Abstract
The multipleroot resonance theory is introduced. The multipleroot resonance region is defined, and it includes the submultipleroot resonance region and completemultipleroot resonance region. It is proved that the vibration mode shapes are identical if the natural frequencies are similar in size. The dynamic analysis of the 3DOF model is investigated, and the results show that the variations of the mass ratio and stiffness ratio induce the natural frequencies approaching and forming a multipleroot resonance. The dynamic analysis of the tandem mill is made to study the multipleroot vibration, and the results show that with the increase in mass ratio, the 6th and 7thorder natural frequencies continue approaching one another and converge at the 5thorder natural frequency. The finite element analysis of the rolling mill shows that there are two similar natural frequencies in the rolling mill, and the vibration modes are not identical but have large verticalcomponent vibrations. The field test shows that the multipleroot resonance occurs in the tandem mill; after the foundation reconstruction, the multipleroot resonance is replaced by resonance with one dominant frequency, and the vibration is reduced.
1. Introduction
Rolling mill vibration can reduce the life of equipment and can affect the product quality, which is a worldwide problem and has attracted the attention of many scholars. Yarita, Tlusty, etc. [1, 2] studied the rolling mill vibration theoretically and explored its vibration mechanism; Tamiya T., Furui K. and Lida H. [3] studied the flutter phenomenon in the cold rolling process; Roberts W. [4] deeply discussed the triplefrequency flutter of the rolling mill; Nessler [5] studied the fivefrequency flutter mode of the fourhigh rolling mill; Johnson [6] considered the nonlinear factors of the rolling mill vibration; Chinese scholar Yan Xiaoqiang found that the rolling mill vibration was induced by the combination of mechanical, electrical and hydraulic movements [7].
Absorber can effectively suppress vibration, and it has attracted a large amount of attention: Rao [8] thought that hybrid dampers were more effective and reliable than a single active damper or passive dampers; J. studied the efficiency of the Semiactive Absorber for Controlling Selfexcited Vibration [9]. In the field of rolling vibration research, Wang Xinxin and Yan Xiaoqiang [10] used the active vibration suppressor on the rolling mill [11] and achieved a good vibration suppression effect.
Scholars have made many achievements in the rolling mill vibration mechanism and vibration suppression. However, when solving the inherent characteristics of the rolling mill, few people pay attention to the essence of the rolling mill natural frequency. In this paper, the entire tandem mill is taken as a research object, the foundation mass of the tandem mill is considered as a variable, and the relationship between the foundation mass of the tandem mill and the natural frequency of the system is dynamically observed. Then, it was found that the natural frequency of the resonance of the tandem mill was caused by the combined action of one or more groups of multipleroot natural frequencies, which implied that the essence of the resonance of the rolling mill was a multipleroot resonance. In terms of vibration suppression, it was proposed to consider the multipleroot resonance in the design stage to avoid the existence of two or more approximate natural frequencies in the tandem mill.
2. Theory
2.1. Definition of multipleroot resonance
According to the vibration theory [11], when the excitation frequency is included by the resonance region of the system, the resonance will occur. When there are two close natural frequencies ${\omega}_{1}$ and ${\omega}_{2}$ in a system, the resonance region of each natural frequency is described by the neighbourhood as follows:
where ${\omega}_{i}$ is the natural frequency of the system, and ${\delta}_{i}$ is the neighbourhood radius of the natural frequency ${\omega}_{i}$, which is positive. When the excitation frequency $\omega $ is included by the resonance region $U\left({\omega}_{i},{\delta}_{i}\right)$ of a natural frequency of the system, the resonance will occur.
