| The steel plate shear wall structure is a commonly used lateral force resisting system in high-rise and super high-rise buildings.Thick steel plate shear walls have excellent loadbearing capacity and stiffness,but due to their high construction difficulty and cost,thin steel plate shear walls have become a new type of building structure that has received much attention.In traditional thin steel plate shear wall structures,the inelastic deformation is mainly concentrated in the "X" region along the diagonal direction of the wall panel,and most of the internal steel plates are not designed for yielding energy dissipation.Usually,the steel plate shear wall structure is fixed to the edge-constrained frame by welded connections,and the continuous joint welds have uneven thermal stresses during the welding process,which increases the residual stress in the structure.Meanwhile,under strong earthquakes,the embedded thin steel plate walls are prone to buckling deformation,which increases the difficulty of post-earthquake repair.To address the aforementioned issues,a modular assembled steel plate shear wall structure is proposed.The structure mainly consists of thin steel plate area grid modules with frames,which are arranged in the main diagonal zone of the frame and assembled into a whole by high-strength bolts and angle steel connectors.The thin steel plate is constrained by the grid steel frame to form a large area of buckling and tensile bands.This solves the problem of material waste caused by the unyielding area,and the assembly connection method avoids a large amount of welding work.Moreover,the modular components are easy to be produced in a factory,which facilitates on-site assembly.The on-site construction of the structure only requires simple assembly of the steel plate modules,which improves construction efficiency and is in line with the current environmental awareness.In addition,the tensile band formed by the buckling of the steel plate modules acts as a series of diagonal braces,which still provides the structure with a significant elastic lateral stiffness and shear capacity.However,the edge columns must have sufficient stiffness and anchoring capacity.Therefore,a high-load-bearing and high-bending stiffness partially encased concrete(PEC)composite column is introduced into the modular steel plate shear wall structure as the second line of defense against earthquakes.It serves as supplementary energy dissipation after the steel plate buckling to improve the seismic performance of the structure.In order to comprehensively study the seismic performance of the modular assembled steel plate shear wall structure with Partially Encased Composite(PEC)columns,experimental tests and finite element simulations were conducted in this study.Two scaled specimens were designed for quasi-static tests,and corresponding finite element models were established for numerical simulations.Through extensive finite element simulations,the effects of various parameters,such as the arrangement of grid modules,steel plate height-to-thickness ratio,PEC column flange width-to-thickness ratio,grid module steel frame flange width and thickness,length and thickness of angle steel connectors,on the seismic performance of the structure were analyzed.The following results were obtained:(1)Through scaled-down experimental studies on modular assembled steel plate shear wall structures with Partially Encased Composite(PEC)columns,it was found that the structure exhibited good load-carrying capacity and energy dissipation performance.The failure mode of PEC-MSPSW-1 and PEC-MSPSW-2 was similar.After the structure was subjected to loading,local buckling of the thin steel plates in the top left corner module occurred first.With increasing displacement,the thin steel plates of the central core energy dissipation zone sequentially buckled and formed tension bands,followed by the thin steel plates of the top right corner module.At this point,tension bands formed in the top left and right corner modules.Simultaneously,the thin steel plates of the bottom left and right corner modules experienced local buckling.Eventually,the thin steel plates of all five corner modules formed distinct "X"-shaped tension bands,with wrinkles and steel plate tearing occurring at the intersection of the tension bands.The load-carrying capacity of the specimen started to decrease,and the welds at the ends of the beams also cracked,ultimately leading to specimen failure.The experimental study used two different angle steel connectors,labeled as PEC-MSPSW-1 and PEC-MSPSW-2,as the connecting elements for the specimens.The test results showed that both of these connectors exhibited well-defined hysteresis curves with good hysteretic performance,and their energy dissipation coefficients were both above 1.7.When a triangular stiffening plate was added to the angle steel connector of specimen PEC-MSPSW-2,the envelope area of its hysteresis curve increased,and the energy dissipation coefficient also improved.(2)The comparison between experimental results and finite element simulations showed that the finite element method accurately reflects the hysteresis curve,skeleton curve,stiffness degradation curve,stress distribution,and deformation behavior of the specimen during the loading process.This allows for an accurate assessment of the seismic performance of the specimen,including its loading mechanism,failure mode,energy dissipation performance,and load-bearing capacity.(3)The analysis of various parameters of the modular steel plate shear wall(MSPSW)with PEC reveals that the structural performance is better when the grid module is arranged in the main diagonal zone of the main frame.The flange width-thickness ratio and plate heightthickness ratio of the PEC column have the most significant influence on the overall performance of the structure.As the flange width-thickness ratio of the PEC column increases and the plate height-thickness ratio decreases,the stiffness,load-carrying capacity,and energy dissipation performance of the structure also increase.The thickness of the steel frame flange of the grid module has a certain influence on the load-carrying capacity and energy dissipation performance of the structure,with an increase in grid module thickness resulting in increased load-carrying capacity and energy dissipation performance.The width of the steel frame flange of the grid module,length and thickness of the angle steel connectors have minimal impact on the seismic performance of the structure. |
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