Influence of complex damping on transverse and longitudinal vibrations of portal frame

Marta Bold1 , Wojciech Sochacki2

1, 2Institute for Mechanics and Fundamentals of Machinery Design, Czestochowa, Poland

1Corresponding author

Journal of Vibroengineering, Vol. 21, Issue 1, 2019, p. 1-10. https://doi.org/10.21595/jve.2018.18894
Received 25 July 2017; received in revised form 12 August 2018; accepted 21 August 2018; published 15 February 2019

Copyright © 2019 Marta Bold, 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.
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Abstract.

This paper presents a formulation and solution for the problem of transverse and longitudinal vibration of the portal frame with damping. The dissipation of vibration energy in the model is caused by simultaneous constructional, internal and external damping. The eigenvalues of the system for a selected and variable parameters were calculated. The effect of different type of damping on amplitude decay factor was presented.

Keywords: viscous damping, damped vibration, portal frame, amplitude decay factor.

1. Introduction

The dynamic properties of frames with additional discrete elements and crack, or loaded by the force were investigated in works [1-8]. In these works, authors formulated and solved the problem of stability and / or free and forced vibration of different type of frame without damping in considered system. In papers [1] and [2] the analysis of vibrations and stability of loaded Γ and T type frames were presented. In [3] was presented the results of research the influence of elastically restrained of supports on eigenfrequencies of frame. The influence of a crack depth and location on the vibrations of frame were presented in works [4-6]. The eigenfrequencies of a Γ type frame with additional discrete elements and crack was presented in paper [4]. The analysis of free vibrations of the 3D model of cracked open frame using FEM was proposed in work [5]. In paper [6], authors were studied the influence of bifurcation load magnitude and crack size on vibration frequency and amplitude of frame. Authors of work [7] analysed the vibrations of a multi-bar and elastically ends frames where the all frame elements were inclined. An analytical and numerical dynamic analysis of planar frame structures were presented in work [8]. In the real systems the vibration damping phenomenon always exist. Taking into account the different source of energy dissipation in mathematical model of real systems help determinates the dynamic properties of investigated systems. The formulation and solution for the problem of damped vibration of Γ frame is demonstrated in the study [9]. In that case only constructional damping were considered. Work [10] describes the problem of transverse vibrations of cracked frame with constructional and internal damping.

This study was concerned on a simultaneous influence of the impact of complex damping (constructional, external and internal) on longitudinal and transverse vibration of the portal frame. The dissipation of vibration energy in the model, derives from the constructional damping in the supports, from internal damping of viscoelastic material of the frame and from viscous medium surrounding the system. The formulation of free vibration issue was based on Hamilton’s principle.

2. Physical model of the system

In adopted model, illustrated in Fig. 1, the energy dissipation is the consequence of resistance to motion in frame supports CR, viscoelastic material of frame Ei* and medium surrounding the system CE (still fresh water).

Fig. 1. Scheme of the considered system

 Scheme of the considered system

3. Mathematical model and boundary problem

Basis on the Hamilton’s principle the boundary problem for Bernoulli-Euler beams was formulated:

(1)
δ   t 1 t 2 ( T - V ) d t + t 1 t 2 δ W N d t = 0 ,
(2)
T = 1 2 i = 1 3 ρ i F i 2 0 l i W i ( x i , t ) t 2 d x i ,
(3)
V = 1 2 i = 1 3 0 l i J i E i 2 2 W i ( x i , t ) x i 2 2 + 0 l i F i E i 2 U i ( x i , t ) x i   + 1 2 W i ( x i , t ) x i   2 2 d x i ,
(4)
δ W N = i = 1 3 0 l i E i *   J i   2 x i 2 W i ( x i , t ) t δ 2 W i ( x i , t ) x i 2 d x i           + 0 l i E i * F i   2 x i 2 W i x i , t t δ 2 W i x i , t x i 2 d x i - 0 l i C E W i x i , t t δ W i x i , t d x i         - C R t W 1 x 1 , t x 1 x 1 = 0 δ W 1 x 1 , t x 1 x 1 = 0 d x 1           + C R t W 3 x 3 , t x 3 x 3 = l 3 δ W 3 x 3 , t x 3 x 3 = l 3 d x 3 ,          

