Energy consumption steel column system with replaceable hysteretic dampers

Abstract

Disclosed is an energy consumption steel column system with replaceable hysteretic dampers. An energy consumption column comprises two column limbs, rigid chain rods, the multiple sets of hysteretic dampers, connection bolts and hinged support seats. The column limbs are connected through the rigid chain rods. The column limbs of the energy consumption column are connected with the hysteretic dampers through bolts. The energy consumption column penetrates through a full-height or most floors and is connected with a frame beam in a hinged mode. The bottoms of the column limbs are connected with foundations through the hinged support seats. During site construction, the energy consumption column is buried in a wall body in a planar mode. The energy consumption steel column system has the beneficial effects that the two column limbs are combined to act and provide large resistant-lateral rigidity and bearing capacity and serve as an integral type key component to reduce deformation concentration of the structural floors effectively, and thus structural damage control is achieved. The rigidity of the hysteretic dampers is far smaller than that of the column limbs, so that flexural yielding occurs when lateral deformation of the column limbs is small, and seismic energy is consumed and dispersed. The hysteretic dampers are prospective structural damage parts and connected through bolts, and can be replaced conveniently after being damaged in an earthquake. The energy consumption column is a factory prefabricated component and is connected through the bolts on a site, the construction speed is high, and energy conservation and environment protection are achieved.

Description

technical field [0001] The invention belongs to the technical field of civil structure engineering, and in particular relates to an energy-dissipating steel column system with a replaceable mild steel damper. Background technique [0002] Low and medium-rise buildings in related technologies are generally considered to adopt the form of pure frame or braced frame, and form a strong-column-weak-beam ductile frame or braced frame structural system through a reasonable beam-to-column stiffness ratio. Under the action of a large earthquake, plastic hinges first appear at the beam ends of the frame structure. After the plastic hinges at the beam ends are fully developed, plastic hinges are formed at the bottom of the bottom column, and the structure is considered to be invalid. In the braced frame structure, the braces yield first, and the anti-buckling The support can effectively improve the lateral stiffness and energy dissipation capacity of the structure. Under the action of ...

AI Technical Summary

Problems solved by technology

However, earthquake damage investigations and studies in recent years have shown that even the frame structures designed strictly according to the "strong column and weak beam" also appear under the action of earthquakes due to the "story yield" unfavorable failure mode caused by excessive local interstory deformation; In the structure, since the stiffness of the connecting section of the frame and the buckling-constrained brace is much smaller than that of the frame node and the middle section of the brace, the damage of the connecting part often occurs, and the energy dissipation capacity of the large-tonnage buckling-constrained brace is not brought into play, and the bearing capacity of the structure is also far lower than expected, causing great potential danger

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