often faced with the task of designing systems, which have natural frequencies either that must fall outside a specific range or that must be at exactly certain frequencies. These design problems can be considered as inverse eigenvalue problems because the eigenvalues are directly related to the natural frequencies of the system.

Much focus has been applied to the study of discrete inverse eigenvalue problems. This has been made clear by a thorough review of the topic by Chu and Golub [1, 2]. Gladwell [3] takes a more direct route in which he considers specific inverse problems and matrix structures related to mechanical vibrations. Particularly, it appears that most of the literature focuses on system identification. One of the most common techniques in inverse eigenvalue problems is to use/measure the system’s spectrum and then constrain the system in some fashion in order to obtain a second spectrum [48]. This clearly indicates that a system usually exists and that it can be tested to obtain data required for the inverse problem of mathematically reconstructing the system. Although interesting, this approach cannot be used for novel engineering design to construct a system having a specific spectrum without another system on which to base the design.

In most cases, the research on inverse eigenvalue problems has focused on the existence, uniqueness and computability of a solution. Other studies are typical variations on those described above, including partially described problems where not all spectral information is known. These types of problems have been considered in the studies of Gladwell and Willms [9] and Ram and Elhay [10] and are of interest for problems requiring only certain frequencies to be specifically determined. Interestingly, Dias de Silva [11] and de Oliveira [12] have shown that an n × n matrix always exists when a minimum of n − 1 prescribed matrix entries and a prescribed characteristic polynomial are given as design information. The results of Dias de Silva and de Oliveira guarantee existence but not uniqueness of the matrix.

One of the main shortcomings of current inverse eigenvalue theory is the lack of a solution for general matrices having predefined forms but which do not fit within current known solution methods. In this chapter, two recently proposed methods for structured (direct) solutions of inverse eigenvalue problems are presented. The presented methods are not restricted to matrices of a specific type and are thus applicable to general matrices. For the first method, the Cayley–Hamilton theorem is developed for the generalized eigenvalue vibration problem. The Cayley–Hamilton theorem algorithm is shown to be a good design tool for solving inverse generalized eigenvalue problems. Examples of application of the method are given. A second method, referred to as the inverse eigenvalue determinant method, is also introduced. This method provides another direct approach to the reconstruction of the matrices of the generalized eigenvalue problem, given knowledge of its eigenvalues and various physical parameters. As for the first method, there are no restrictions on the type of matrices allowed for the inverse problem. Examples of application of the method are also given, including application-oriented examples.

2. Problem statements

In this chapter, we consider the following problems:

PROBLEM A: Given a specified set of eigenvalues, λ1, …, λn construct an n-order system, described by an n × n matrix A, which has λ1, …, λn as its eigenvalues.

Although this problem has been considered for specific forms of matrices (i.e. Jacobi, band or other matrix forms), a general solution approach does not currently exist. Problem A leads to the generalized inverse eigenvalue problem, also presented here:

PROBLEM B: Given a specified set of eigenvalues, λ1, …, λn construct a system with n-degrees of freedom, described by two n × n matrices (M and K), which has λ1, …, λn as its generalized eigenvalues: det(K − λM) = 0 for the given λ1, …, λn.

For an engineer, Problem B relates directly to the design problem stated earlier, where a conservative vibrating system having specified natural frequencies is sought.

PROBLEM C: Given a specified set of eigenvalues, λ1, …, λm construct a system with n degrees of freedom, where m < n, described by two n × n matrices (M and K), which has λ1, …, λm as its generalized eigenvalues: det(K − λM) = 0 for the given λ1, …, λm.

Problem C, referred to as a partially described system, is one for which only a select few eigenvalues are specified, as opposed to the entire spectrum being given.

3. Cayley–Hamilton Approach for Inverse Eigenvalue Problems

3.1. Basic Theory

In order to solve Problem A, a discussion of the Cayley–Hamilton theorem is required. The Cayley–Hamilton theorem states that if p(λ) is the characteristic polynomial of a square matrix A, obtained from p(λ) = det(λI − A), then substituting A for λ in the polynomial gives the zero matrix. Thus, by applying the theorem, matrix A satisfies its own characteristic polynomial, p(A) = 0 [13].

The Cayley–Hamilton theorem can be useful in inverse eigenvalue problems beyond the typical statement that a square matrix satisfies its own characteristic equation. Once the characteristic polynomial of a system is found from the specified spectral data, the Cayley–Hamilton theorem can be used to find an unknown matrix A, which represents the system. A set of unknown entries of the matrix A can be found from the set of equations that arise from the Cayley–Hamilton theorem. For example, suppose that a 2 × 2 matrix A is given by the form:

A=a11a12a21a22E1

In order to solve the inverse eigenvalue problem, the entries of matrix A can be populated using the Cayley–Hamilton theorem in conjunction with the set of specified eigenvalues. In order to demonstrate the process, suppose that the specified eigenvalues are given by −2 and −3. The characteristic polynomial can then constructed as

pλ=λ+2λ+3=λ2+5λ+6E2

Using the Cayley–Hamilton theorem, λ in equation (2) is replaced by A from equation (1) so that

pA=A2+5A+6I=0E3

where I is the identity matrix and 0 is the zero matrix. Expressing equation (3) term-by-term gives four equations with four unknowns, specifically

a112+a12a21+5a11+6a11a12+a12a22+5a12a11a21+a21a22+5a21a222+a12a21+5a22+6=0000E4

However, equation independence is unclear. A discussion on this point is found in section 4.1. Solving the set of equations in equation (4) leads to two solutions:

a11=a225,a12=a222+5a22+6a21E5

Any values can be assigned to a21 and a22 in equation (5), and the matrix A will have the desired eigenvalues given in equation (2). Consequently, Problem A has been solved, although it is clear that many solutions exist. This solution is particularly useful in solving inverse eigenvalue problems because it gives a range of A matrix values for which a system produces the same eigenvalues. The factors limiting the solutions as given in equation (5) are then based on the physical limits and fixed parameters of the system. Physical limits and fixed parameters serve to produce a set of solutions that are mathematically as well as physically possible.

