Study On Seismic Performance Of Top-level SRC Side Joint With Different Beam-to-Column Steel Connetion

With the height gradually increased and the the shape of the increasingly strange inbuilding, the structure of the building has become very complex, Especially for thepublic buildings and local landmarks buildings, to focus on the development directionof the heavy loads, super high-rise and large span, Ordinary reinforced concrete(RC)structures can not meet the design requirements.As a result, the steel reinforcedconcrete(SRC) composite structure to configure the steel in reinforced concretestructures with its superior performance gradually to be applied in practical engineering.Currently, SRC composite structure has been applied to many high-rise, superhigh-rise and sports stadiums etc large or medium-sized public buildings, many of themare using SRC beams and columns framework, the Lueyang Stadium is one of them.Due to the construction of the SRC are much more complex than the RC and the mainbeam span of the lueyang stadium SRC frame up to36.5m,for easy construction,theconstruction unit put forward the beam-to-column steel connection that put the beamsteel into the node to replace the traditional put the column steel into the node whenconstruction of the SRC top-level end beam-to-column joint.However, for thisbeam-to-column steel connection have no related prescribed or recommended and therealso no related research or engineering information can refer, therefore,this article usingthe method that Combined test with finite element analysis to research the seismicperformance and force characteristics of this beam-to-column steel connection of thenodes and Comparative analysis with traditional connection.Testing and finite element analysis results show that the yield load and altimateload of the beam-to-column steel connection that put the beam steel into the node notmuch different from traditional put the column steel into the node, but after yield it’senergy dissipation and ductility relatively worse, but still be able to meet the designrequirements. The performance of these two connections will be basically the same ifwe take some measures to ensure that these two connections with the same amount ofsteel in the node area in both directions and take strengthen measures to the weak partsof the beam-to-column steel connection that put the beam steel into the node whereColumn lateral beam steel webs With the handover of parts of the lower flange beamsteel.The test results can be used as a reference for future similar projects and provide a basis to the corresponding specification modified.