where: T – kinetic energy, V – potential energy, δWN – virtual work of non-conservative forces, Wix,t – transverse displacements, Uix,t – longitudinal displacements, Ei – Young’s modulus, Fi – cross-sectional areas, Ji – moment of inertia in cross-sections, li – length of the beams, LC – total length of frame, ρi – material density, xi – spatial coordinate, t – time, i= 1, 2, 3.

The continuity and geometrical boundary conditions are expressed as:

(5)
u 1 0 = 0 ,       w 1 0 = 0 ,       w 1 I l 1 = w 2 I 0 ,       w 1 l 1 = u 2 0 ,       u 1 ( l 1 ) = - w 2 ( 0 ) ,   w 2 I l 2 = w 3 I 0 ,       w 2 l 2 = u 3 0 ,         u 2 l 2 = - w 3 0 ,       u 3 l 3 = 0 ,       w 3 ( l 3 ) = 0 ,  

After placing to (1), Eq. (2)-(4) and taking into account the conditions Eq. (5), obtained the two equations of motion (in transversal and longitudinal direction):

(6)
J i E i + E i * t 4 W i ( x i , t ) x i 4 + C E W i ( x i , t )   t + ρ i F i 2 W i ( x i , t )   t 2 = 0 ,
(7)
- F i E i + E i * t 2 U i ( x i , t ) x i 2 + ρ i F i 2 U i ( x i , t )   t 2 = 0 ,

and natural boundary conditions:

(8)
( E 1 + E 1 * j ω * ) J 1   w 1 I I ( 0 ) = C R 1   j   ω * w 1 I ( 0 ) ,       ( E 3 + E 3 * j ω * ) J 3   w 3 I I ( l 3 ) = - C R 3   j     ω * w 3 I ( l 3 ) ,
( E 1 + E 1 * j ω * ) J 1   w 1 I I ( l 1 ) - ( E 2 + E 2 * j ω * ) J 2   w 2 I I ( 0 ) = 0 ,
( E 2 + E 2 * j ω * ) J 2   w 2 I I ( l 2 ) - E 3 + E 3 * j ω * J 3   w 3 I I 0 = 0 ,
( E 1 + E 1 * j ω * ) F 1   u 1 I ( l 1 ) - ( E 2 + E 2 * j ω * ) J 2   w 2 I I I ( 0 ) = 0 ,
( E 2 + E 2 * j ω * ) J 2   w 2 I I I ( l 2 ) + ( E 3 + E 3 * j ω * ) F 3   u 3 I ( 0 ) = 0 ,
( E 2 + E 2 * j ω * ) F 2   u 2 I ( l 2 ) - ( E 3 + E 3 * j ω * ) J 3   w 3 I I I ( 0 ) = 0 ,
( E 1 + E 1 * j ω * ) J 1   w 1 I I I ( l 1 ) + ( E 2 + E 2 * j ω * ) F 2   u 2 I ( 0 ) = 0 .

The Eqs. (6) and (7) are solved as follows:

(9)
W i x i , t = w i x i e j ω * t ,
(10)
U i x i , t = u i x i e j ω * t .

Substitution of Eqs. (9) and (10) into Eqs. (6) and (7) leads to, respectively:

(11)
w i I V x i - γ i w i x i = 0 ,
(12)
u i I I ( x i ) + α i 2 u i ( x i ) = 0 ,

where:

(13)
  γ i   = ρ i F i J i ( E i + E i * j ω * ) ω * 2 - C E ρ i F i j ω * ,       α i   = ρ i ω * 2 ( E i + E i * j ω * ) .