It is assumed that the two adjacent natural frequencies are ${\omega}_{1}$ and ${\omega}_{2}$ and ${\omega}_{1}<{\omega}_{2}$. The neighbourhood of the two adjacent frequencies is shown in Eq. (1). Then, we have the intersection of these regions:
where $U\left(\stackrel{}{\delta}\right)$ is the intersection of two natural frequency resonance regions. If the excitation frequency $\omega \in U\left(\stackrel{}{\delta}\right)$, the two resonance frequencies will be excited, and two natural modes will simultaneously occur. If two resonance frequencies are similar or equal, the corresponding natural modes are identical. In the case of $\omega \in U\left(\stackrel{}{\delta}\right)$, it is known from the principle of linear superposition that the system will vibrate more violently than the resonance with a single natural mode. The vibration, where two or more natural modes are excited by the same source, is called as a “multipleroot resonance”, and the neighborhood intersection $U\left(\stackrel{}{\delta}\right)$ is called as the “multipleroot region”.
If ${\omega}_{1}\ne {\omega}_{2}$, but their values are similar, they are called as a pair of “submultiple roots”, and $U\left(\stackrel{}{\delta}\right)$ is called as the “submultipleroot region”. If ${\omega}_{1}={\omega}_{2}$, the characteristic equation has multiple roots in the analytic solution, which are called as the “completemultipleroot” here, and $U\left(\stackrel{}{\delta}\right)$ is called as the “completemultipleroot region”. This paper only studies the submultipleroot.
The definition of the “multipleroot region” of multiple frequencies is similar.
2.2. Vibration mode of “multipleroot resonance”
This section proves that when the two natural frequencies are similar enough by their value, their vibration modes are consistent. The matrix in the dynamic equation for the multiDOF vibration system is as follows [11]:
where $\mathbf{K}$ is the stiffness matrix; $\mathbf{M}$ is the mass matrix; $\mathbf{u}$ is the eigenvector. When $\mathbf{F}=\mathbf{K}{\omega}^{2}\mathbf{M}$ is substituted, Eq. (3) is transformed to:
where ${u}_{i}$ ($i=$1, 2, 3, 4) is the element of $\mathbf{u}$; ${f}_{ij}\left(\omega \right)$ is the element of matrix $\mathbf{F}$, and:
where ${k}_{ij}$, and ${m}_{ij}$ are the corresponding elements of matrices $\mathbf{K}$ and $\mathbf{M}$; Eq. (4) has a nonzero solution, and matrix $\mathbf{F}$ is not a fullrank matrix. According to the elementary transformation of matrix [12], matrix $\mathbf{F}$ can be transformed into a trapezoidal matrix $\stackrel{}{\mathbf{F}}$:
where ${\stackrel{}{f}}_{ij}\left(\omega \right)$ is the element of the transformed matrix $\stackrel{}{\mathbf{F}}$. For the convenience of discussion, it is assumed that the system does not have an analytic multiple root; so that only the $n$th row of the trapezoidal matrix $\stackrel{}{\mathbf{F}}$ is zero, and the first rows of Eqs. (4) and (5) are equal. The second lines of $\stackrel{}{\mathbf{F}}$ are:
where ${\stackrel{}{ROW}}_{i}$ and ${ROW}_{i}$ are elements of each row of $\stackrel{}{\mathbf{F}}$ and $\mathbf{F}$.