3.2. Generalized Cayley–Hamilton theorem

Problem B is related to Problem A but takes on a more general form, which is conducive to real physical systems since many physical problems can be written as generalized eigenvalue problems. Although the characteristic polynomial for the generalized eigenvalue problem is similar to the single matrix case, it now involves two matrices rather than one. Therefore, the lesser known generalized Cayley–Hamilton theorem must be used by Chang and Chen [14].

The generalized Cayley–Hamilton theorem is modified to include a two square matrices, K and M. The nomenclature is used as a reminder that in many engineering applications the matrices represent mass (M) and stiffness (K) matrices. For the generalized eigenvalue problem, the characteristic polynomial takes the form p(λ) = det(K − λM). By substituting K and M for λ into the characteristic polynomial, the following relationship must be satisfied.

pKM=cnM1Kn+cn1M1Kn1+c1M1K+c0I=0E6

where cn is the coefficient of λn in p(λ). Equation (6) is valid as long as M is non-singular.

If the matrices K and M commute (i.e. KM = MK), then the generalized Cayley–Hamilton theorem can be written as

pKM=cnKn+cn1Kn1M+c1KMn1+c0Mn=0E7

where no other restrictions are placed on matrix M. Solving these equations leads to the solution of Problem B.

3.3. Numerical example

Once again, a simple numerical example is used to demonstrate concepts. Using the same desired eigenvalues as for the previous example gives the characteristic polynomial given in equation (2). This time, the modified generalized Cayley–Hamilton theorem is used to form an equation for unknown matrices K and M so that

pKM=M1K2+5M1K+6I=0E8

Assuming that the K and M matrices have a similar form to that of A in equation (1), then equation (8) can be expanded to give four equations (from the four matrix entries) with eight unknowns (four unknown entries in each of the two matrices). Solving these equations produces several results, one of which can be written as

k11=k12k21k22+5k12k21m22+6k12m21m22+6k21m12m226k22m12m21k22+2m22k22+3m22m11=k21k22m12+k12k22m21k12k21m22+5k22m12m21+6m12m21m22k22+2m22k22+3m22E9

Once again it becomes clear that only two solutions are dependent, and selecting any values for k12m12k21m21k22m22, will result in K and M matrices that produce a solution with the desired eigenvalues.

Increasing the size of the square matrices increases the number of independent variables faster than it does the dependent variables. In other words, for an nth order system with n-specified eigenvalues, 2n2 unknown variables are required to find K and M, but, as will be shown later in this chapter, the generalized Cayley–Hamilton theorem only produces n-independent equations.

3.4. Algorithm

In order to use the Cayley–Hamilton theorem as a tool to find the n dimensional generalized eigenvalue system problem based on knowledge of desired eigenvalues and/or physical parameters, 2n2 − n additional pieces of design information are required in addition to the n-desired eigenvalues. An algorithm for solving Problem B is as follows:

ALGORITHM. Given the n-desired eigenvalues λ1, …, λn of an nth order generalized eigenvalue system

  1. Generate the characteristic polynomial:

    pλ=λλ1λλn1λλn=cnλn+cn1λn1++c1λ+c0E101

  2. Generate forms for the M and K matrices from physical parameters and using the additional 2n2 − n pieces of design information, applying symmetry and any other techniques based on the discretized forward problem and leaving an n number of unknowns;

  3. Generate the CayleyHamilton theorem equation:

    pKM=cnM1Kn+cn1M1Kn1+c1M1K+c0I=0E111

    or for commuting M and K matrices:

    pKM=cnKn+cn1Kn1M+c1KMn1+c0M=0E121

  4. Extract all n2 equations from the CayleyHamilton equation in step 3;

  5. Select n non-zero independent equations (the CayleyHamilton matrix diagonal entries work well);

  6. Compute the n unknowns by solving the n-independent equations;

  7. Insert the n computed values into their appropriate places in the M and K matrices;

  8. Verify that a valid solution is obtained by calculating det(λM + K) = 0 and ensuring that the initially desired eigenvalues are obtained.

The output consists of the n matrix entries of the M and K matrices.

4. Analysis

In this section, results on the number of independent equations and required pieces of information used in the prior sections are discussed.

4.1. Information produced by the Cayley–Hamilton theorem

We show here that given n distinct eigenvalues for an nth order system, the Cayley–Hamilton theorem can produce at most n-independent equations, even though n2 equations are produced through the entry-by-entry analysis. Let p(t) = cntn + cn − 1tn − 1 + … c1t + c0 be the characteristic polynomial of an n × n matrix A. The Cayley–Hamilton theorem states that p(A) = cnAn + cn − 1An − 1 + … c1A + c0 is the zero matrix, which gives n2 equations. Now, suppose that the matrix A is diagonal and let the diagonal entries be λ1λ2, …, λn. The characteristic polynomial is

pt=tλ1tλ2tλnE10

In this case, since A is diagonal, p(A) is also a diagonal matrix with exactly n equations. In fact, the ith diagonal entry is p(λi).

Now, consider the case that A is not diagonal. Given n distinct eigenvalues for A, then A is diagonalizable, so that A ' = P− 1AP is diagonal for some invertible matrix P. The characteristic polynomial of A ' is the same as the characteristic polynomial p(t) of A. In fact, the diagonal matrix A ' is the trivial solution to our design problem, and the ‘structure’ of the problem is housed in the matrix P. It is known that [15]

pA=PpA'P1E11

Equation (11) states that p(A) can be obtained by combining the equations contained in p(A '). At the same time, since A ' is itself diagonal, then matrix p(A ') contains exactly n equations. Thus, this states that p(A) is a combination of exactly n-independent equations and we can expect that although p(A) has n2 equations, only n of them are independent.

