Abstract
Passive energy dissipation devices have the potential to increase the seismic resistance of a structure by increasing its capability to dissipate energy and by reducing the seismic demand on the structure. They offer particular promise for seismic retrofitting as well as extensive applications in new construction.
 This paper describes and compares earthquake simulator tests of four new types of passive energy dissipators that were performed at the Earthquake Engineering Research Center of the University of California at Berkeley. The four types of energy dissipator are a Coulomb friction damper; a self-centering friction device in which the slip load is proportional to the slip displacement; a viscoelastic shear damper; and a shape memory alloy. Two different model structures were used in the experimental studies, and the energy dissipators were incorporated as part of the bracing systems of the structures.
Highlights
Conventional seismic design practice permits the reduction of forces for design below the elastic level on the premise that inelastic action in a suitably designed structure will provide that structure with significant energy dissipation potential and enable it to survive a severe earthquake without collapse
Separate comparisons of the FD and VD systems with the "undamped" moment-resisting frame (MRF) and concentrically-braced frame (CBF) structures showed that both damped systems behaved to the CBF in terms of story drifts, and to the MRF in terms of story accelerations and story shears
Peak base shears of the FD and VD models were similar for a range of input levels of the El Centro, Miyagi, and Taft signals. They are approximately the same as, or less than, the MRF maximum base shears. These results were achieved while simultaneously reducing the drifts to as little as one half of those of the MRF
Summary
Conventional seismic design practice permits the reduction of forces for design below the elastic level on the premise that inelastic action in a suitably designed structure will provide that structure with significant energy dissipation potential and enable it to survive a severe earthquake without collapse This inelastic action is typically intended to occur in specially detailed critical regions of the structure, usually in the beams near or adjacent to the beam-column joints. The VE dampers were added to the MRF in single-diagonal bracing (Figure 2), and the friction dampers were added as part of a modified chevron bracing system (Figure 3) Constant stress scaling, such that model and prototype accelerations are equal, was used for the shake table tests. Response quantities measured during the shake table tests included floor displacements and accelerations, bracing forces and damper displacements, base shear and base overturning moment, and shake table accelerations and displacements
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