Every element, ${f}_{ij}\left(\omega \right)$, in the matrix $\mathbf{F}$ has a quadratic continuous function for $\omega $. From Eq. (6), we know that the operation of $\mathbf{F}$ is a simple operation of addition, subtraction, multiplication and division in the trapezoidal transformation process. Therefore, according to the theorem of continuous function [13], it is known that ${\stackrel{}{f}}_{ij}\left(\omega \right)$ is a continuous function, so the following can be obtained:
The linear equations of Eq. (5) are:
$\vdots $
${\stackrel{}{f}}_{\left(n2\right)\left(n2\right)}\left(\omega \right){u}_{n2}+{\stackrel{}{f}}_{\left(n2\right)n1}\left(\omega \right){u}_{n1}+{\stackrel{}{f}}_{\left(n2\right)n}\left(\omega \right){u}_{n}=0,$
${\stackrel{}{f}}_{\left(n1\right)\left(n1\right)}\left(\omega \right){u}_{n1}+{\stackrel{}{f}}_{\left(n1\right)n}\left(\omega \right){u}_{n}=0.$
According to the final equation of Eq. (8), the following can be obtained:
where ${r}_{n1}$ is the vibration mode. With substitution ${u}_{n}=\text{1}$ and iteration, the corresponding mode ${\mathit{r}}^{\left(i\right)}$ of natural frequency ${\omega}_{i}$ is as follows:
Suppose that the system has two natural frequencies: ${\omega}_{1}$, ${\omega}_{2}$, and ${\omega}_{2}={\omega}_{1}+\sigma $, where $\sigma $ is infinitesimal. Their modes are:
${\mathit{r}}^{\left(2\right)}={\left[{r}_{1}^{\left(2\right)}{r}_{2}^{\left(2\right)}\cdots {r}_{n1}^{\left(2\right)}1\right]}^{T}.$
With Eqs. (7) and (9), the following can be obtained:
Similarly, it can be proven that ${r}_{i}^{\left(1\right)}={r}_{i}^{\left(2\right)}$. Therefore, when the natural frequencies, ${\omega}_{1}$ and ${\omega}_{2}$, are similar by their value (the difference between them is tiny enough), the following can be obtained:
Thus, when the system has two natural frequencies with very similar values, the mode shapes are identical. And if two natural frequencies are induced by an excitation frequency, the multipleroot resonance occurs, and the superposition of the identical mode shapes amplifies the vibration.
2.3. Dynamics study of multipleroot vibration
In this section, the “devicefoundation” dynamic model is introduced to study the multipleroot vibration. This model is shown in Fig. 1.
Fig. 1Dynamic model of “devicefoundation” system
It is assumed that the foundation does not swing. For Fig. 1, the dynamic equations are as follows:
The characteristic equation of Eq. (14) is:
The changing mass and stiffness have a great significance in discussing the “multipleroot”.
Thus the mass ratio $\beta $ is considered as a variable, and ${m}_{1}={m}_{3}=$ 1 kg, ${k}_{1}={k}_{2}={k}_{3}=$ 1 N/m, ${m}_{2}=\beta {m}_{1}$ is substituted, the multipleroot natural frequency of the equipment when the mass ratio changes is discussed; and then the stiffness ratio $\gamma $ is considered as a variable, and substituted ${m}_{1}={m}_{3}=$ 1 kg, ${k}_{1}={k}_{3}=$ 1 N/m, ${m}_{2}=2{m}_{1}$, ${k}_{2}=\gamma {k}_{1}$, then the “multipleroot” of the system is discussed when the stiffness varies. The relationships among the mass, stiffness and natural frequency are shown in Fig. 2, where ${a}_{1}$ is the approaching degree between ${\omega}_{1}$ and ${\omega}_{2}$; ${a}_{2}$ is the approaching degree between ${\omega}_{2}$ and ${\omega}_{3}$, and ${a}_{i}=({\omega}_{max}{\omega}_{min})/{\omega}_{min}$ is defined. Fig. 2 shows that when the mass ratio $\beta $ increases, the 2ndorder natural frequency and 3rdorder natural frequency continue approaching, and when $\beta >\text{11}$, the approaching factor ${a}_{2}<\text{0.1}$, when the stiffness ratio $\gamma $ increases, the 1storder natural frequency ${\omega}_{1}$ and 2ndorder natural frequency ${\omega}_{2}$ are gradually approaching one another, and when $\gamma =\text{40}$, the approaching factor ${a}_{1}=$ 0.013, and will continue to decrease with the increase in stiffness ratio.
Fig. 2Relationship among mass ratio, stiffness ratio and root natural frequency
3. Multipleroot resonance of tandem mill
Tandem mills, including hot tandem mills and cold tandem mills, are used for steel strip production, as shown in Fig. 3.
The tandem mill is a typical “multidevicefoundation” system as shown in Fig. 1, which has 5 stands installed on the foundation.
