Research Article  Open Access
Qianqian Wang, Changchun Wang, Hui Wang, "A New Method for ReliabilityBased Sensitivity Analysis of Dynamic Random Systems", Mathematical Problems in Engineering, vol. 2019, Article ID 5437695, 13 pages, 2019. https://doi.org/10.1155/2019/5437695
A New Method for ReliabilityBased Sensitivity Analysis of Dynamic Random Systems
Abstract
A novel numerical method for investigating timedependent reliability and sensitivity issues of dynamic systems is proposed, which involves random structure parameters and is subjected to stochastic process excitation simultaneously. The Karhunen–Loève (KL) random process expansion method is used to express the excitation process in the form of a series of deterministic functions of time multiplied by independent zeromean standard random quantities, and the discrete points are made to be the same as Legendre integration points. Then, the precise Gauss–Legendre integration is used to solve the oscillation differential functions. Considering the independent relationship of the structural random parameters and the parameters of random process, the timevarying moments of the response are evaluated by the point estimate method. Combining with the fourthmoment method theory of reliability analysis, the dynamic reliability response can be evaluated. The dynamic reliability curve is useful for getting the weakness time so as to avoid breakage. Reliabilitybased sensitivity analysis gives the importance sort of the distribution parameters, which is useful for increasing system reliability. The result obtained by the proposed method is accurate enough compared with that obtained by the Monte Carlo simulation (MCS) method.
1. Introduction
Random analysis of vibrating structures has received much more attention in recent years [1–4]. Mechanical structures always contain unavoidable uncertain factors such as geometrical errors, uncertainty of material properties, and manufacturing errors, which constitute the basic random parameters of the vibrating system. And the structures may be subjected to stochastic process excitation in the meanwhile, such as the excitation from the base, ocean wave, wind, and rough road. If the responses of the structures under random conditions exceed the allowable boundary, it will cause failures, e.g., base vibration, noise, and interference. The reliability analysis of random vibrating systems aims to analyze failure probability in the vibrating process especially at the unstable time when the machine is started. The reliability basedsensitivity analysis ranks the importance of the distribution characteristics of the random parameters contributing to reliability, which is of great significance for increasing the reliability value.
For the timeindependent random systems, traditional methodologies can be classified into two categories: the numerical Monte Carlo simulation method [5] and analytical reliability methods (e.g., the firstorder reliability method, the secondorder reliability method, and the advanced mean value method). However, the state functions of complex vibrating structures are always in the implicit form and difficult to obtain. In these conditions, the analytical reliability methods are seldom applicable. Therefore, more suitable methods are developed for implicit limitstate functions, e.g., the response surface method [6–9], the artificial neutral network method [10], and the point estimate method [11, 12]. Within all these methods, the point estimate method is convenient for implicit multivariate state functions [13–15].
As the exciting force of the dynamic random system is a timedependent random process, it is computationally expensive to obtain the timevarying reliability value in the time domain. Hu [16, 17] used an extreme value response method to solve the timedependent reliability problems, and Wang et al. [18] used this method in kinematic reliability analysis. This extreme value method transforms the timedependent problems to timeindependent problems and simplifies the calculation. However, it ignores random response at each time point. Another method is decomposing the spectral representation of the random process using KL expansion [19, 20], orthogonal series expansion, expansion optimal linear estimation, etc. Of all these expansion methods, KL expansion is an efficient tool for the excitation process in the dynamic system.
In the past literatures, a number of works [21, 22] have been performed on linear structures’ reliability analysis issues. The perturbation method, fourthmoment method combined with the Edgeworth series [23], improved response surface method combined with the trigonometric series expression of the stochastic process [24, 25], path integration method [26, 27], and a new probability density evolution method [2] for dynamic response analysis and reliability assessment were investigated in recent years. However, timevarying random responses of structures with random structure parameters and random process excitation are not properly investigated in all the literatures mentioned above.
