Energy-dissipating steel column system with replaceable mild steel dampers

Abstract

An energy-dissipating steel column system with a replaceable mild steel damper, the energy-dissipating column includes two column limbs, a rigid chain link connecting the column limbs, multiple groups of mild steel dampers, connecting bolts, and a hinge support. The column limb of the energy-dissipating column and the mild steel damper are connected by bolts, and the energy-dissipating column runs through the entire height of the structure or most of the floors, and is hingedly connected with the frame beam. The bottom of the column limb is connected to the foundation by a hinged support. During on-site construction, the plane of the energy-dissipating column is buried in the wall. The beneficial effect is that the combined action of the two column limbs provides greater lateral stiffness and bearing capacity as an integral key component, effectively reducing the concentration of structural floor deformation and realizing structural damage control. The stiffness of the mild steel damper is much smaller than that of the column limb, and bending yield occurs when the lateral deformation of the column limb is small, dissipating the seismic energy. Mild steel dampers are expected structural damage sites and are bolted for easy replacement after damage in earthquakes. The energy-dissipating column is a prefabricated component in the factory, connected by bolts on site, with fast construction speed, energy saving and environmental protection.

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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