It is also important to point out that the n-independent equations obtained from the Cayley–Hamilton theorem are each nth order polynomials. For a polynomial system with n unknowns and also n equations, then Bézout’s theorem states that the problem has nn complex solutions [16].

4.2. Required information

It is clear that the spectral information (eigenvalues) alone is not enough to solve the problem. The method presented, along with all other methods, is limited by the fact that an nth order system can produce at most n-independent equations, even though n2 equations are obtained through applying the generalized Cayley–Hamilton theorem, as discussed above. If the matrices are completely unknown, then there may be as many as 2n2 unknown entries in the M and K matrices. The Cayley–Hamilton method can produce at most n-independent variables and the remaining equations must be specified in other ways. For creating physically realistic systems, this generally entails preconditioning or constraining the structure of the matrices.

For solving discrete conservative vibration problems, Equation (6) can be used as long as the M matrix is non-singular, and equation (7) can be used if M and K commute. It becomes very clear by considering the example in equation (9) that more information is required in order to build a suitable vibrating system based on M and K. From an engineer’s point of view, any system, which can produce similar eigenvalues, has the potential of being a suitable solution, as long as it fits within the physical criteria set at the outset of the project. It is obvious that the example in Equation (9) can produce an infinite number of possible solutions. Equation (9) represents one of the several solutions to the Equation 8. As the system’s order increases, so does the number of potential solutions (Bézout’s theorem). Thus, engineers have many solutions at their disposal for creating suitable and optimized designs.

The inverse problem is then not limited by the eigenvalues, and in fact the eigenvalues alone do not contain enough information from which to build a physical system. Therefore, other information is required to solve the problem.

4.3. Structural constraints

One of the easiest ways to limit the number of matrix entries and include structural constraints is by including zero entries or by incorporating symmetry into the matrices. These constraints are interesting because they follow directly from real systems. For example, for many simply connected spring-mass systems, only diagonal entries are present in the mass matrix, and the stiffness matrix is expected to be symmetric and therefore can be mathematically forced to be symmetric by imposing that symmetric off-diagonal terms be the same. Physically, the structure of these matrices reflects the fact that the degrees of freedom of the system are coupled through stiffness element couplings only and no mass coupling is present. Furthermore, the symmetry of the stiffness matrix is a consequence of Newton’s third law. The system is further constrained by the fact that the off-diagonal terms in the stiffness matrix are not independent, but are related to the diagonal terms, once again reducing the number of unknowns. In this case, incorporating physical constraints into the mathematical structure of the problem can reduce the number of unknowns from 2n2 to n2.

In this case, the engineer still has the freedom to choose from several systems, which would satisfy the requirements. Further constraints may come in the form of available components, such as stiffeners, which must fit within specified physical dimensions or the financial budget.

These observations highlight the importance of the forward problem. Continuous systems are typically discretized using various methods, which produce a model of the system in matrix form. The form of the matrix is heavily dependent on the choice of discretization method. The inverse problem is consequently affected because it seeks to create a matrix that matches the form as chosen at the outset by the choice of discretization approach. Although the Cayley–Hamilton theorem does not discriminate in its ability to solve these various matrix forms, it is possible that certain discretization methods lead to simpler forms or matrices containing fewer variables. In this sense, an inverse problem may be easier to fully define.

4.4. Partially described systems

Another aspect that affects the amount of information required is the information available at the outset of the problem. Thus far, the entire spectral set has been used as input information, as well as specification of matrix entries when necessary. However, as stated in the study of Chu [1], often only portions of the entire spectrum are available. This is termed as a partially described inverse eigenvalue problem. This is true whether the subset of available spectral data arises from the design requirements or from the experimental data obtained for system identification. Regardless of the information available, the Cayley–Hamilton theorem can be used to produce n pieces of information for an nth order system stemming from n degrees of freedom. If certain eigenvalues are missing, the Cayley–Hamilton theorem can still be used.

Typically, in order to completely solve an nth order inverse problem using the Cayley–Hamilton theorem, only n unknown values should be present in the problem, regardless of the manner of their appearance along the solution path. Problem C makes full use of this detail during its solution by preconditioning the unknown matrix to account for this. For example, for a 3DOF system, it would be expected that only three unknowns should be present. Consider for example, the following system that has three known eigenvalues λ1 = 0.47, λ2 = 4.66, λ3 = 10.87 and three unknown entries in the matrix given by

A=a1+a2a20a2a2+a3a30a3a3E12

Using the Cayley–Hamilton theorem as described in Section 3, the matrix can be determined such that a1 = 9.43, a2 = 1.23, a3 = 2.06, which gives a matrix solution for the system as

A=10.661.2301.233.282.0602.062.06E13

As in Problem C, it is often the case that only partial spectral information is available. Therefore, the Cayley–Hamilton theorem can be used if the amount of missing spectral information is replaced by the same amount of matrix entry information. So, if only λ3 = 10.87 is known then two of the three a matrix entries must be known. If a2 = 1.23 and a3 = 2.06 are known in the example above, then solving the Cayley–Hamilton equations gives a1 = 9.43, λ1 = 0.47, λ2 = 4.66. Consequently, solving Problem C is not much different from solving Problem A. The same is true if the system is made up of a matrix M and a matrix K, except in this case, the generalized Cayley–Hamilton theorem must be used.

It becomes clear that one of the largest difficulties in using inverse eigenvalue theory to solve many physical problems is setting up the appropriate matrix form of the problem. This is achieved by consideration of the modelling approach chosen to model the forward problem. In most cases, the forward solution will utilize some form of discretization, such as finite elements, global elements, finite difference, and so on. The method chosen has a large impact on the structure of the matrix, making the solution easier or more difficult depending on the situation. Also, in discretizing, the method chosen to relate material parameters has a large effect on the number of independent variables. Therefore, it is extremely important to ensure that simplification methods are properly considered.

