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TECHNICAL PAPERS

Advanced Modeling of Underplatform Friction Dampers for Analysis of Bladed Disk Vibration

[+] Author and Article Information
E. P. Petrov, D. J. Ewins

Mechanical Engineering Department, Centre of Vibration Engineering, Imperial College London, South Kensington Campus, London SW7 2AZ, UK

J. Turbomach 129(1), 143-150 (Feb 01, 2006) (8 pages) doi:10.1115/1.2372775 History: Received October 01, 2005; Revised February 01, 2006

Advanced structural dynamic models for both wedge and split underplatform dampers have been developed. The new damper models take into account inertia forces and the effects of normal load variation on stick-slip transitions at the contact interfaces. The damper models are formulated for the general case of multiharmonic forced response analysis. An approach for using the new damper models in the dynamic analysis of large-scale finite element models of bladed disks is proposed and realized. Numerical investigations of bladed disks are performed to demonstrate the capabilities of the new models and an analysis of the influence of the damper parameters on the forced response of bladed disks is made.

Copyright © 2007 by American Society of Mechanical Engineers
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References

Figures

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Figure 1

Underplatform damper models: (a) cottage-roof dampers, (b) split dampers inertial model allowing for rigid body motion, and (c) interaction of dampers and blade platforms

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Figure 2

Forces applied to an asymmetric CRD

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Figure 3

Normal load obtained with and without accounting for friction forces: a case of symmetric CRD

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Figure 4

Forces applied to an asymmetric SD

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Figure 5

FE model of a blisc and UPD’s models studied

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Figure 6

Cottage-roof damper response levels: effect of damper mass

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Figure 7

3D trajectory of CR motion at a resonance: (a)mass=100%, (b)mass=150%, and (c) mass=2000%

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Figure 8

Motion of the cottage-roof damper and blade platforms over vibration period

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Figure 9

Cottage-roof damper response levels: effect of friction coefficient (mass=100%, angle=30deg)

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Figure 10

Cottage-roof damper response levels: effect of damper angle (mass=150%)

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Figure 11

Cottage-roof damper response levels: effect of excitation level (mass=200%, angle=30deg)

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Figure 12

Cottage-roof damper: resonance peak levels as functions of the damper parameters

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Figure 13

Amplitudes of harmonics of the multiharmonic forced response (mass=100%): (a) at the blade tip and (b) for CR damper motion

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Figure 14

Amplitudes of harmonics of the multiharmonic forced response (mass=2000%): (a) at the blade tip and (b) for CR damper motion

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Figure 15

Error in prediction of the resonance response levels when only one harmonic is allowed for

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Figure 16

Comparison of response levels for a blisk with CRD and SD for different damper mass values

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Figure 17

Resonance peak response for a blisk with CRD and SD for different damper mass values

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Figure 18

3D trajectories of motion for two parts of the split damper: (a)mass=100%, (b)mass=2000%

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Figure 19

Motion of the split damper and blade platforms over vibration period

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