The solution of Eqs. (11) and (12) are expressed in the form of functions:

(14)
w i ( x ) = B 1 i e λ i x +     B 2 i e - λ i x +     B 3 i e j λ i x +     B 4 i e - j λ i x ,
(15)
u i ( x ) = B 5 i e j δ - i x +     B 6 i e - j δ - i x ,

where:

(16)
ω * = R e ω * ± I m ω * j ,       j = - 1 ,       δ - i = α i     ,       λ i = γ i .

Introducing Eqs. (14) and (15) to boundary conditions Eqs. (5) and (8) leads to homogeneous set of equations (Bki – unknown constants), which can be written as matrix:

(17)
A ω *   B = 0 ,

where:

(18)
A ω *   = a p q ,         p , q = 1,2 , , 18 ,         B = B k i   T ,         k = 1,2 , , 6 .

If the determinant of the coefficient matrix equals to zero, considered system has a non-trivial solution (complex eigenvalues ω*), in form:

(19)
d e t A ω *   = 0 .

4. Parameters of the system

Computations were carried out for the parameters: beams length l1= 1-4 [m]; l2= 2 [m]; l3= 1-4 [m]; beams diameter Di= 0.05 [m]; Young modulus Ei= 2.1e11 [Pa]; material density ρi= 7.7e3 [kg/m3].

The damping parameters have the following non–dimensional form.

For internal damping:

(20)
η   = E i * h     E i ,
(21)
h   2 = ρ i A i E i J i L C 4 .

For constructional damping:

(22)
μ   = c R     d .

For external damping:

(23)
ν = C e   L C 3 d ,
(24)
d   2 = L C 2 ρ i A i E i J i ,         L C   = l 1 + l 2 + l 3 .

For proportion between the length of the beams:

(25)
L   = ( l 1 + l 2 )   l 3 .

The main impact on damped vibration frequency and on amplitude decay factor have the values of μ from 0 to 2 (see [9, 10]). The value of η of homogeneous steel was selected according to data from works [11-13]. External damping comes from viscous medium surrounding the considered frame. Value of external damping of still fresh water is CE= 1.0041e(-3) [Ns/m2] or ν= 0.49e(-6) [11, 12, 14].

5. Results

The effect of the computations are presented in 2D and 3D graphs on Figs. 2-16. In Fig. 2. the first two natural frequencies of the frame (ω1) and (ω2) in relation to length L are illustrated. Presented relationships are the reference results. The comparison of undamped system (Fig. 2) with damped system (Fig. 3) confirmed that, Reω* described the damped vibration frequency and Imω* described the amplitude decay factor. Changes between the value of real part of the first two eigenvalues and the value of first two natural frequencies derived from movement resistance in the supports of frame.

Fig. 2. Dependency between first two natural frequencies of frame and length L (η= 0, μ= 0, ν= 0)

Dependency between first two natural frequencies of frame and length L (η= 0, μ= 0, ν= 0)

Fig. 3. Dependency between first and second eigenvalue and length L (η= 0.002, ν= 0.49e(-6), μ= 0.4)

 Dependency between first and second eigenvalue and length L (η= 0.002, ν= 0.49e(-6), μ= 0.4)

a)

 Dependency between first and second eigenvalue and length L (η= 0.002, ν= 0.49e(-6), μ= 0.4)

b)

The aim of this paper was to analyze of an influence of different kinds of damping on vibration of portal frame. The effect of changes the geometrical parameters on eigenvalues of damped system were also examined. To compare the influence of external, internal and constructional damping on frame eigenvalues calculations were conducted and relationships between damping coefficients and length of beams modelled frame have been determined.

Figs. 4-7 illustrated the influence of simultaneous changes in the length and constructional damping coefficient on eigenvalues of considered system.