4.5. Polynomial solvers

The characteristic equation for an nth order system is an nth order polynomial. As discussed above, the Cayley–Hamilton theorem will produce n-independent equations. For both partially described and fully described systems, a system of nth order polynomials will need to be solved for the unknown quantities. This will require a good polynomial solver or polynomial root-finding algorithm. For the problems presented in the rest of this chapter, the symbolic computer algebra software Maple by Maplesoft, Waterloo, Canada, was used to solve the problems although any modern numerical or symbolic software package could similarly be employed. For our simulations, the Maple built-in function fsolve was used, as well as the freely available package DirectSearch. The details of the DirectSearch package can be found in the study of Moiseev [17]. It was observed that DirectSearch produced many more (valid) solutions than did fsolve (recall that a unique solution to most of these problems does not exist and thus multiple solutions are expected). The existence of multiple solutions is desirable from an engineering design point of view in that it implies that there are many solutions possible and it is up to the designer to choose the most physically realisable one, within the problem constraints. For the Cayley–Hamilton (and determinant method presented in the rest of the chapter) to be effective, a good polynomial solver is required so that the multiple possible solutions can indeed be found.

5. Example with the Cayley–Hamilton inverse method

In this section, we demonstrate by way of example how the Cayley–Hamilton method can be used to solve a practical engineering design problem by writing it as an inverse vibrations problem and thus as an inverse eigenvalue problem.

5.1. Problem statement

Given a desired fundamental frequency, construct a brace–plate system as described by a mass matrix M and a stiffness matrix K. All dimensional (geometric) properties of the brace–plate system are assumed to be specified and fixed except for the thickness of the brace hc and the design variable, which must be found. The plate and brace material properties are also assumed to be known.

It is known from vibrations theory that the natural frequencies of a system specified by stiffness matrix K and mass matrix M are the square roots of the generalized eigenvalues of the matrices (KM). Hence, a specified fundamental frequency of the system is the same as specifying the smallest generalized eigenvalue of (KM).

5.2. Forward model

The first step in the solution process is to generate a finite-dimensional model of the continuous problem. The model is based on an orthotropic plate structurally reinforced by a brace in the weaker plate direction. The model is shown in Figure 1.

Figure 1.

Orthotropic plate reinforced with a rectangular brace.

The forward model is discretized using the assumed shape method. The assumed shape method is an energy method, which uses global plate elements with the kinetic and strain energy plate equations in order to determine the system’s equations of motion, from which the mass and stiffness matrices are extracted [18]. For the details of the development of the large mass and stiffness matrices, the reader is referred to the study of Dumond and Baddour[19]. The system is assumed simply supported, conservative and the material properties are assumed orthotropic. The forward model is created assuming that the mechanical properties are all related to Young’s moduli in the y direction.

5.3. Inverse model

The goal is to reconstruct the brace–plate system from a desired fundamental frequency. The generalized Cayley–Hamilton theorem inverse eigenvalue method is used as explained in Section 3.2.

A cross section of the fundamental modeshape is shown in Figure 2. It is clear that the brace affects the maximum amplitude of this modeshape, thus also affecting the associated frequency. In order to adjust the fundamental frequency of the brace–plate system to a desired value, it is necessary to adjust the thickness of the brace [20].

Figure 2.

Cross section of the brace–plate system’s fundamental modeshape.

5.4. Modelling considerations

The mechanical properties vary based on Ey, the Young’s modulus in the y direction, and the brace thickness controls the brace–plate system’s fundamental frequency. Therefore, the forward model is created using the assumed shape method while leaving these two parameters as variables. Thus, the mass matrix M is a function of hc, the height of the brace–plate system at the (assumed fixed) location of the brace, and the stiffness matrix K is a function of hc and also Ey. Here, 2×2 trial functions are used in the assumed shape method, so it follows that fourth order square matrices are created. The trial functions used are those of the simply supported rectangular plate given by

wxyt=nx=1mxny=2mysinnxπxLxsinnyπyLyqnxnytE14

where m are the modal numbers, q is the time function and w is the displacement variable normal to the plate. The displacement variable w is then used directly in creating the kinetic and strain energy equations of the simply supported rectangular plate. These equations are broken into three sections as shown in Figure 1 in order to take into account presence of the brace. This procedure is described in detail in the study of [19]. It is assumed that the Ey is known and used as input information into the stiffness matrix. This leaves hc as the only unknown parameter, appearing in both the mass and stiffness matrices.

In order to solve these matrices from the desired fundamental frequency, we must first create the characteristic polynomial using the desired frequency,

pλ=λaλb1λb2λb3E15

where a is the specified fundamental frequency, and b1, b2 and b3 are unknown values, which will also need to be found as part of solving the problem. Since we have assumed 2×2 trial functions, so that the mass and stiffness matrices are both 4×4, the characteristic polynomial must be fourth order, as shown in equation (15). Subsequently, p(λ) is expanded so that the polynomials coefficients can be found. Once the polynomial is created, the Cayley–Hamilton equation can be written by substituting (M-1K) for λ into equation (15):

pKM=c4M1K4+c3M1K3+c3M1K2+c1M1K+c0I=0E16

where cn are the coefficients of λ in p(λ) determined through equation (15). Equation (16) produces 16 equations, of which only 4 are independent. According to Bézout’s theorem, selecting and solving the equations on the main diagonal for the four unknowns (hb, b1, b2 and b3) produce 44=256 possible solutions. From the set of all possible solutions, complex-valued solutions can be immediately eliminated as not being physically meaningful. Clearly, further constraints must be added to the solution in order to get a solution which fits within the desired physical limits. These physical limits are based on the maximum and minimum brace dimensions, which are required to compensate for the range of plate stiffnesses used during the analysis, as well as the range of natural frequencies, which can be obtained using these system dimensions. Thus, the following constraints are implemented into the solution:

0.013hb0.016m1×107b19×108rad/s1×107b29×108rad/s1×107b39×108rad/sE17

Solving the four equations obtained from equation (16) within the constraints provided by equation (17) yields, a physically realistic solution satisfies the desired fundamental frequency, as well as the system’s parameters.

