Active and Passive Vibration Control of Structures by Peter Hagedorn, Gottfried Spelsberg-Korspeter

By Peter Hagedorn, Gottfried Spelsberg-Korspeter

Active and Passive Vibration keep watch over of constructions shape a topic of very genuine curiosity in lots of diverse fields of engineering, for instance within the automobile and aerospace undefined, in precision engineering (e.g. in huge telescopes), and likewise in civil engineering. The papers during this quantity assemble engineers of alternative heritage, and it fill gaps among structural mechanics, vibrations and glossy keep watch over conception. additionally hyperlinks among the several functions in structural keep an eye on are shown.

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However, exactly as in the M -D-K-systems, each component in general has a different phase angle ik . The elements of qi (t) therefore do not reach their maxima or their zero position simultaneously. Observing the eigensolutions of a M -G-K-system, in general one sees a periodic change of the vibration form and a periodic change of the coordinate values. Gyroscopic Stabilization Up to now we have always assumed that the stiffness matrix is at least positive semidefinite. For the time being we relax this assumption in discussing the eigenvalues of M -G-K-systems in comparison to those of underlying M -K-system (32).

X, t) Neutral fiber h Figure 5: Schematic representation of a beam under planar deflection The Newtonian Formulation Consider a straight beam undergoing a planar deflection in uni-axial bending as represented schematically in Fig. 5. The simplest of all beam theories starts with the assumption that planar cross-sections of the undeformed beam remain planar even after the beam undergoes a deformation, as illustrated in the figure. From elementary theory of elasticity (see, for example, Timoshenko and Goodier (1970)), it is known that when the beam is deflected, certain hypothetical longitudinal lines or fibers are elongated, while others are compressed.

Here we examine the free vibrations of a system with equations of motion of the type M q¨ + Gq˙ + (K + N )q = 0, (149) where we make the usual assumption on the matrices. Properties of the Eigenvalues The characteristic equation now assumes the form det(λ2 M + λG + K + N ) = 0. (150) This polynomial of degree 2n in λ can be written as a2n λ2n + a2n−1 λ2n−1 + . . + a2 λ2 + a1 λ + a0 = 0. (151) From the properties of determinants we know that a2n λ2n is equal to the product of the principal diagonal’s elements of the matrix (λ2 M +λG+K +N ).

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