Fig. 4. Influence of L and coefficient μ on Reω1* and Imω1* (η= 0.002, ν= 0.49e(-6))

 Influence of L and coefficient μ on Reω1* and Imω1* (η= 0.002, ν= 0.49e(-6))

a)

 Influence of L and coefficient μ on Reω1* and Imω1* (η= 0.002, ν= 0.49e(-6))

b)

In Figs. 5 and 7 can be observed some substantial changes in the amplitude decay factor of first and the second eigenvalue with changes the value of coefficient µ. The imaginary part increasing to maximum values, for selected values of μ and L, followed by Imω* 0 when μ (Figs. 4-7). Changes in Reω* illustrated in Figs. 4 and 6 are induced by the intervention in boundary conditions of system. When the value of coefficient μ is the highest the resistance and friction in the support (caused by a high value of viscous resistance) “locked” the rotary motion. On the three-dimensional graphs presented below the transition from joint mountings to rigid mountings can be observed.

Fig. 5. Dependency between first eigenvalue and coefficient µ (η= 0.002, ν= 0.49e(-6))

 Dependency between first eigenvalue and coefficient µ (η= 0.002, ν= 0.49e(-6))

a)

 Dependency between first eigenvalue and coefficient µ (η= 0.002, ν= 0.49e(-6))

b)

Fig. 6. Influence of L and coefficient μ on Reω2* and Imω2* (η= 0.002, ν= 0.49e(-6))

 Influence of L and coefficient μ on Reω2* and Imω2* (η= 0.002, ν= 0.49e(-6))

a)

 Influence of L and coefficient μ on Reω2* and Imω2* (η= 0.002, ν= 0.49e(-6))

b)

Fig. 7. Dependency between second eigenvalue and coefficient μ (η= 0.002, ν= 0.49e(-6))

 Dependency between second eigenvalue and coefficient μ (η= 0.002, ν= 0.49e(-6))

a)

 Dependency between second eigenvalue and coefficient μ (η= 0.002, ν= 0.49e(-6))

b)

Figs. 8-11 presents the results of the investigations of relationships between the first eigenvalue of the frame and internal damping coefficient η. Introduction of the internal damping to considered system has insignificant influence on the first and the second damped vibration frequency (Figs. 9 and 11). Significant changes can be observed in Imω1* and Imω2* with changes the value of coefficient η (Figs. 8-11). The increase in the values of amplitude decay factor throughout the investigated range is caused by higher values of coefficient η.

Fig. 8. Influence of L and coefficient η on Reω1* and Imω1* (μ= 0.4, ν= 0.49e(-6))

 Influence of L and coefficient η on Reω1* and Imω1* (μ= 0.4, ν= 0.49e(-6))

a)

 Influence of L and coefficient η on Reω1* and Imω1* (μ= 0.4, ν= 0.49e(-6))

b)

Fig. 9. Dependency between first eigenvalue and coefficient η (μ= 0.4, ν= 0.49e(-6))

 Dependency between first eigenvalue and coefficient η (μ= 0.4, ν= 0.49e(-6))

a)

 Dependency between first eigenvalue and coefficient η (μ= 0.4, ν= 0.49e(-6))

b)

Fig. 10. Influence of L and coefficient η on Reω2* and Im(ω2*) (μ= 0.4, ν= 0.49e(-6))

Influence of L and coefficient η on Reω2* and Im(ω2*) (μ= 0.4, ν= 0.49e(-6))

a)

Influence of L and coefficient η on Reω2* and Im(ω2*) (μ= 0.4, ν= 0.49e(-6))

b)

Fig. 11. Dependency between second eigenvalue and coefficient η (μ= 0.4, ν= 0.49e(-6))

 Dependency between second eigenvalue and coefficient η (μ= 0.4, ν= 0.49e(-6))

a)

 Dependency between second eigenvalue and coefficient η (μ= 0.4, ν= 0.49e(-6))

b)

The obtained results helps to determine the proportion between the length of the beams L for which the amplitude decay factor reaches the maximum value. Fig. 12 and 13 illustrated the dependency between the coefficient ν and Reω* and Imω* of the first and the second eigenvalue for frame. Only high value of external damping has significant effects on values of imaginary part of solution. Influence of coefficient ν on damped frequency Reω* in Figs. 12 and 13 is similar to influence of coefficient η on Reω* in Figs. 9 and 11.