5.5. Results

The material properties of the brace and plate used during the analysis are given in Table 1.

Material propertiesValues
Density, μ (kg/m3)403.2
Young’s modulus, Ey (MPa)850
Young’s modulus, Ex (MPa)Ey/0.078
Shear modulus, Gxy (MPa)Ex×0.064
Poisson’s ratio, νxy0.372
Poisson’s ratio, νyxνLR×Ey/Ex

Table 1.

Material properties.

The dimensions used for the model throughout the analysis of the brace–plate system are shown in Table 2.

DimensionsValues
Length, Lx (m)0.24
Length, Ly (m)0.18
Length, Lb (m)0.012
Reference, x1 (m)Lx/2–Lb/2
Reference, x2 (m)x1+Lb
Thickness, hp (m)0.003
Thickness, hb (m)0.012
Thickness, hc (m)hp+hb

Table 2.

Dimensions of brace-plate model.

These dimensions refer to those shown in Figure 1, where ‘p’ refers to the plate’s dimensions, ‘b’ refers to the brace’s dimensions and ‘c’ refers to the dimensions of the combined system.

As a basis for comparison, a plate having a Young’s moduli of Ey=850 MPa to which a brace is attached with a combined brace–plate thickness of hc=0.015 m is found to have a fundamental natural frequency of 687 Hz, as calculated using the forward model. The analysis is then performed using the inverse Cayley–Hamilton method. As Ey of the plate is varied, the thickness of the brace–plate section is calculated such that the fundamental frequency of the brace–plate system is kept consistent at 687 Hz. The results of the computations are presented in Table 3.

Young’s modulus
ER (MPa)
Brace thickness
hc (m)
Fundamental frequency
a (Hz)
7500.01576687
8000.01536687
8130.01527687
8500.01500687
9000.01466687
9500.01435687

Table 3.

Results of the inverse model analysis.

Clearly, adjusting the thickness of the brace also has an effect on the other natural frequencies. These are presented in Table 4.

Young’s modulus
ER (MPa)
Brace thickness
hc (m)
b1 (Hz)b2 (Hz)b3 (Hz)
7500.0157677413602653
8000.0153678213632650
8130.0152778413642650
8500.0150079013662648
9000.0146679813702645
9500.0143580613742642

Table 4.

Calculated frequencies of the inverse model analysis.

Interestingly, the constraints indicated in equation (17), although physically strict, allow for more than one solution in certain cases. An example is shown in Table 5.

Young’s modulus
ER (MPa)
Brace thickness
hc (m)
a (Hz)b1 (Hz)b2 (Hz)b3 (Hz)
7500.0135968757011492185

Table 5.

Alternate brace thickness solution satisfying the physical constraints.

5.6. Discussion

From these results, it is evident that it is possible to design a brace–plate system starting with a desired fundamental frequency in conjunction with using the proposed Cayley–Hamilton method. Table 3 clearly shows that by adjusting the thickness of the brace by small increments (10-5 m, machine limit), it is possible to compensate for the variation in the cross-fibre stiffness (Ey) of the plate so that the fundamental frequency of the combined system is equal to that of the benchmark value of 687 Hz. The results obtained using the Cayley–Hamilton theorem algorithm match those values obtained using the forward model exactly. However, since no account has been taken of the other frequencies during the analysis, Table 4 shows that frequencies b1b3 vary considerably from those values obtained for Ey=850 MPa. Therefore, it is important to ensure that there is a good understanding of what a given model can control. Moreover, it is interesting to note that within the strict physical constraints of equation (17), there is more than one brace–plate system (solution) that satisfies the Cayley–Hamilton theorem of equation (16). From Table 5, it can be seen that an alternate solution to the system exists, different from the one presented in Table 3, for a plate having an Ey of 750 MPa. In this case, by reducing the thickness of the brace, it is still possible to achieve a system having the desired frequency of 687Hz. However, the desired frequency is no longer the fundamental frequency but rather becomes the second frequency, and the fundamental has been replaced with a fundamental frequency of 570 Hz. It is important to keep this phenomenon in mind while designing a system. This is especially true if the order in the spectrum of a certain frequency associated with a certain modeshape is absolutely critical

6. The determinant method for partially described systems

Although effective, the Cayley–Hamilton method for solving inverse eigenvalue problems described in the previous section may not be the most computationally efficient method when solving partially described systems. Partially described systems are those for which only a select few eigenvalues are specified, as opposed to the entire spectrum being given. In this section, the determinant method, which first appeared in the study of Mir Hosseini and Baddour [21], is introduced.

For clarity, the method is explained for the case where two eigenvalues are required to be a certain value. The method proceeds in the same manner where the number of specified eigenvalues is larger. Solving the characteristic equation of the system requires the use of the determinant equation

pt=detKλM=0E18

where λ is the eigenvalue obtained by finding the roots of the polynomial equation 18. Suppose that two of the possible n roots (in this case the eigenvalues a1 and a2) are required to be of a certain value. Replacing λ in the characteristic polynomial with the desired a1 and a2 each in turn leads to two scalar equations, specifically

pa1=detKa1M=0pa2=detKa2M=0E19

The two scalar equations in equation (19) can be simultaneously solved for up to two unknowns. This greatly reduces the computational effort involved. Constraints can be used to create a physically realistic system. Similar to the case for the Cayley–Hamilton theorem, the equations will be polynomials and the use of a good polynomial solver is required to obtain the multiple solutions expected.