In the present study, an attempt has been made to develop a timevarying reliability and sensitivity analysis for a random parametric structural system under stationary or nonstationary excitation incorporating uncertainty in the structural parameters. An approach for evaluating the response of the random vibration is proposed by combining KL expansion, Gauss–Legendre precise integration, and the dimension reduction point estimate method. And then, the reliabilitybased sensitivities with respect to the mean and variance of the random structural parameters are analyzed based on the system reliability utilizing the core function method. The process of reliability and sensitivity analysis of the random dynamic system is presented in Figure 1. The main idea of the process is as follows:(1)The Gaussian process is expanded by the KL method to a series of timedependent deterministic functions multiplied by Gaussian random parameters, which are dispersed at the Gauss–Legendre integral points.(2)The precise integration is utilized to solve the differential equations of the random structures subjected to each expansion deterministic function.(3)Combining with the point estimate method, the moments of each response under the series of deterministic functions are calculated.(4)Considering the Gaussian random parameters produced in the KL expansion, the moments of the structure’s random response are calculated.(5)The moment method is used to estimate the reliability and sensitivities.
2. KL Expansion of the Stochastic Process
A quite general and precise spectral representation utilized for the Gaussian random process is the KL expansion of the covariance function. This expansion is available to stationary and nonstationary stochastic processes. The expansion of a stochastic process takes the following form:where the first term is the mean of the random process. The second term is the summation of a set of orthogonal zeromean random variables (ξ) with unit variance multiplied by a series of deterministic functions of time:where denotes Kronecker’s delta symbol. In practical applications, the continuous stochastic process is dispersed at time points t_{k} = kΔt, k = 1, 2, …, n, and the n × ndimensional covariance matrix of the dispersed stochastic process is obtained:
The dispersed values of the deterministic functions in the KL expansion terms are uniquely specified by the eigenvectors and eigenvalues of the symmetric covariance matrix C = [C_{ik}] as follows:where denotes the kth component of the jth eigenvector. When the expansion term equals the number of time points n, it is accurate for the KL representation to describe the stochastic process. However, in practical applications, it is too complex for all terms to be considered. Assuming the eigenvalues are decreasingly ordered, and accepting a tolerance ε, the number N < n can be estimated accordingly. And then, equation (1) can be written as
If the dispersed time points t_{k} are replaced by the Gauss–Legendre integration points as described in Section 3, the dispersed exciting force functions can be obtained by equation (5), and they are applicable in the following precise integration.
To quantify the accuracy of the truncated KL expansion with number N, the following variance and covariance errors are defined according to literatures [28, 29]:where is the variance of the random process and is the covariance function. denotes fluctuations around the mean value.
3. Solution of Random Vibration
3.1. Precise Gauss–Legendre Integration Points [30–33]
A multidegreeoffreedom linear random vibration system can be expressed by differential equations in the matrix form as follows:where M, C, and K are the mass, damping, and stiffness matrices, respectively; , , and are the displacement, velocity, and acceleration vectors, respectively; and is the force vector.
The state equation for the random vibration system can be written aswhere
The general solution of equation (7) iswhere is the initial value of the dynamic system.
The interested time interval of the structural dynamic response is discredited at time points t_{k} = kΔt, k = 1, 2, …, q, as described in Section 2. The responses at time t_{k−1} and t_{k} are written as
Noting that t_{k} = t_{k−1} + Δt, the relationship between and obtained from equations (12) and (13) iswhere , and the accurate evaluation of T can be deduced from the following equation:in which τ = Δt/2^{m}. Expanding by Taylor series, the following expression is obtained:in which and I is the unit matrix.
It is further noted that
So the recurrence formula is concluded asand the solution of T can be deduced using the recurrence formula.
The random load process vector in equations (9)–(14) is represented by KL expansion as
Therefore, the jth term of and its corresponding solution at time t_{k} can be written, respectively, as
The integration of equation (21) can be calculated using the Gauss–Legendre numerical method, and the solution can be represented aswhere M is the number of Gaussian integral points and and are the Gaussian integral point and the corresponding weight, respectively.
Furthermore, for the linear systems, as , the response Y of the random vibrating structure can be expressed as
3.2. Statistical Moment of the Random Extreme Response by Dimension Reduction Point Estimate Method
In each term of random response (j = 0, 1, …, N), the structural random parameters in vector X are time independent. Therefore, it is suitable to use the dimension reduction point estimate method to evaluate the moments of the jth response. The correlated nonnormal random parameters can be transformed to independent standard normal variables by the inverse normal transformation, which can be written asin which U is the ndimensional independent standard normal vector and is the inverse transforming function such as the Rosenblatt transformation, Nataf transformation, and thirdmoment transformation technique, which is determined by the known conditions [34].
