A spectral method to estimate fatigue life under broadband nonGaussian random vibration loading
Hongwei Cheng^{1} , Junyong Tao^{2} , Xun Chen^{3} , Yu Jiang^{4}
^{1, 2, 3, 4}Science and Technology on Integrated Logistics Support Laboratory National University of Defense Technology, 410073, P. R. China
^{1, 2, 3, 4}College of Mechatronic Engineering and Automation National University of Defense Technology, 410073, P. R. China
^{2}Corresponding author
Journal of Vibroengineering, Vol. 16, Issue 2, 2014, p. 596607.
Received 7 November 2013; received in revised form 5 December 2013; accepted 12 December 2013; published 31 March 2014
JVE Conferences
The aim of this study is to propose a spectral method for assessing the fatigue lives of mechanical components under nonGaussian random vibration loadings. Efforts are made to extend the Dirlik’s method to nonGaussian vibration field by introducing the Gaussian mixture model. A symmetric nonGaussian random vibration can be decomposed into a series of Gaussian components through Gaussian mixture model. Then the rainflow cycle distributions of the Gaussian components can be obtained using Dirlik’s method. The cycle distribution of the underlying nonGaussian process is derived by compounding the distributions of Gaussian components together. The nonGaussian cycle distribution, combined with PalmgrenMiner rule is used to predict the fatigue lives of specimens. Comparisons among the proposed method, Dirlik’s solution, nonlinear model in literature, and the experimental data, are carried out extensively. The results have confirmed good accuracy of the proposed method.
Keywords: nonGaussian vibration, Gaussian mixture model, power spectral density, rainflow cycle distribution, fatigue damage.
1. Introduction
For some mechanical components, the service loadings are induced by random vibrations. The randomness of stresstime histories makes the assessment of fatigue damage quite difficult. Among all the cycle counting methods, the rainflow method is regarded as the best one [1]. In the time domain, the rainflow method is applicable for any kind of random process, but it usually requires a large amount of loading records from lengthy and expensive experimental data acquisition programs [2]. Furthermore, we cannot get a stable distribution of rainflow cycles from the time domain data [3]. The frequencydomain representations of random processes, normally power spectral densities (PSDs), are easier to apply and more flexible in engineering applications.
For spectral methods, the rainflow cycle distributions are usually estimated based on the PSDs. Based on Gaussian assumption some spectral methods have been proposed in the literature, such as narrowband approximation method [4], Dirlik’s solution [5] and the methods presented in [6, 7]. A comparison of several spectral methods was presented in [8], where the precision of Dirlik’s method was validated.
In many cases, however, the dynamic vibration loadings of mechanical components do not follow Gaussian distributions [911]. The nonGaussian nature of the stress response results from nonGaussian external excitation, nonlinearity, or both [2]. The nonGaussian random vibration loadings can accelerate the fatiguedamage accumulation because of the presence of highexcursion loading cycles. Hence, the spectral methods applicable to Gaussian loadings are not useful in nonGaussian case. The methods based on Gaussian assumption will overestimate the fatigue lives of mechanical components subjected to nonGaussian random loadings, possibly leading to serious accidents. Hence, new method which is effective for nonGaussian stresstime histories is required.
Some spectral methods for nonGaussian random loadings have been presented in literature. A narrowband approximation method modified by nonnormality and bandwidth correction coefficients was presented in [12]. Some methods based on nonlinear transformations of Gaussian processes were proposed in [2, 10, 13]. There are many damage accumulation rules proposed in the past. Generally speaking, the PalmgrenMiner rule [14, 15] could provide reliable fatigue damage estimation for stationary random loadings [2, 6].
Although some spectral methods for stationary nonGaussian loadings have been proposed, simpler and more efficient methods are still needed in engineering practice. The method proposed in this paper is based on Dirlik’s formula. On the basis of the mathematical treatment of Gaussian mixture models (GMMs) for nonGaussian noise in telecommunications applications [16, 17], a Gaussian mixture model is proposed here which is available for symmetric nonGaussian loadings whose skewness values are zero and kurtosis values are three. Using the proposed Gaussian mixture model, a nonGaussian loading can be decomposed into a series of Gaussian components with different probability weighting factors. Then Dirlik’s formula is used to obtain the cycle distributions of the Gaussian components. The cycle distribution of the nonGaussian loading is obtained by compounding the distributions of the components with the proposed Gaussian mixture model. The nonGaussian cycle distribution, combined with PalmgrenMiner rule is used to predict the fatigue lives of test specimens. Comparisons among the proposed method, nonlinear model in [18], Dirlik’s solution, and the experimental data, are carried out extensively. The results have confirmed good accuracy of the proposed method.