6.1. Algorithm

In the case of Problem C, m eigenvalues are given for an n dimensional system, so that n − m is the number of unknown or unspecified eigenvalues for the system. The output of the determinant method consists of the remaining n − m eigenvalues as well as any of the unknown matrix entries.

Determinant Algorithm. A certain set of desired eigenvalues, a1, …, am, which is smaller than the dimension of the system, are given as input information.

  1. Generate the M and K matrices from the chosen forward modelling technique leaving variable m as unknown modelling parameters.

  2. Generate a determinant equation from each desired frequency:

    p(a1) = det(K − a1M) and p(a2) = det(K − a2M)…p(am) = det(K − amM)where a1, …, am are obtained from the desired natural frequencies;

  • Solve the set of m equations in m unknowns;

  • Insert the unknown values found from step 3 into the matrices and calculate the system natural frequencies using the forward modelling process in order to verify that the solution is consistent with the input values.

  • 7. Example of using the determinant method

    In this section, an example of how the determinant method can be used to solve an inverse vibration problem is presented. In this section, the authors demonstrate a method to impose two desired natural frequencies on a dynamical system of a simply supported Euler–Bernoulli beam to which a single lumped mass is attached by determining the magnitude and mounting position of the mass. The full details of this example are given in the study of Mir Hosseini and Baddour [21].

    7.1. Modelling

    7.1.1. The method of assumed modes

    The method of assumed modes was used to find a finite-dimensional model (discrete model) for the beam with attached elements. As is well known for the assumed modes approach, the greater the number of modes used, the more accurate the results obtained. Usually, the vibrational modes of a related but simpler problem are used to find approximate solutions to a more complicated problem, in this example, the modeshapes of the beam with no attached elements are used. A good introduction to the assumed modes can be found in the study of Meirovitch [22].

    The assumed method, when applied to a continuous, conservative vibrational system, will result in mass and stiffness matrices that represent the system. The dimensions of these matrices are determined by the degree of discretization selected for the problem. Here lies the main advantage of the assumed mode method over the popular finite element analysis (FEA). It has been shown in the study of Cha [23] that the same level of accuracy can be reached by the assumed modes method using smaller degrees of discretization than with FEA. This implies mass and stiffness matrices that are smaller. This reduced dimensionality of the system is far more relevant to solution of the inverse problem than to the forward problem.

    The assumed modes method was chosen to derive the equations of motion for the case of an Euler–Bernoulli beam to which a number of discrete elements are attached. The transverse vibrations of the beam can be written as

    wxt=j=1NϕjxηjtE20

    Here, w(xt) is the transverse displacement of the beam, ϕj(x) is a space-dependent eigenfunction, ηj(t) is the generalized coordinate and N is the number of assumed modes chosen for the problem. It is important to note that ϕj(x) varies with the choice of the beam and any ϕj(x) should be chosen to satisfy the required geometric boundary conditions of the selected beam.

    7.1.2. Derivation of equations of motion

    In order to derive the equations of motion for the one-dimensional Euler–Bernoulli beam with multiple lumped point-mass attachments as shown in Figure 3, expressions for kinetic and potential energies must first be found. The kinetic energy of the beam is given by

    Figure 3.

    Beam with multiple lumped mass attachments.

    T=12j=1NMjη.j2t+12m1w.2x1t+....+12msw.2xstE21

    where Mj is generalized masses of the bare beam (no attachments), an over dot indicates derivatives with respect to time and m1ms are s lumped point masses positioned at x1xs, respectively.

    Using the same procedure, the equation for the potential energy can be written as

    V=12j=1NKjηj2tE22

    where Kj are the generalized stiffnesses of the bare beam.

    Substituting equation (20) into equation (21), the following equation for kinetic energy is obtained

    T=12j=1NMjη.j2t+12m1j=1Nϕjx1η.jt2+....+12msj=1Nϕjxsη.jt2E23

    Equation (22) for the potential energy remains unchanged from a bare beam since no elastic element was added to the beam.

    Having found the expressions for kinetic and potential energies in terms of ϕ and η , these are then substituted into the Lagrange’s equations to yield the equations of motion. Lagrange’s equations are given by

    ddtTη.iTηi+Vηi=0i=1,2,..,NE24

    where N corresponds to the number of generalized coordinates and hence the number of differential equations.

    Substituting equations (23) and (22) into equation (24) and converting the system of equations into a matrix representation, the matrix equation of motion is given by

    Mη¨¯+Kη¯=0¯E25

    where M and K are the system mass and stiffness matrices, respectively. The mass matrix is given by

    M=Md+m1ϕ¯1ϕ¯1T++msϕ¯sϕ¯sTE26

    In equation (26), ϕ¯1ϕ¯sare N-dimensional column vectors of the N eigenfunctions evaluated at the attachment points x1xs, so that for example

    ϕ¯1=ϕ1x1...ϕNx1E27

    Md is a diagonal matrix whose diagonal components are the generalized masses Mi, and m1ms are the masses of the lumped attachments.

    For the stiffness matrix, since elastic elements are not added to the beam, the stiffness matrix remains a diagonal matrix whose elements are the generalized stiffnesses of the beam. Hence, the stiffness matrix is given by

    K=KdE28

    7.1.3. Choice of eigenfunctions

    As can be seen in equations (26) and (27), eigenfunctions constitute a major component of the mass matrix of the combined system. It is solely a function of position, x and can take many different forms depending on the beam being considered. The most basic requirement of any eigenfunction simulating the vibrational behaviour of a beam is its ability to accommodate and satisfy the beam boundary conditions. Here, the eigenfunctions for an Euler–Bernoulli beam with simply supported boundary conditions are given by Cha [23]

    ϕnx=2ρLsinnπxLE29

    where ρ is the mass per unit length of the beam and L represents the length of the beam.

    7.1.4. Frequencies and modeshapes

    In order to solve equation (25), a system of N second-order differential equations, the vector of generalized coordinates η¯is written as

    η¯=ηeiωtE30

    Here, ω is the frequency of vibration of the system. Also, the inclusion of the complex number “i” is justified given the fact that the system is conservative, and it is expected that the vibrations are purely oscillatory.

