Development And Mechanical Properties Study Of The Connection Between ALC Wall Panels And Steel Frame

With the rapid economic development of our country,the human demand for buildings and structures is growing,the speed of demand is also faster and faster,so we need to use materials for construction with easy installation and short construction period.Steel materials have these advantages.In addition to that,this steel material also has the advantages such as light weight,good seismic performance,and fast return on investment,environmental pollution,low basal cost and suitability for soft ground.Therefore steel buildings will occupy the important position in the building industry market in the 21st century.But buildings with steel as the main framework have the following two difficult problems to be solved today:Firstly,the envelope working together with steel frame is not achieved industrialization,mass and modular production;Secondly,how to achieve a stable connection of the structure and the steel frame,and how to avoid disaster due to the lack of strength and deformation.The existing connection forms have been surveied and the characteristics of them have been summarized in this paper.A new type of connection nodes has been developed to solve the above problems.The node can achieve a flexible connection of wall panels and steel frame beams and columns,and it can be adapted to the requirements of different levels of deformation.The connection node adapts deformation at two stages.The first stage is small deformation under the multi-earthquake force.The connection node swing to work in the manner of a hinged bracing during this stage.The second stage is large deformation under the rare earthquake force.At this point the connection node slide and swing to work.The size of the new connection node and bolt diameter has been designed;also performed theoretical calculations and finite element analysis have been done in this paper.The size of the new connection node and bolt diameter is designed referring to the existing size of the connection node.In this paper,ALC wall panels are used as envelope wall panels.Theoretical calculations on the connection node have been conducted.Based on it,monotonic loading and low-cycle reciprocating load finite element analysis have been done.Load-displacement curve,hysteresis curve,skeleton curve,stiffness degradation curve and stress distribution curve and others of the connection node have been analyzed,the forms of destruction of each member have been observed.The results show that:The bearing force of various parts of the new connection node meets the code requirements theoretically.The impact of connector aperture ratio changes on the ultimate bearing capacity of loading point under monotonic loading is not obvious,however,the minimum stress of each member increase shows that materials have been fully utilized.With the increase of the plate thickness,the ultimate bearing capacity of loading point increases.The new connection node destroyed from the ALC panel to connecting plate and then high-strength bolts.All models' hysteresis curves under cyclic loading are full.It shows that seismic performance of the connection node is good.In early loading stiffness degradation is evident,and then becomes slow in the late,and a certain degree of slippage effect of happened to the new connection node in the late.Through finite element analysis of the new connection node of ALC wall panels with different aperture ratio and plate thickness and steel frame,the effect of these parameters on ultimate bearing capacity and stress distribution is got.This result provides a theoretical basis for the development of the new connection node connected with steel frame,and also provides a reference for practical applications of ALC wall panels in engineering.In the view of the results from finite element analysis of the new connection node,ultimate displacement meets the requirements in Code for seismic design of buildings(GB50011-2010),and the requirements is that,the interlayer elastic displacement angle limits is 1/250 and the interlayer plastic displacement angle limits is 1/50 when non-structural components are under seismic loads and wind loads in both of multilayer steel and high-rise steel buildings.