2. NonGaussian random vibration loadings
This study focuses on symmetrical nonGaussian random loadings. NonGaussian vibrations are widely present in realworld environments. Theoretically, the statistical parameters that can thoroughly represent a nonGaussian process are higherorder statistics: higherorder moments or higherorder cumulants [19]. The higherorder statistics of a random process are functions of the sequence of time lags $\left\{{\tau}_{i}\right\}$, $i=1,2,\dots ,n$. The estimation of higherorder statistics is a highly complex problem. In vibration engineering, the higherorder statistics by setting the time lags $\left\{{\tau}_{i}\right\}$ to be zero are always used as substitutions. For this reason, certain statistical properties of the nonGaussian random processes are ignored. This means that most spectral methods for nonGaussian loadings are empirical or semiempirical solutions. The most commonly used statistics are the normalized third and fourthorder central moments: skewness (${\gamma}_{3}$) and kurtosis (${\gamma}_{4}$). Denoting by $X\left(t\right)$ a nonGaussian random loading, skewness and kurtosis are defined as follows:
where $E[\xb7]$ denotes mathematical expectation, ${\mu}_{X}$ and ${\sigma}_{X}$ are the mean value and the standard deviation of $X\left(t\right)$ and ${m}_{3}$ and ${m}_{4}$ are the third and fourthorder central moments. In fact, skewness and kurtosis cannot represent the nonnormality of a nonGaussian process completely because the statistics higher than fourthorder are ignored and the properties of temporal correlation are neglected. It is not difficult to imagine a case that two different stationary nonGaussian processes having identical variance, skewness, and kurtosis. In engineering filed, however, some simplifications are unavoidable. For Gaussian processes, the skewness and kurtosis values are zero and three respectively.
The nonGaussian properties of vehicular vibrations are investigated in [11, 20], where it has been pointed out that most of the nonGaussian loadings encountered in engineering practice are nonstationary from a shortduration viewpoint, but stationary from a longerduration viewpoint. In engineering practice, these kinds of loadings are always treated as stationary processes for simplicity. This study is also partially based on this assumption. A comparison between standardized Gaussian and nonGaussian processes is shown in Fig. 1. The discrepancy is prominent, and the nonGaussian process has many higherexcursion peaks.
Fig. 1. The standardized Gaussian and nonGaussian processes: (a) Gaussian, (b) nonGaussian (${\gamma}_{4}=$8)
3. Gaussian mixture model (GMM)
In the study of nonGaussian noise models in signal processing, Middleton proposed the Gaussian mixture model [16]. From the viewpoint of this model, the underlying nonGaussian process consists of a series of Gaussian components, with different probability weight factors and other parameters. The original GMM was proposed mainly for estimating the nonGaussian noise probability density function (PDF) in telecommunications applications. The general form of the GMM is:
where ${f}_{\mathrm{N}\mathrm{G}}\left(x\right)$ is the PDF of the nonGaussian process; ${f}_{i}\left(x\right)$ is the Gaussian term, namely the PDF of the $i$th Gaussian component; ${\alpha}_{i}$ is the probability weighting factor, 0 ≤${\alpha}_{i}$≤ 1, $\sum {\alpha}_{i}=1$; and $N$ is the dimension of GMM.
For the original GMM in telecommunications applications, the weighting factor ${\alpha}_{i}$ is quantified by a Poisson distribution based on thorough understanding of each Gaussian noise source. This is impossible for nonGaussian random loadings in mechanical engineering. Hence, a modified GMM is needed which is available for nonGaussian random loadings.
Normally, a rather small value of $N$ in Eq. (2), is sufficient to provide an excellent approximation of the real distribution function [17]. The twoterm GMM will be used here:
For a zeromean stationary nonGaussian process $X\left(t\right)$, the GMM can be expressed as:
where ${\sigma}_{1}$ and ${\sigma}_{2}$ are the standard deviations of the two Gaussian components and $\alpha $ and ($1\alpha $) are the probability weighting factors of the two terms. There are three unknown quantities ${\sigma}_{1}$, ${\sigma}_{2}$, and $\alpha $, in Eq. (4). Therefore, a threevariable set of equations is needed to derive the unknown parameters.