    Substituting equation (30) into equation (25) and taking derivatives yields

    (ω2M+K)η=0_E31

    In order for equation (31) to have a non-trivial solution, the following equation must hold

    detω2M+K=0E32

    Substituting λ = ω2 in equation (32), an equivalent expression is obtained:

    detKλM=0E33

    Equation (33) can be solved for either the squared frequencies of the system λ (forward problem) or the coefficients of K and M matrices (inverse problem). In this section, the case of inverse problem is investigated for the case of an Euler–Bernoulli beam with a single mass attachment det(K).

    7.1.5. Inverse problem

    The problem of imposing two frequencies on a dynamical system consisting of a beam with a single attached lumped mass is considered here which leads to the following system of equations:

    detKλaM=0detKλbM=0E34

    where λa and λb are the desired natural frequencies squared to be imposed on the system (design variables). Due to the fact that no stiffness element is added to the beam, K remains intact and can be determined using equation (28), whereas the mass matrix of the combined system M is given by

    M=Md+m1.ϕ¯1.ϕ¯1TE35

    where m1 is the magnitude of the lumped mass and ϕ¯1is a function of the mass position x1 and is defined by equation (27). m1 and x1 are the unknown variables of the inverse problem. Substituting equation (35) into (34), a system of two equations and two unknowns is obtained whose solution is presented in the next section for the case of a simply supported beam.

    In using the determinant method, each desired natural frequency is substituted into a determinant equation of the form of equation (34). Therefore, each desired natural frequency produces a single equation. Therefore, n desired natural frequencies require n “design degrees of freedom” or parameters to be controlled, such as added masses or springs, or their location on the beam. The value of the added mass (or spring) is considered one design degree of freedom and its unknown location is another. The form of the equations produced through imposing a desired frequency on the determinant depends on the choice of eigenfunctions in the assumed modes method and also how the unknown desired parameter (e.g. position of the mass) is included in those eigenfunctions. Here, we have chosen the traditional trigonometric functions as the eigenfunctions because they are the most well-known choices for the Euler–Bernoulli beam. Other choices of eigenfunctions may lead to better computational results with this method.

    7.2. Results

    The following assumptions are considered in defining the inverse problem:

    • The acceptable mass range is a fraction of the mass of the beam, that is, m = cρL for 0 < c < 1.

    • The degree of discretization using assumed modes is N=10 for the simply supported beam.

    • The acceptable position range is a fraction of the length of the beam L, that is, pL, where 0 ≤ p ≤ 1 .

    Maple (Maplesoft) was used to perform the numerical calculations.

    The major steps in solving, as well as coding, the inverse eigenvalue problems are outlined here. First, two natural frequencies are chosen as desired input frequencies (λaλb). These are the frequencies we seek to impose on the beam with its mass attachment. To insure a solvable problem, we chose known values from previously solved forward problem. The generalized mass and stiffness matrices must be formed. (MdKd) whose diagonal elements are given by

    Mi=1E36
    Ki=iπ4EIρL4E37

    The eigenfunction vector, ϕ¯, must also be built using the simply supported beam eigenfunction equation (29). The stiffness matrix is unaffected because no stiffness elements are added. The mass matrix of the combined system is affected by the presence of lumped masses, whereas the stiffness matrix is not. Hence, the matrices are given by

    Kt=KdE38
    Mt=Md+cρLϕ¯pLϕ¯pLTE39

    where c is the mass coefficient and vector ϕ¯pLis defined as

    ϕ¯pL=ϕ1pL..ϕNpLE40

    Equations (38) and (39) along with the two desired values of λ are substituted into equation (34). This gives two equations in two unknowns, which shall be solved for the two unknowns, c and p, using fsolve as well as the DirectSearch packages in Maple. Fsolve is Maple’s built-in equation-solving package. The details of the DirectSearch package can be found in the study of Moiseev [17]. The results obtained for c and p include the anticipated results (already known from the forward problem since we chose the desired λ from a known forward problem) plus additional results for c and p. To check whether the order of the frequencies in the frequency spectrum will be conserved or if the results returned by the inverse problem achieve the desired system frequencies, the parameters c and p must be substituted into the forward code in order to obtain the entire spectrum of system frequencies. From symmetry of the boundary condition about the beam midpoint, only half of the beam is considered and the results can be extended to the other half. These results are presented in the left-hand columns of Table 7.

    Input given to inverse
    determinant method
    Solution via inverse
    determinant method
    Full span of frequency
    squared spectrum obtained
    through the solution
    of forward problem
    λ2 = 1210.7430, λ3 = 7703.7093
    (Obtained with m = 0.2ρL
    l = 0.3L in the forward code)
    m = 0.2ρL
    l = 0.3L
    (This result was obtained
    through both Direct Search
    and fsolve methods)
    76.8682
    1210.7430
    7703.7093
    22705.2481
    49733.6143
    1.19385×105
    2.29571×105
    3.45310×105
    5.95631×105
    9.74091×105
    m = 0.3895ρL
    l = 0.3587L
    (This result was obtained through both
    Direct Search and fsolve packages)
    59.0673
    1210.7430
    7703.7093
    18122.3022
    55694.1292
    1.18846×105
    1.91164×105
    3.88304×105
    5.89699×105
    8.69163×105

    Table 6.

    Inverse problem for second and third frequencies for a simply supported beam.

