HF2V dissipator effects on the performance of a 3 story moment frame

Abstract

In this paper, the seismic performance of the as-designed SAC Los Angeles 3 storey seismic frame with rigid moment connections at the beam ends is compared with that of the same frame using semirigid connections with high force-to-volume (HF2V) lead dissipators. The presence of the gravity frames in the model is also considered. It was found that the placement of dissipators, ignoring the effect of the gravity frames, caused a 12% increase in period of the frame due to the decreased stiffness of the connections. During design level ground shaking the semi-rigid connections with HF2V dissipators have slightly lower accelerations, up to an 80% increase in peak drift, and a 200% increase in the permanent displacement compared to the asdesigned case, but no structural damage is expected. When the gravity frames are considered, the floor accelerations decrease further, the peak displacements do not significantly change, but the residual storey dirft ratios reduce to approximately 0.17%. This result is less than one half that of the as-designed frame, where typically gravity frame effects are not considered. The realistic analyses combining HF2V lead dissipators with gravity frames and well-designed non-structural elements creates a system with almost no structural damage and low residual displacements.2

Spectral analysis for a semi‐active–passive net‐zero base‐shear design concept

“…It should be noted that being a spectral investigation, this analysis represents a simplified SDOF structure. This analysis could be extended to an MDOF structure, such as that presented for the lead devices alone in and for the semi‐active resettable devices alone in .…”

Seismic behavior improvement of reinforced concrete shear wall buildings using multiple rocking systems

“…To overcome such behavior, changing metallic dampers to HF2V can be a useful method as was shown by past researches [40].…”

Earthquake Protection of Existing Structures with Limited Seismic Joint: Base Isolation with Supplemental Damping versus Rotational Inertia

“…Among these strategies, we mention the coupling of adjacent buildings by means of passive damping devices to reduce the risk of pounding [50][51][52] and to improve the seismic performance of the two systems [53][54][55], the introduction of viscous dampers along the height of the building that produce desired levels of interstory drifts while reducing seismic forces [56,57], the interstory isolation by the use of seismic isolators at levels other than the base along the height of a building [58,59], and the interstory isolation implemented by converting masses already present on the structure into tuned masses according to a nonconventional TMD scheme [38,60]. Moreover, there are a range of supplemental dampers that do not have a viscous nature, for example, buckling restrained braces, yielding fuse systems, and the HF2V device based on the lead extrusion technology [61][62][63][64], to quote just a few. In these cases, the simplified assumption of a linear viscous damping, made throughout this paper, does not apply, and one should consider a more complicated constitutive behavior, which is beyond the scope of the present study.…”