For real nonGaussian random loadings in engineering practice, the true values of the higherorder moments cannot be known. The estimated values are always used as substitutes. For a zeromean process, the second, fourth, and sixthorder moments can be calculated as follows:
where $T$ is the duration of the sample time history. When $T$ is long enough, these estimates will converge to the true values with sufficient precision [21].
By substituting Eq. (4) into Eq. (5), the following equations can be obtained:
where ${m}_{2}^{\left(1\right)}$and ${m}_{2}^{\left(2\right)}$ are the secondorder moments of the two Gaussian components, ${m}_{4}^{\left(1\right)}$ and ${m}_{4}^{\left(2\right)}$ are the fourthorder moments, and ${m}_{6}^{\left(1\right)}$ and ${m}_{6}^{\left(2\right)}$ are the sixthorder moments. The secondorder moments are equal to the variances, ${\sigma}_{1}^{2}$ and ${\sigma}_{2}^{2}$.
For a zeromean stationary Gaussian process, the following relationship exists between the various ordered moments:
where $\sigma $ is the standard deviation or root mean square (RMS) and $k$ is a positive integer, 1 ≤ $k$ < $\infty $. Then for the two Gaussian components:
Substituting Eq. (8) into Eq. (6) results in:
The unknown parameters ${\sigma}_{1}$, ${\sigma}_{2}$, and $\alpha $ can be derived through Eq. (9) by substituting the theoretical values of ${m}_{1}$, ${m}_{2}$, and ${m}_{3}$ by the estimated ones in Eq. (5). Then the twoterm mixture PDF of a nonGaussian process is obtained. This is a new method for estimating the PDFs of symmetric nonGaussian loadings. However, to assess the fatigue cycle distribution of nonGaussian random loadings based on spectral data, a further step must be taken. Hence, the GMM will be introduced into the frequency domain.
4. PSD decomposition of nonGaussian vibration loadings
It is clear that a PSD cannot define a nonGaussian process, unlike the Gaussian case. Based on the GMM, a probabilistic explanation of a nonGaussian process has been proposed. In Eq. (4), $\alpha $ and ($1\alpha $) represent the probabilities of existence of the two Gaussian components in the time domain. Furthermore, in the frequency domain, the underlying PSD is decomposed into two differentvalued PSDs to account for nonnormality.
For a nonGaussian zeromean stationary process $X\left(t\right)$, the variance can be expressed as:
where ${S}_{X}\left(f\right)$ is the onesided PSD, and $f$ is the frequency. For the two Gaussian components:
where ${S}_{1}\left(f\right)$ and ${S}_{2}\left(f\right)$ are the PSDs of the two components. According to Eq. (9):
Substituting Eq. (10) and Eq. (11) into Eq. (12), results in:
To derive the PSDbased rainflow cycle distribution, the magnitudes of ${S}_{1}\left(f\right)$ and ${S}_{2}\left(f\right)$ must be determined. Here we assume that ${S}_{1}\left(f\right)$ and ${S}_{2}\left(f\right)$ are proportional to ${S}_{X}\left(f\right)$ along the frequency axis:
where ${\eta}_{1}$ and ${\eta}_{2}$ are the constants of proportionality, which can be derived by combining Eq. (14) with Eq. (10) and Eq. (11):
Then, substituting Eq. (14) and Eq. (15) into Eq. (13), the PSD decomposition of symmetric nonGaussian random loadings is obtained. The expression in Eq. (13) is defined as the probabilistic PSD ($p$PSD).
5. Modified Dirlik’s formula and fatigue damage estimation
5.1. Dirlik’s formula
Dirlik’s formula is an approximate closedform expression of the PDF of the normalized amplitude of rainflow cycles. This method has been developed based on extensive numerical simulations with computers [5]. First, let us introduce the definition of spectral moment. For the PSD of a given Gaussian process $X\left(t\right)$, the spectral moment is defined as:
From spectral moments, it is possible to derive some important characteristics of the random process itself. For example, the standard deviation is ${\sigma}_{X}=\sqrt{{\lambda}_{0}}\text{,}$ the expected rate of zerouncrossing is ${v}_{0}=\sqrt{{\lambda}_{2}/{\lambda}_{0}}$, the expected rate of peaks is ${v}_{\mathrm{p}}=\sqrt{{\lambda}_{4}/{\lambda}_{2}}$, the bandwidth factor is $\mathcal{B}={v}_{0}/{v}_{\mathrm{p}}$, and the average frequency is ${f}_{m}={\lambda}_{1}/{\lambda}_{0}\sqrt{{\lambda}_{2}/{\lambda}_{4}}$.
The normalized amplitude of the loading cycle is defined as:
where $s$ is the amplitude of the rainflow cycle. Then the distribution of the normalized rainflow cycle, based on Dirlik’s solutions, is [5]:
where ${c}_{1}=\frac{2({f}_{m}{\mathcal{B}}^{2})}{1+{\mathcal{B}}^{2}}\text{,}$${c}_{2}=\frac{1\mathcal{B}{c}_{1}+{c}_{1}^{2}}{1\xi}\text{,}$${c}_{3}=1{c}_{1}{c}_{2}\text{,}$$\varpi =\frac{1.25\left(\mathcal{B}{c}_{3}{c}_{2}\xi \right)}{{c}_{1}}\text{,}$$\xi =\frac{\mathcal{B}{f}_{m}{c}_{1}^{2}}{1\mathcal{B}{c}_{1}+{c}_{1}^{2}}$. Previous studies have proved that Dirlik’s empirical formula can precisely approximate the rainflow cycle distributions of Gaussian random loadings [8].
