By France) International Workshop on Structural Control 2000 (Paris, Fabio Casciati, Georges Magonette, Fabio Casciati
Lawsuits of the third foreign Workshop on Structural keep an eye on, Structural keep watch over for Civil and Infrastructure Engineering, held in Paris, France, July 6-8, 2000. The contributions during this textual content combination to create an entire replace within the components of clever buildings, shrewdpermanent fabrics, and structural keep watch over. For civil and infrastructure engineers.
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Extra info for Structural control for civil and infrastructure engineering: proceedings of the 3rd international workshop on structural control: Paris, France 6-8 July 2000
Example text
F. structural systems with the damper. The validity of the presented approach and the optimality of the damper parameters are examined through a simulation analysis using strong earthquake accelerograms, 1995 Kobe earthquake and 1940 El-Centro earthquake. 1 INTRODUCTION In order to mitigate structural damage or avoid collapse of structural systems under strong or severe earthquake excitation, a new approach has been developed to installing viscous type damper in structural systems [ 1 , 2 ] . These passive type dampers are generally attached with a spring element such as a brace member to the main frame and are series of a spring element and a dashpot element called a Maxwell type viscous damper.
4. 5 is in a linear range for Level 1 excitation and it is in an elasto-plastic nonlinear range for Level 2 and 3 (Vmax=75 cm/s) earthquake. An earthquake input energy Eh kinetic energy Wk, potential energy Wp, viscous damping energy of the frame Wd and MNV damper energy Wmmi at the duration end are tabulated in Table 2. This table indicates that an input energy agrees completely with the sum of output energies for two input intensity levels. These energy response are plotted as a function of time in Fig.
Let T be the time duration of action of external excitation. Further, let all components of displacement vector can be measured during the structural motion and all components of velocity and acceleration vectors can be calculated in a short time from the corresponding components of displacement vector as their first and second derivatives. The interval [0, T] is devised into n small equal intervals of the length A where A is a small positive number whose value will be discussed later. ,n. (t) = 0 (13) The structural response is described by the following system z 1 (t) + G(z 1 (t),z 1 (t)) = f 1 (t) (14) In the subinterval Ti the displacement vector is measured and velocity and acceleration vectors are calculated, thus, the external excitation can be determined from (14): f 1 (t) = z 1 (t) + G(z 1 (t),z 1 (t)) (15> u2(t) = - f 1 ( t - A ) s - { z 1 ( t - A ) + G(z1(t-A),z1(t-A))} (16) InT2=[A