Fig. 3Tandem mill and separate stand
3.1. Dynamics analysis of tandem mill
According to Fig. 3, a simplified diagram of the tandem mill is shown in Fig. 4, where ${x}_{i}$ ($i=\mathrm{}$1, 2, 3, 4, 5) is the DOF of each mill, and ${x}_{6}$ is the DOF of the foundation; ${q}_{i}$ ($i=\mathrm{}$1, 2, 3, 4, 5) is the DOF of each connect region, and ${q}_{3}={x}_{6}$; ${m}_{i}$ ($i=\mathrm{}$1, 2, 3, 4, 5) is the quality of each stand; ${m}_{6}$ is the quality of the foundation; $I$ is the moment of inertia of the foundation; ${k}_{1}$ is the connection stiffness of each mill and foundation; ${k}_{2}$ is the stiffness of the foundation and earth; a micropendulum motion around the center of the foundation is considered in the system, and $\theta $ is the pendulum angle; $F$ is the harmonic excitation, and $F={F}_{0}\mathrm{s}\mathrm{i}\mathrm{n}\left(\omega t\right)$, ${F}_{0}$ is the amplitude; $a$ is the distance between two stands. There are seven DOFs in the system, and vector $\mathbf{x}$ is defined as the DOFs of the system:
The dynamics equations of Fig. 4 are:
The mass matrix $\mathbf{M}$ is:
The stiffness matrix $\mathbf{K}$ is:
The characteristic equation is:
From the literature [14] and field measurement, we have:${k}_{1}=$ 4.152×10^{9} N/m, ${k}_{2}=$ 2.36×10^{7} N/m. The inertia of the foundation is:
where $h$ is the height of the foundation, and $a$ is the length between two stands. From the design, it is possible to obtain $h=$9.6 m, $a=$5.5 m. Because the quality of each stand of the tandem mill approaches 444000 kg according to the field data, it is supposed ${m}_{1}={m}_{2}={m}_{3}={m}_{4}={m}_{5}=$ 444000 kg. The mass of the foundation is about 20 times that of the rolling mill according to the field data, thus, it is supposed as ${m}_{6}=$8880000 kg.
Fig. 4Simplified diagram of tandem mill
3.2. Multipleroot resonance of tandem mill
When the mass of the foundation, ${m}_{6}$, is considered as a variable, ${m}_{6}=\beta {m}_{1}$ ($\beta $ is the mass ratio) is defined and ${k}_{1}$, ${k}_{2}$, ${m}_{1}$, ${m}_{2}$, ${m}_{3}$, ${m}_{4}$, ${m}_{5}$ and ${m}_{6}$ are substituted to Eq. (20); when the stiffness is considered as a variable, ${k}_{1}=\gamma {k}_{2}$ ($\gamma $ is the stiffness ratio) is defined, and the above parameters are substituted to Eq. (20). The relationship among $\beta $, $\gamma $ and the natural frequencies of the system are obtained by numerical calculation as shown in Fig. 5, where ${a}_{1}$ is the approaching degree between ${\omega}_{5}$ and ${\omega}_{6}$; ${a}_{2}$ is the approaching degree between ${\omega}_{5}$ and ${\omega}_{7}$; ${a}_{3}$ is the approaching degree between ${\omega}_{6}$ and ${\omega}_{7}$, and the equation is defined as follows: ${a}_{i}=({\omega}_{max}{\omega}_{min})/{\omega}_{min}$. Fig. 5 shows that when $\beta $ is considered as a variable, the 6th and 7thorder frequencies of the mill gradually approach and converge to the 5thorder frequency, and the approaching degree of the 6th and 7thorder frequencies, ${a}_{3}$, is minimal; when $\gamma $ is considered as a variable, the proximity factor has little variation, thus the mass ratio $\beta $ is only considered.
The foundation mass of the tandem mill in one steel factory is 20 times of that of a single mill ($\beta =\text{20}$). Then, the 6th and 7thorder natural frequencies are 147 Hz and 150 Hz, and the proximity factor between them is 2.4 %. It is easy to form the multipleroot region and initiate the multipleroot resonance.
Fig. 5Relationship among natural frequency, mass ratio and stiffness ratio of rolling mill
3.3. Modal analysis of multipleroot resonance
The modal analysis of the tandem mill is performed with ANSYS workbench. The results are shown in Fig. 6.
