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 real curiosity in lots of assorted 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 compile engineers of alternative heritage, and it fill gaps among structural mechanics, vibrations and glossy regulate thought. additionally hyperlinks among the various functions in structural regulate are shown.

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The Thomson-tait theorem can be generalized for positive semidefinite damping matrices, provided the damping is pervasive 6 in the sense of (87). With (115) it can then be said that with a positive definite stiffness matrix in the undamped or pervasively damped case the sign of the real parts of the eigenvalues is not affected by the gyroscopic matrix G. The Thomson-tait theorem being a necessary (and sufficient) condition, the problem of gyroscopic stabilization in real systems becomes obvious. e. to eigenvalues with positive real part.

3 cosh z 2 1 cos z −1/ cosh z Π 2Π 3Π 4Π z 1 Figure 12: Graphical representation of the solutions of the characteristic equation of a cantilever beam The solutions of the characteristic equation (220) are visualized graphically by circles in Fig. 12. It can be observed that the function 1/ cosh z converges to zero rapidly, and the characteristic equation (220) essentially reduces to cos βl = 0 for higher modes. The analytical solution can be expressed in the form β n = ωn ⇒ ωn = ρA = EI 2n − 1 π + en 2 2n − 1 π + en 2 2 1 l2 EI , ρA 1 l (221) n = 1, 2, .

Using (157) and (161) in (159), and subsequently eliminating V between (159) and (158) yields on simplification ρAw,tt + [EIw,xx ],xx − [ρIw,xtt ],x = p(x, t). (162) This equation of motion is known as the Rayleigh beam equation. The term (EIw,xx ),xx is usually referred to as the flexure term, where EI is called the flexural stiffness, and (ρIw,xtt ),x is known as the rotary inertia term. When the rotary inertia term is neglected, we obtain ρAw,tt + [EIw,xx ],xx = p(x, t), (163) which is referred to as the Euler-Bernoulli beam model.

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