    Input given to inverse determinant methodSolution via inverse determinant methodFull span of frequency
    squared spectrum obtained
    via the solution
    of forward problem
    λ2 = 1411.9003, λ4 = 20420.5236
    (Obtained with m = 0.2ρL
    l = 0.4L in the forward code)
    m = 0.1516ρL
    l = 0.0972L
    (This result was obtained through Direct Search and fsolve packages)
    94.7851
    1411.9003
    6626.2231
    20420.5236
    51205.1150
    1.11210×105
    2.15698×105
    3.82314×105
    6.29638×105
    9.73288×105
    m = 0.4695ρL
    l = 0.4268L
    (This result was obtained through Direct Search package only)
    51.2467
    1411.9003
    6082.1204
    20420.5235
    57662.4808
    1.00203×105
    2.33797×105
    3.33408×105
    6.17507×105
    9.04206×105
    m = 0.2ρL
    l = 0.4L
    (This result was obtained via Direct Search package only)
    71.3527
    1411.9003
    7164.6511
    20420.5236
    60880.6819
    1.05946×105
    2.21752×105
    3.77388×105
    5.73630×105
    9.74091×105

    Table 7.

    Inverse problem for second and fourth frequencies for a simply supported beam.

    The squared frequencies in the left-hand columns of these tables are chosen from the previously solved forward problem, and their subscripts indicate their order in the frequency spectrum. The middle columns of these tables contain the values of the masses as well as their positions on the beam obtained after substituting the squared frequencies of the first columns into the inverse problem code. Finally, the right-hand- columns are the full span of frequency spectrum obtained after substituting the masses as well as their positions of the middle column into the forward problem. The desired squared frequencies are in bold face in the right-hand column vectors to make it easier for the reader to compare them with the desired frequencies of the left-hand column.

    From Table 7, some observations can be made. First, the desired value and order of the two input frequencies were preserved by the inverse problem. Specifically, in Table 7, the two input frequencies remain as the second and fourth system frequencies when the complete frequency spectrum was found for all three possible solutions returned by the inverse problem. Second, for each mass obtained, there must be two corresponding positions that are symmetrical with respect to the middle of the beam. This follows from the symmetry of the boundary conditions of the simply supported beam. Finally, a good equation solver is imperative for this method to work properly. For example, the use of an alternative equation solver (DirectSearch) yielded additional parameters c and p that were not returned by the built-in equation solver of Maple.

    In order to verify that the method works when the chosen natural frequencies are not close together, a second example with the simply supported beam is presented. In this second example, the chosen frequencies are the second and eighth natural frequencies. As shown in Table 8, the method worked well in this case. Interestingly, a larger number of possible solutions were obtained in this case, in comparison with the cases shown in Tables 6 and 7. It is observed that the larger the separation in chosen order between λi and λj, the greater the number of possible solutions to the inverse problem.

    Input given to the
    inverse problem
    Solution via inverse
    determinant method
    Full span of frequency
    squared spectrum obtained
    via the solution
    of forward problem
    λ2 = 1411.900275, λ8 = 3.773881670 × 105
    (Obtained with m = 0.2ρL
    l = 0.4L in the forward code)
    m = 0.2ρL
    l = 0.6L
    71.3527
    1411.9003
    7164.65111
    20420.52363
    60880.6819
    1.05946×105
    2.21752×105
    3.77388×105
    5.73630×105
    9.74091×105
    m = 0.0807ρL l = 0.6615L86.6441 1411.9003
    7887.5523
    22430.0485
    56495.1732
    1.26101×105
    2.13015×105
    3.77388×105
    6.37810×105
    9.05601×105
    m = 0.0752ρL
    l = 0.8447L
    94.2653
    1411.9003
    6953.8085
    22707.0792
    58428.8453
    1.25669×105
    2.31928×105
    3.77388×105
    5.86872×105
    9.10470×105
    m = 0.0585ρL
    l = 0.7133L
    90.83562
    1411.9003
    7750.6323
    24432.2348
    55584.5685
    1.20289×105
    2.33870×105
    3.77388×105
    5.98869×105
    9.64184×105
    m = 0.0573ρL
    l = 0.7944L
    93.4974
    1411.9003
    7262.2914
    24320.8984
    60836.8705
    1.20776×105
    2.15464×105
    3.77388×105
    6.30690×105
    9.72121×105

    Table 8.

    Inverse problem for second and eighth frequencies for a simply supported beam.

    7.3. Conclusion

    The determinant method was used to demonstrate how to impose two natural frequencies on a dynamical system consisting of a beam to which a single lumped mass is attached. In this method, the known (design) variables are the two natural frequencies and the unknown variables are the magnitude of the attached mass as well as its position along the beam. The proposed method is easy to code and can accommodate any kind of eigenfunction. It was shown that the expected values of the added mass and its position are recovered from the inverse problem, in addition to the unexpected possible solutions. Even for this simple problem, a unique solution does not exist. The non-uniqueness can be considered as a benefit from the point of view of design possibilities. An investigation of the inverse problem also reveals that the order of the frequencies in the hierarchy of the whole frequency spectrum is conserved. Ideally, the degree of discretization should be the same for both forward and inverse problem. Although not discussed here, a promising observation made by Mir Hosseini and Baddour [21] through numerical simulations was that using a lower degree of discretization for the inverse problem could still give acceptable results from the point of view of engineering design, especially when lower orders of frequencies are involved.

    8. Chapter summary and conclusions

    In this chapter, two direct methods of solving inverse eigenvalue problems were presented and examples of the methods given. Both methods are not restricted in the type of matrices with which they can be employed. In both cases, nth order polynomial equations are obtained when working with nth order matrices, which must be solved for the inverse problem. Hence, good polynomial solvers, capable of producing the multiple solutions expected of both methods, are required. In using these inverse eigenvalue methods, careful care must be taken in setting up the forward modelling problem because the choice of modelling approach and chosen functions have a large effect on the order and solvability of the ensuing inverse problem.

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    Patrick Dumond and Natalie Baddour (July 6th 2016). Structured Approaches to General Inverse Eigenvalue Problems, Applied Linear Algebra in Action, Vasilios N. Katsikis, IntechOpen, DOI: 10.5772/62284. Available from:

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