The comparison of the effect of complex damping on frame eigenvalues, leads to the conclusion, that the main influence on vibration amplitude has the values of constructional damping coefficient (Figs. 4-7). The progression of function Imω*, with changes the value of coefficient μ, illustrated in Figs. 14 and 15 confirms that assumption.

Fig. 12. Dependency between first eigenvalue and coefficient ν (μ= 0.4, η= 0.002)

 Dependency between first eigenvalue and coefficient ν (μ= 0.4, η= 0.002)

a)

 Dependency between first eigenvalue and coefficient ν (μ= 0.4, η= 0.002)

b)

Fig. 13. Dependency between second eigenvalue and coefficient ν (μ= 0.4, η= 0.002)

 Dependency between second eigenvalue and coefficient ν (μ= 0.4, η= 0.002)

a)

 Dependency between second eigenvalue and coefficient ν (μ= 0.4, η= 0.002)

b)

Fig. 14. Influence of coefficients μ and η on Reω* and Imω1* (L= 2, ν= 0.49e(-6))

 Influence of coefficients μ and η on Reω* and Imω1* (L= 2, ν= 0.49e(-6))

a)

 Influence of coefficients μ and η on Reω* and Imω1* (L= 2, ν= 0.49e(-6))

b)

The higher value of Imω* then the amplitudes of vibration are more damped, as can be seen in the all above figures. In Fig. 16 the maximum values of amplitude decay factor for the two first modes of vibration in the examined system depending on the length L are presented.

Fig. 15. Influence of coefficients μ and η on Reω2* and Imω2* (L= 2, ν= 0.49e(-6))

 Influence of coefficients μ and η on Reω2* and Imω2* (L= 2, ν= 0.49e(-6))

a)

 Influence of coefficients μ and η on Reω2* and Imω2* (L= 2, ν= 0.49e(-6))

b)

Fig. 16. Dependency between the Im(ωmax*) and the length L (for η= 0.002, ν= 0.49e(-6))

 Dependency between the Im(ωmax*) and the length L (for η= 0.002, ν= 0.49e(-6))

6. Conclusions

In this paper, the influence of internal, external and constructional damping on vibration of portal frame have been examined. The results presented in work shown, that taken into consideration the dissipation of vibration energy (as a result of different types of damping) to the mathematical model of vibrations of portal frame, causes substantial influence on the damped frequencies and vibration amplitude of the considered system. The density of medium surrounding the system has significant influence on values of amplitude decay factor and high value of external damping coefficient leads to the increasing of Imω*. The still fresh water resistance has a minor impact of frame vibration. The increase in the value of internal damping coefficient causes considerable increase in the amplitude decay factor while the insignificant changes in the damped frequency can be observed. The comparison of the effect of complex damping on frame eigenvalues, leads to the conclusion, that the main influence on vibration amplitude of investigated system was exerted the constructional damping. Changes between the value of real part of the first two eigenvalues and the value of first two natural frequencies derived from movement resistance – the rotary motion in supports is locked and the transition from joint to rigid mountings can be observed.

The obtained results helps determine the geometric parameters of frame and values of the damping coefficients for which the minimum vibration amplitudes in the system are maintained i.e. helps to determine the proportion between the length of the beams L for which the amplitude decay factor reaches the maximum value. The method described in this work could be useful as an additional design tool for engineers to modelled multi-bar systems with minimal vibrations amplitude. Based on the obtained results it is also possible to reduce the amplitude of vibration using rotational viscous dampers.

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