Then, the dimension reduction method at time t_{k} is expressed aswhere represents the vector of mean values of the random variables, andin which is the only standard normal distributed random parameter and the other variables are set equal to mean values transformed into the standard normal space.
Considering , the lth origin moment of the jth random response can be expressed by the binomial theorem as
Using the binomial theorem for times, the sth exponentiation in equation (27) is expressed as
It is obvious from the above expression that when the origin moments of Y are obtained, the statistical moment of the random extreme response can be evaluated afterwards. As is a function with only one random variable, it is expediently calculated by Gaussian numerical integration:where is the probability density function of the standard normal variable . The approach for estimating the statistical moment of the response function above is the socalled point estimate method, which is developed by Zhao [35].
Supposing (j = 0, 1, …, N), the first four central moments of the random response can be derived from equations (30)–(33) as
4. ReliabilityBased Sensitivity Analysis for the Random Vibrating System
Consider a system with state function , where the vector X represents the input random variables with a joint probability density function . The probability of failure of the system is defined aswhere < 0 indicates the failure state, > 0 the safe state, and = 0 the limit state.
The effect of the distribution parameters on the reliability of the basic input variables is defined as the reliabilitybased sensitivity, which can be obtained by the methodology of derivation expressed aswhere θ is the distribution parameter of the basic input variables such as the mean value and the variance, and the probability density function of X and θ is expressed as .
However, in many engineering systems, some input random variables may depend on time, and thus, the response can be described by a random process. In this case, a timedependent analysis is necessary to reveal the reliability and reliabilitybased sensitivity characteristics of the random process system. Denoting the interested time interval as [t_{min}, t_{max}], the instantaneous probability of failure iswhere the probability of failure is calculated in a quasisteady sense, by fixing time t and replacing the random process with a random variable.
In the numeric solving process, the time interval [t_{min}, t_{max}] is always dispersed to q discrete points; the failure probability at each discrete point is defined by equation (34), which can be denoted as ; and the failure probability in the time interval iswhich requires to evaluate the union of failure value in all domains by solving q performance functions acting together.
The limitstate function in the timedependent problem can be written aswhere G is the threshold value and Y is the random response. The reliability can be investigated by the fourthmoment method [36].
The first four central moments of the limitstate function is as equations (39)–(42), under the assumption that G and Y are independent:where indicates the mathematical expectation, indicates the variance, denotes the third central moment, and is the fourth central moment, and the random response Y can be substituted by .
The reliability index is defined as
The performance function can be standardized as
Let and , which denote skewness and kurtosis of the state function, respectively. The Edgeworth series can be used to approximate the distribution function of the standardized variable , which is expanded aswhereare the second, third, and fifthorder Hermite polynomials, respectively.
The failure probability is
According to equation (45), the failure probability is expressed asand the reliability is obtained as
Because only the first four terms of the Edgeworth series are used, sometimes the reliability R > 1 may occur. When R is larger than 1, a revised formula is used to obtain the accurate solution [37]:
The direct derivation method is used to evaluate the reliabilitybased sensitivities of the distribution parameters of the basic variables. Here, the distribution parameters include mean value and variance:
Let denote the partial derivative of the lth center moment of with respect to , which can be calculated by the integralwhere is the kernel function, and equation (52) can be calculated by numerical integration together with equation (29).
5. Numerical Example
5.1. Reliability and ReliabilityBased Sensitivity Analysis of a MultiDegreeofFreedom Truss Structure
A truss structure is considered in this example, as shown in Figure 2, with parameters depicted in Table 1.

The stimulating force is supposed to be a stochastic process with constant autospectrum 2 × 10^{5} N^{2}/Hz, frequency domain 0–180 Hz, and mean value 5 × 10^{6} N, and the power spectral density function and covariance function are as follows:where , , , , , and .
When equals 0, the variance of the random process .
First, the stiffness matrix, mass matrix, and damping matrix are established by the FEM, and then the vibration equation of this truss is developed. The vertical response at node 4 is considered for reliability analysis. Rosenblatt transformation is used here to transfer the lognormal normal distribution parameters to independent normal distribution parameters. Then, the proposed method and the MCS are constructed to estimate the reliability and reliabilitybased sensitivity of the parameters of the structure. The number of KL expansion terms is selected to be 300, and the tolerance values and are about 10^{−15} and 10^{−10}. They are accurate enough for calculation. The 100 realizations of random exciting force are simulated in Figure 3. The 100 realizations of response of the structure are shown in Figure 4.