5.2. Dirlik’s formula for nonGaussian loadings
Equation (13) gives the $p$PSD of a nonGaussian random loading. Then the rainflow cycle distribution of each component can be calculated based on Dirlik’s formula through a simple variable change:
where ${p}_{1}\left(z\right)$ and ${p}_{2}\left(z\right)$ are the normalized cycle distributions of the Gaussian components, $s$ is the amplitude of the rainflow cycle, and ${\sigma}_{1}$ and ${\sigma}_{2}$ are the standard deviations of the two Gaussian components. The cycle distribution of the symmetric nonGaussian random loading is defined as follows:
5.3. Fatigue damage estimation
For a random loading, fatigue damage is caused by amplitudes and mean values of loading cycles. The counted cycles are random events. For zero mean nonGaussian random loadings, the rainflow cycles follow the distribution expressed by Eq. 20. For nonzero mean loadings, the rainflow cycle distribution should be modified based on the correction models, such as Goodman model, Gerber model, and Soderberg model [22].The expected rate of occurrence of rainflow cycles is denoted with ${v}_{c}$ which is equal to the expected rate of occurrence of peak, ${v}_{p}$. It is can be derived from the spectral moments of PSD, as shown in subsection 5.1.
Furthermore, a damage accumulation rule must be selected to collect the fatigue damage caused by each cycle together in a specified manner. There are many damage accumulation rules reviewed in [23]. The linear damage accumulation rule, namely PalmgrenMiner rule can give reasonable results for stationary random loadings according to [24]. We will adopt PalmgrenMiner rule in this study. Normally, the stress life curve, namely SN curve is defined in the form of powerlow model:
where, $N$ is the number of cycles to failure at amplitude $S$, $b$ and $A$ are the fatigue parameters of material or structure. Then the expected fatigue damage can be expressed as follows:
where $T$ is the time duration of the nonGaussian random loading, ${f}_{\mathrm{G}\mathrm{M}\mathrm{M}}\left(s\right)$ is the nonGaussian rainflow cycle distribution defined in Eq. (20).
6. Examples
The fatigue data used in the examples is from Kihl [18]. This fatigue data and the simulated nonGaussian random loadings are used to validate the capability of the proposed method. The proposed method is used to predict the fatigue lives of the fatigue test specimens (Fig. 2). Comparisons among experimental data, results from the proposed method, nonlinear transformation model, and Gaussian assumption are carried out extensively. In addition, a rainflow counting procedure based on the time history is carried out to evaluate the empirical distribution of rainflow cycles. The rainflow counting procedure is based mainly on the WAFO toolbox [25].
Fig. 2. Fatigue test specimen [18] (Dimensions are in millimeters)
The cruciform joint shown in Fig. 2 was extensively tested under nonGaussian random loadings. The welds in the specimens are common locations for initiation and propagation of fatigue cracks in actual structures. The configuration and dimensions of the test specimens are shown in Fig. 2. The yield stress and ultimate stress of the steel palate are 638 and 683 MPa, respectively. During the fatigue tests, the cruciforms were loaded axially in the vertical direction with loads applied to the ends of the vertical legs by means of hydraulic grips. Owing to the presence of stress concentrations and residual stresses at the weld toe, the fatigue cracks normally began at the toe of the welds, as shown in Fig. 2. The SN curve of the structural detail is:
The expression in Eq. (23) was fitted based on the results of constantamplitude fatigue tests in four different stress levels where the lowest and highest levels are 83 and 310 MPa, respectively.
The nonGaussian random loadings are generated using the standard Gaussian simulation technique [26] combined with nonlinear transformation [18]. The kurtosis value of the nonGaussian loadings is five. The three RMS stress levels used in the experiments are 52, 69 and 103 MPa. The sample time histories and the PSDs of the broadband nonGaussian random loadings in different RMS stress levels are shown in Fig. 3.
Fig. 3. Sample time histories and the PSDs of the three broadband nonGaussian random loadings in different RMS stress levels: (a) 52 MPa, (b) 69 MPa, (c) 103 MPa and (d) PSDs
Each simulated load was used as input in the fatigue test and, treated as a loading block, was repeated many times until failure [18]. Four specimens were tested for each loading process. The broadband nonGaussian fatigue test results are shown in Table 1. Also presented in this table are the mean values of fatigue lives, in applied cycles, for each stress level.
Table 1. Broadband nonGaussian fatigue test results
RMS stress
level (MPa)

