| At present,the state vigorously promotes the development of prefabricated buildings,and steel structures play an important role in prefabricated buildings.For the on-site installation nodes of fabricated steel structures,welded joints have many problems,such as being greatly affected by environmental conditions,unstable quality,and low installation efficiency.Bolt connection is a kind of connection method suitable for fabricated structure,but there are relatively few researches on box beam-column full bolt joints at home and abroad.This paper takes the box-section beam-column connection of multi-story frame structure as the research object,takes full bolt connection as the goal,integrates the principles of "strong node,weak member" and "strong column and weak beam",and considers the requirements of on-site installation.The following studies were carried out:(1)According to the strengthening requirements of the beam-column node domain,the structural design of the box-section beam-column full bolt connection node with cantilever section suitable for the corner columns,side columns and center columns of the multi-story frame structure is designed for the welded box section beams.The scheme of connecting plate of lining cover and the scheme of rolling box section are given.(2)According to the joint torsion,shear,bending and their combination,the selection and arrangement methods of connecting plates and high-strength bolts are given.(3)Using ABAQUS finite element analysis software,the “single shear” and “double shear” of the lining-cover connecting plate scheme were modeled separately,and the geometric parameters(thickness of connecting plate,column stiffening plate thickness,cantilever section length and The influence of the distance between the installation hole and the beam end,the splicing distance,the height of the installation hole section)and the structural parameters(column shaft pressure,steel friction anti-slip coefficient and whether to strengthen the installation hole)on the rotation stiffness and bearing capacity of the joint.(4)Through the reinforcement of the mounting hole at the end of the box beam,the structure of the mounting hole of the cantilever section is closed to realize the controllable position of the plastic hinge.(5)In combination with actual engineering,box beams were used to replace the H-shaped steel beams in the original design,and the net height and steel volume of the floor were compared,and the corresponding joint design was carried out. |
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