The transient reliability response curve is shown in Figure 5, and the accumulative reliability response curve is shown in Figure 6. The results obtained from the MCS method and the method proposed in this paper agree very well with each other, which indicates that the method proposed here has great computing accuracy and computing efficiency. The transient reliability curve shows that the reliability is minimum at 0.04 s after start, so it is the most dangerous time for the system. The transient curve and the accumulative curve are kept stable after the dangerous time. In the stable state, the reliabilitybased sensitivity of the parameters is obtained, as shown in Figure 7, and the positive influence of the mean value of the crosssectional area and the negative influence of the variance of the crosssectional area are outstanding.
5.2. System with Unknown Distribution Parameters
A damped dynamic vibration absorber model is shown in Figure 8, which is used as the vibrating screen for instance. As illustrated in Figure 8, the system is composed of a vibrating system (mass m_{1}, spring k_{1}, and viscous damping c_{1}) and a dynamic shock absorption system (mass m_{2}, spring k_{2}, and viscous damping c_{2}), and the statistical moments of the random parameters of the system with unknown distributions are displayed in Table 2.

The different equation of motion is
The stimulating force is the stochastic disturbance in work, which is a uniform modulated nonstationary stochastic process. The modulating function iswhere t_{b} = 3 s, t_{c} = 6 s, and c = 0.1572. The power spectral density function and the covariance function of a Gaussian stochastic process are expressed as equations (53) and (54), respectively, in which , , and . Considering , the power spectral density function and covariance of the modulated process are
The number of KL expansion terms is selected to be 200, and the tolerance values and are about 10^{−13} and 10^{−8}, which are accurate enough. The 100 realizations of the random exciting force are shown in Figure 9. The mean response of the structure is shown in Figure 10. The perturbation method proposed in paper [23] is used here to solve the problem in the system with unknown distribution random parameters. Given the first four moments of the random parameters, the statistical characteristic of the response can be calculated. And then, the reliability and reliabilitybased sensitivity can be obtained. The transient reliability and the accumulative reliability obtained by the method proposed in this paper comparing with the MCS method are shown in Figures 11 and 12. Different from the examples proposed above, the curves of the reliability cannot reach a stable state because of the system’s unstable characteristic.
To investigate the influence of the random parameters on the reliability, the accumulative sensitivities are calculated which are shown in Figure 13. According to Figure 13, the mean values of m_{1}, k_{1}, and ω_{t} have a positive effect on the reliability significantly, while the mean value of c_{2} and the variance of m_{2}, k_{2}, c_{1}, and ω_{t} have a negative effect on the reliability significantly.
6. Conclusion
For the random parametric systems subjected to random process excitation, a method combining the stochastic process KL expansion method, the precise Gauss–Legendre integration, the point estimate method, and the fourthmoment method is proposed in this paper. The precise integration is suitable for solving differential functions in a timesaving way and can combine with the KL expansion method at the same dispersed time points. The combination of the two methods simplifies the calculation process and makes it realizable for estimate structure responses subjected to a large number of expansion exciting forces. A large number of Gaussian random parameters produced in the KL expansion scarcely contributed to difficulties in the moment calculation according to equations (30)–(33). However, the method has its own deficiencies in the structure model, which is required to be linear to apply the principle of superposition.
Therefore, the method proposed in this paper is recommended to be applied in the reliability problems of linear structures with timeindependent and timedependent random parameters, which is easy to implement and has high efficiency and accuracy.
Data Availability
The result data used to support the findings of this study are available from the corresponding author upon request.
Conflicts of Interest
The authors declare that they have no conflicts of interest.
Acknowledgments
The authors gratefully acknowledge the Shandong Provincial Natural Science Foundation, China (ZR2014EEP015), and Doctoral Science Foundation of Weifang University.
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Copyright © 2019 Qianqian Wang et al. This is an open access article distributed under the Creative Commons Attribution License, which permits unrestricted use, distribution, and reproduction in any medium, provided the original work is properly cited.