Cycle to failure, ${N}_{exp}$


Exp. 1

Exp. 2

Exp. 3

Exp. 4

Mean value, ${\stackrel{}{N}}_{\mathrm{e}\mathrm{x}\mathrm{p}}$


52

951800

742900

1067900

703000

866400

69

373800

326300

273000

301000

318525

103

47900

45100

39500

44200

44175

The critical fatigue damage is assumed to be$\mathrm{}{D}_{cr}=1$, and then the predicted number of cycles to failure based on the proposed method (Eq. (22)) is:
In this example, $A=$1.7811×10^{12}, $b=$3.210. The rainflow cycle distribution ${f}_{GMM}\left(s\right)$ is derived based on the proposed method. For simplicity, we shall just demonstrate the application of the proposed method to the case that the RMS stress level is 52 MPa. The procedures for other cases are similar, and we will just list the results.
Based on Eq. (5), we get the estimations of the second, fourth, and sixthorder moments of the nonGaussian random loading shown in Fig. 3(a), ${\widehat{m}}_{2}=$2704, ${\widehat{m}}_{4}=$3.8564×10^{7}, and ${\widehat{m}}_{6}=$1.2044×10^{12}. By substituting these values into Eq. (9), we get the parameters of GMM are, $\alpha =$0.7560, ${\sigma}_{1}=$36.9662, and ${\sigma}_{2}=$82.7539. And then according to Eq. (15), the two parameters for $p$PSD are:
Based on these two parameters and Eq. (13), the $p$PSD of the nonGaussian loading is obtained, as shown in Fig. 4.
Fig. 4. $p$PSD of the nonGaussian random loading with RMS stress level 52 MPa
By substituting ${S}_{1}\left(f\right)$ and ${S}_{2}\left(f\right)$into the Dirlik formula (Eq. (18) and Eq. (19)), we can get two Gaussian rainflow cycle distributions, ${p}_{1}\left(s\right)$ and ${p}_{2}\left(s\right)$. And then we can get the nonGaussian rainflow cycle distribution according to Eq. (20), as shown in Fig. 5. Also illustrated in this figure are the empirical distribution and Gaussian rainflow cycle distribution. The empirical distribution is estimated based on rainflow cycles counted from the sample time history with time duration $T=$4000 s. There are 1425 rainflow cycles in the sample time history. The comparison shows the accuracy of the proposed in describing the rainflow cycle distribution of broadband nonGaussian random loading. The full range comparisons are presented in Fig. 5(a) and Fig. 5(b) in the linear and semilog coordinates, respectively. And we can see that the proposed methodology can give a reasonable description of the nonGaussian rainflow cycle distribution, especially in the larger range of the rainflow cycles. Normally, the larger cycles will dominate the fatigue damage process of mechanical component, so we have given a close up view of the distribution curves when cycle amplitude is above 83 MPa in both linear and semilog scales in Fig. 5(c) and Fig. 5(d), respectively. Furthermore, we can see that the empirical distribution curve fluctuates severely when the PDF value is close to or below 0.1 % in semilog scale. The reason for this phenomenon is that the sample size of the rainflow cycles is 1425, which is too small to give a stable prediction in that order of magnitude. But the proposed method can give a stable prediction, as shown in Fig. 5(b) and (d).
The predicted fatigue life of the specimen is derived by substituting the nonGaussian rainflow cycle distribution into Eq. (24). The mean values of the test fatigue data together with the predicted results based on the proposed method (Eq. (24)), the nonlinear transformation model in [18], and Dirlik formula, in three RMS stress levels are shown in Table 2, where:
${\stackrel{}{N}}_{\mathrm{e}\mathrm{x}\mathrm{p}}$ indicates the mean values of fatigue data in Table 1,
${N}_{GMM}$ indicates the results from the proposed method,
${N}_{Kihl}$ indicates the results from the nonlinear transformation model [18],
${N}_{\mathrm{G}}$ indicates the results based on Gaussian assumption, namely Dirlik solution.
Table 2. Comparison of fatigue lives for broadband nonGaussian loadings (${\gamma}_{4}=$5)
RMS stress level (MPa)

