Simplified Calculation Calculation Of Bearing Capacity And Nonlinear Finite Element Analysis Of Shaped Steel Reinforced Concrete Short-Leg Shear Wall

As the situation of our country is adapted by structure of reinforced concrete short-leg shear wall, it is widely used in the domestic construction industry, and has good prospects for development, but the scope of its application is limited by the shortcoming that its seismic performance is worse than the common shear wall. Shaped steel reinforced concrete short-leg shear wall is a new structure form of shear wall structure system, it not only has the advantages of short-leg shear wall, but also has the advantages of shaped steel reinforced concrete shear wall. Therefore, the in-depth research to the seismic performance of this new shear wall is necessary. The research group had low cyclic loading tests of the prestressed and shaped steel reinforced concrete short-leg shear walls, Shaped steel reinforced concrete short-leg shear walls with steel bracing and shaped steel reinforced concrete short-leg shear walls with end column, and some meaningful research achievements were obtained. In this paper, through the analysis of quasi static test data of the shaped steel reinforced concrete short-leg shear wall that finished by the research group, the softened strut-and-tie model was applied in medium-rise and high shear wall, and the simplified formula was deduced. Through statistical analysis on test data, the test fitting is used for getting the model of resilience curve of shaped steel reinforced concrete short-leg shear wall. Finally, nonlinear finite element analysis of part of the shaped steel reinforced concrete short-leg shear wall were made by DIANA software, and the influence of the seismic performance of steel reinforced concrete short-leg shear wall with steel bracings and horizontal web rods was researched. The main conclusions were as follows:1. By improving the parameters of force transmission mechanism, transfer mechanisms of medium-rise shear wall were reflected by the softened strut-and-tie model correctly, and the bearing capacity of medium-rise shear wall was calculated by the softened strut-and-tie model accurately, the calculation results were a little smaller than the test results.For the medium-rise shear wall, a hierarchical set of steel horizontal web rods and horizontal bars would not all be yield and fully play the role of a horizontal pull rod, suggestions can be taken that half section areas of the horizontal bracings were used for horizontal bar area of strut-and-tie model level institutions; for medium-rise shear wall with end column, determining the oblique the mechanism of the strut area Astr, recommended values strut depth of bs:tw in the web of shear wall, column and column thickness. 2. Through statistical analysis on test data, the test fitting is used for getting the skeleton curve, standard hysteresis loops and stiffness degradation rules, a four line skeleton curve considered the effects of axial compression ratio, prestress, and steel bracing was establishied, and the expressions of the skeleton curve were given. Cracking point, yield point, maximum load and ultimate displacement point were included in the feature points. Standard hysteresis loop considered the stiffness degradation was represented by three lines. Model of resilience curve could be used in nonlinear dynamic analysis of shaped steel reinforced concrete short-leg shear wall.3. The reasonable model of nonlinear finite element analysis built by DIANA software can reflect the actual stress of specimen under cyclic loading well, the calculation results of bearing capacity, energy dissipation capacity were a little smaller than the test results.4. By varying the parameters of steel bracings and borizontal web rods on the basic model which was improved to be reasonable by comparing with the test results, and some conclusions were made:(1) In the case of setting steel bracings and horizontal web rods spacing large circumstances in medium-rise shear wall, removing or increasing cross-sectional area of horizontal web rods had little impact in hysteretic behavior and bearing capacity of the shear wall.(2) In the case of setting steel bracings and horizontal web rods in medium-rise shear wall, hysteretic behavior and bearing capacity of the shear wall was affected relatively much by removing steel bracings, the capacity of energy dissipation and bearing capacity of shear wall could be improved because of existence of steel bracings. In the case of setting steel bracings and horizontal web rods in shear wall, hysteretic behavior and bearing capacity of the shear wall was affected very little by increasing the cross-sectional area of steel bracings. It can be seen that hysteretic. behavior and bearing capacity of the medium-rise shear wall were affected very much by setting the steel bracings or not.