Study On The Influencing Factors Of Seismic Performance Of Prefabricated Light Steel Light Aggregate Concrete Composite Shear Wall Structural Components

In view of the special location conditions of frequent earthquakes,cold and long winters and abundant desert sand resources in Xinjiang.Combined with the actual situation of relatively backward development,shortage of housing construction forces,and weak awareness of disaster prevention in Xinjiang’s villages and towns.On the basis of extensive investigation of houses in Xinjiang,the research group integrated the concept of multi-channel seismic fortification,and proposed a new prefabricated light steel light aggregate concrete composite shear wall structure(PLSCW)suitable for one-to two-story village buildings,which is composed of edge wall(Class A wall limb),window wall(Class B wall limb)and under-window wall(Class C wall limb).Through a reasonable combination of strength and weakness,a gradual and controllable mode of destruction can be realized.Based on the tests completed by the project team in the early stage,this thesis uses a combination of numerical simulation and theoretical analysis to design the horizontal connections of each wall limb,and analyzes the finite element expansion parameters of the factors affecting the seismic performance of each wall limb.The main work and conclusions are as follows:(1)The finite element simulation of various wall limbs using optimized connectors was carried out to explore the failure mode.The results show that the final failure mode of Class A wall limb is bending failure.Specifically,the upper section steel of the connecting part yields,the end steel wire mesh reaches the ultimate strength,and the concrete of the wall limb foot is crushed.The proposed dry connection method meets the requirements of strong connection.The wall surface of the Class B wall limb mainly occurs due to the splitting failure caused by the thin concrete protective layer at the embedded steel plate,and the concrete punching failure of the lower part of the embedded screw mainly occurs inside the wall.The failure of Class C wall limb is mainly the concrete punching failure of the lower part of the screw,and a relatively clear 45°punching surface is formed along the bolt connection.(2)The seismic performance indicators of Class A and B wall limbs under dry connection with dimensions of 600mm×2800mm×150mm(length × height × width)were compared and analyzed.The results show that the seismic bearing capacity of the A-class wall limb with dry connection is 97% of that of castin-place specimens,and the peak displacement is 119% of that of cast-in-place specimens,and the bearing capacity is basically the same as that of cast-in-place specimens,and the deformation capacity is better than that of cast-in-place specimens.For Class B wall limbs that have failed and damaged joints,the use of optimized welded connectors and local steel wire mesh reinforcement can significantly improve their seismic bearing capacity,deformation capacity and energy dissipation capacity.Its peak load is 95.69% of the castin-place specimen,and the bearing capacity is basically the same as that of cast-in-place specimen.The peak displacement and peak point cumulative energy consumption were 143.56% and 124.67% of the cast-in-situ specimens,respectively,which were better than those of cast-in-situ specimens.(3)In order to explore the influence of different factors on the seismic performance of A,B and C wall limbs,finite element parameter expansion analysis was carried out on each wall limb.The results show that the seismic bearing capacity of Class C wall limbs is most significantly improved by the increase of concrete strength.The deformation ability of wall limbs decreases slightly with the increase of concrete strength.The reduction of the shear-span ratio can significantly improve the peak bearing capacity and initial stiffness of various wall limbs,but the deformation capacity of the wall is significantly reduced.Within the given axial pressure range,there was no significant change in the seismic performance index of Class A and B wall limbs.Changing the diameter of the steel wire mesh has basically no effect on the initial stiffness of the Class C wall limb,but it will reduce the seismic bearing capacity and deformation capacity of the wall limb.Reducing the number of bolts has basically no effect on the deformation ability of the wall limb,but it will reduce the seismic bearing capacity and initial stiffness of the wall limb.(4)Starting from the failure mode of the wall limb,a calculation model of the bending bearing capacity of the positive section considering the peak strength of the steel wire mesh is proposed for the A-class wall limb.For the B and C wall limbs,an analysis method for the bearing capacity of dry connection of shear wall is proposed.A calculation model of the strength of Class B wall limb joints considering the surface adhesion of embedded steel plate and the bearing capacity of concrete under embedded screw is established.The minimum resistance of the three failure modes of bolt joints(compression failure of angle steel section,shear failure of bolt section,and punching failure of concrete)is proposed as the bearing capacity of Class C wall joints.The error between the test value and the calculated value of each wall limb is within 10%,and the results are in good agreement and can provide a reference for engineering applications.