Cycles to failure


${\stackrel{}{N}}_{exp}$

${N}_{GMM}$

${N}_{Kihl}$

${N}_{G}$


52

866400

891600

(2.91 %)

1085800

(25.32 %)

1580338

(82.40 %)

69

318525

359833

(12.97 %)

431200

(35.37 %)

743634

(133.46 %)

103

44175

91388

(106.88 %)

117300

(165.53 %)

216792

(390.75 %)

Fig. 5. Comparison of rainflow cycle distributions based on Gaussian assumption and GMM with empirical distribution: (a) linear scale, (b) semilog scale, (c) close up view of large cycle amplitude in linear scale, (d) close up view of large cycle amplitude in semilog scale
The predicted results of the proposed method seem to agree very well with the mean values of the experimental fatigue data for broadband nonGaussian random loadings except the condition that the RMS stress level is 103 MPa. Compared to the mean values of the experimental fatigue data in the second column of Table 2, the relative deviations of results of the proposed methods are 2.91 %, 12.97 %, and 106.88 % for RMS stress levels, 52, 69 and 103 MPa, respectively. While the relative deviations of the results based on nonlinear transformation model are 25.32 %, 35.37 %, and 165.53 %. The relative deviations for Gaussian assumption (Dirlik solution) based results are 82 %, 133.46 %, and 390.75 %.
Large deviations between the experimental results and the predicted ones present for all the methods when RMS stress level is 103 MPa. There are two reasons for this phenomenon. First, the SN curve of the structure is fitted based on constantamplitude tests where the lowest and highest stress levels are 83 and 310 MPa, respectively. But in the nonGaussian random loading, some extrema are much greater than 310 MPa, as shown in Fig. 3(c). Second, some extrema in the loading process have approached the yield stress (638 MPa) of the material of the specimen, as shown in Fig. 3(c). These higher extrema cause significant fatigue damage in the structures changing the fatigue mechanism, and the linear damage summation rule is not applicable herein. Maybe one can refer to the strainlife methodology [27] in this condition.
7. Conclusions
This study has focused on the rainflow cycle distribution and fatigue life estimation of broadband nonGaussian random loading. A twoterm Gaussian mixture model has been proposed to decompose the underlying nonGaussian loadings into Gaussian components with different variances.
Then the Gaussian mixture model was transferred from the time domain to the frequency domain. Based on the assumption that the PSDs of the Gaussian components are proportional to the PSD of the underlying nonGaussian process, a definition of probabilistic PSD for nonGaussian loading has been proposed.
Dirlik’s empirical method was then used on the PSDs of the Gaussian components to obtain their loadingcycle distributions. By substituting the cycle distributions of the Gaussian components into the Gaussian mixture model, the cycle distribution of the nonGaussian loading was obtained. Fatigue life was predicted based on the proposed method combining with PalmgrenMiner rule. Comparison between the results of the proposed method with the experimental results shows good agreement, indicating the capability and reasonable accuracy of the proposed method. During the error analysis, the proposed method has resulted in smaller relative deviations. This verified the advantage of the proposed method to deal with broadband nonGaussian random vibration loadings.
Acknowledgements
The authors gratefully acknowledge the financial support of the National Natural Science Foundation of China (No. 50905181). Figure 2 is reprinted from International Journal of Fatigue, Vol. 17, Kihl D. P., Sarkani S., Beach J. E., Stochastic fatigue damage accumulation under broadband loadings, p. 321329, 1995, with permission from Elsevier.
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