Fig. 6 shows that the tandem mill has two natural frequencies with similar value: 142.93 Hz and 144.33 Hz, and the corresponding vibration modes are different but have large vertical components: the maximum vibration amplitudes occur on F5 and F4, respectively. Therefore, if the tandem mill is excited with a frequency approach to 142 Hz and 144 Hz, two natural modes will be simultaneously excited and initiate the multipleroot resonance.
3.4. Field test of multipleroot resonance of tandem mill
The beat vibration is the superposition of two or more signals with similar frequencies and amplitudes, and these signals are characterized with strongweak cycles, therefore, the spectrum of the beat vibration shows two or more dominant frequencies approach each other. Many studies show that, one of these dominant frequencies in the beat vibration is the excitation frequency. However, in the study of tandem mill vibration, it is found that the two dominant frequencies approach each other due to that they are both natural frequencies, and make a pair of “submultipleroot”. To verify that the “submultipleroot” exists in the tandem mill, the mill vibration was tested before and after the foundation modification which reduced the mass of the whole foundation and turned the mass ratio of the foundation and the single mill from 20 to 17.5. Magnetoelectric vibration velocity transducers and data collector were used in the field test, and the parameters of the sensor and collector are shown in Table 1 and Table 2, respectively.
Fig. 7 shows the test position in field.
Fig. 6Mode of continuous rolling mill
Table 1Sensor parameters
Technical specifications  Value 
Frequency response range  1 Hz500 Hz 
Sensitivity  28.2 mV/(mm/s) 
Table 2Data collector parameters
Technical specifications  Value 
Bandwidth  1 Hz10 kHz 
Maximum analysis frequency  100 kHz 
Rotation rate range  0.01400.00 rpm 
Fig. 7Field test site and testing instruments
The vibrations of F4 and F5 before and after the reconstruction of foundation are shown in Fig. 8 and Fig. 9, respectively.
Fig. 8 shows that both F4 and F5 stands have an obvious doublebeat vibration with the frequencies of 142 Hz and 144 Hz, which are almost identical to the two natural frequencies in the simulation in section 3.3. The excitation frequency is 138 Hz, which approaches two dominant frequencies of F5 stand. From Fig. 8, it can be seen that F5 stand has a larger vibration than F4.
Fig. 9 shows that after the foundation reconstruction, F4 and F5 stands have one dominant frequency of 132 Hz. The excitation frequency of 138 Hz remains in the spectrum of F5.
Fig. 8Vibration spectrum before foundation reconstruction
a) Vibration spectra of F4 stand
b) Vibration spectra of F5 stand
Fig. 9Vibration spectrum after foundation reconstruction
a) Vibration spectra of F4 stand
b) Vibration spectra of F5 stand
Comparing the time domain waveforms of Fig. 8 and Fig. 9, it can be seen that the multipleroot resonance of the mill is much more violent than that of the mill with the resonance as one dominant frequency. After the foundation reconstruction, the mass ratio is changed, and the gap between the two natural frequencies, which are a pair of “submultipleroot” before the reconstruction, widens. Then, only one natural mode is induced by the excitation, thus, the vibration is reduced.
4. Conclusions
1) The theory of “multipleroot resonance” is introduced, and the “multipleroot region” is defined. Vibration mode of the “multipleroot resonance” is analyzed, and it is concluded that when the system has two natural frequencies with very similar value, and the corresponding modes are identical.
2) “Devicefoundation” dynamic model is introduced to analyze the relationship among the mass ratio, stiffness ratio and the natural frequency, the results give the basis to conclude that the natural frequencies vary when the mass ratio or stiffness ratio varies, in some case the natural frequencies approach each other and result to “multipleroot”.
3) A theoretical analysis, finite element simulation and field test show that the multipleroot resonance existed in the tandem mill, which has never been noticed in the past. By comparing with the vibration spectra before and after the foundation modification, it was concluded that the multipleroot resonance of the mill is much more violent than the mill with the resonance as one dominant frequency. Thus, it was suggested that in the design stage of the tandem mill, it was necessary to consider the mass ratio of the foundation and single mill to avoid the multipleroot resonance, which was very instructive to the design of tandem mills.
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