Hysteretic Performance Study Of High-Strength Steel Frame Bobbin Structure With Replaceable Energy Dissipation Beams With Double Channel Section

High-strength steel framed tube structure with replaceable energy dissipating beam sections with double channel steel sections was proposed due to the poor ductility and difficult post-earthquake repair of traditional steel framed tube structures,in order to solve this problem,a replaceable shear link with double channel steel section is set at the mid-span of the skirt beam.The skirt beam and the energy-consuming beam segment are connected with the web-bolted connections,and the structure uses the good elastic-plastic deformation capacity of the energy dissipation beam section and the stable hysteretic energy dissipation capability to dissipate energy.In order to study the seismic performance of a high-strength steel frame tube structure with a double-channel steel cross section replaceable energy dissipation beam section,a low-cycle reciprocating cycle of a high-strength steel frame tube structure with a double-channel steel cross section replaceable energy dissipation beam section was first carried out Load test to study the seismic performance of the structure and the replaceability of the energy dissipation beam section;then establish a refined finite element model of the test sub-structure specimen by ABAQUS finite element software,and compare the results of the finite element analysis with the test results In order to verify the correctness of the finite element model;finally,the ABAQUS finite element software is used to establish a full-scale finite element model of the test substructure specimen,considering the high-thickness ratio of the web of the energy-consuming beam section,the width-thickness ratio of the flange of the energy-consuming beam section,and the energy-consuming beam section The four parameters of effective length and spacing of web stiffeners of energy dissipation beams are to study the influence of the above parameters on the bearing capacity,stiffness,ductility and energy dissipation capacity of the structure.Through the experimental research and finite element parameter analysis of the structure,the research results show that:(1)The high-strength steel frame tube structure with a double-channel steel cross-section replaceable energy dissipation beam section mainly dissipates the earthquake by the shear deformation of the energy dissipation beam section Energy,the plastic damage of the structure is concentrated in the energy dissipation beam section,and the rest of the components remain elastic all the time.The structure has good seismic performance;the high-strength bolt connection between the double-channel steel web and the skirt beam web can realize the earthquake of the energy dissipation beam section.After replacement,to achieve rapid recovery of the structure after the earthquake;(2)If the effective length of the energy dissipation beam section is too long,the bearing capacity of the structure will be reduced,and the sliding deformation of the bolt connection between the energy dissipation beam section and the skirt beam increases.It is recommended that the effective length ratio of the energy dissipation beam section be controlled between 1.02 and 1.43;(3)The flange of the energy dissipation beam section mainly bears the bending moment effect,and does not contribute much to the shear capacity of the energy dissipation beam section.By reducing the width-thickness ratio of the flange of the energy dissipation beam section,the ultimate bearing capacity of the structure can be improved,but at the same time it will reduce the structural ductility With energy dissipation capacity,it is recommended that the width-to-thickness ratio of the flange of the energy dissipation beam be within the range of 6.17 ～ 7.83;(4)The web-to-thickness ratio of the energy-dissipating beam section has a great influence on the hysteretic performance of the structure.If the web-to-thickness ratio is too small,it will increase the sliding deformation of the bolt connection and also cause the gap between the energy-dissipating beam section and the skirt beam.The bolt rod at the bolt connection and the bolt hole of the energy dissipation beam section yield before the web of the energy dissipation beam section,and the energy dissipation capacity of the energy dissipation beam section cannot be fully exerted.In the range of 18.8 ～ 25.2;(5)Changing the spacing of web stiffeners of energy-consuming beam sections has no significant effect on the bearing capacity,stiffness and energy dissipation capacity of the structure,so the stiffeners can be arranged according to the specifications.