| At present,prefabricated building is the development direction strongly advocated by the government.As one of prefabricated building systems,the steel plate concrete composite shear wall system is a structural system with a very wide application prospect.Steel plate concrete composite shear wall systems are increasingly used in high-rise and super high-rise building structures due to their energy consumption,overall ductility,construction efficiency,and green energy saving.This thesis presents a new type of embedded steel plate concrete composite shear wall.The reinforcement grid and the shear studs in the traditional steel plate concrete composite shear wall were replaced by the welded trapezoidal reinforcement bar.When the proposed composite shear wall was applied to a pre-fabricated structure,the connection of reinforced bar through grout sleeves could be avoided,which has been criticized for the difficult in control of construction quality.Experiments were carried out to investigate the out-of-plane bending behavior of the connected composite shear wall.Four composite shear walls with two casted connection were tested to study influences of layout of the trapezoidal reinforcement and the connection type of steel plate.And one reinforced concrete shear wall was used for comparison.The finite element method(FEM)is used to model and simulate this new type of embedded steel plate concrete composite shear wall.The unidirectional stress push-over process was simulated.The interface effect,steel plate joint effect,steel plate buckling,and shear reinforcement loading process and concrete stress process were analyzed,and compared with test results.The FEM model was verified by the comprison.Appling the verified FEM model,the effects of concrete strength steel plate strength,steel bar strength,steel plate thickness,wall thickness and other parameters on the mechanical properties and failure modes of the shear wall were further analyzed.The main contents are as follows:(1)Due to the influence of the reinforcement ratio and the layout of the bent steel bars,the concrete on both sides of the steel plate showed different failure modes.However,the cracks would stop at the embedded steel plate.Comparing with the reinforced concrete shear wall,the bending capacity of composite shear wall with partial shear connection is increased by 44%to 164%.(2)The layout of trapezoidal rebar greatly affected the bending capacity of the composite shear wall.The bending moment capacity of composite shear wall with staggered arranged trapezoidal reinforcement was about 23%higher than that with parallel arranged reinforcement.(3)The connection types nearly had no influences on the bending capacity of the composite shear wall;however,it would affect the bending stiffness of the wall.(4)The simulation results of the finite element model agreed well with the test results.The load-displacement curve from the finite element simulation and from the test curve are nearly similar.The plastic damage model of the concrete and the constitutive relationship of the steel in the model can well characterize the the failure process of steel and show the failure mode of the composite shear wall specimen.(5)Finite element parameter analysis showed that the yield strength of steel rebar,concrete strength and the wall thickness had significant effects on improving the out-of-plane bending capacity of the composite shear wall specimens,while the effect of the steel plate thickness on increasing the out-of-plane bending capacity of composite shear wall specimens was limited.(6)The trapezoidal reinforcement could not totally resist the shear force between the steel plate and the concrete panel.That is,the tested composite wall could only be defined as partially connected steel composite shear wall.On the basis of the plastic theory of composite structures,the equation for calculating the bending moment capacity of the composite shear wall was proposed.By comparing with test results,the calculated results were represented on the safety side. |
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