Research On Continuous Collapse Performance Of RC Frame-shear Structure Based On The Method Of Dismantling Components

With the rapid growth of the social economy,various complex,diverse,and different forms of buildings are constantly appearing.The safety problem of the structure is what attracts people’s attention.Among them,the continuous collapse of the structure has caused particularly heavy losses and injuries,which has become one of the main topics of current engineering research.Because a large number of domestic and foreign researches are mostly based on multi-layer frames,there are few researches on high-rise structures and frame-shear structures.Moreover,relatively few uses SAP2000 finite element software for nonlinear analysis of structures.Therefore,this paper uses SAP2000 software to analyze the continuous collapse of a high-rise frame shear wall structure based on the continuous collapse specification.The main contents are as follows:（1）Use PKPM structure software to establish a frame shear wall structure model according to the specification,and calculate the result of reinforcement.According to the model and specifications,the method of dismantling the component and the nonlinear dynamic analysis and appropriate judgment criteria are selected.After determining the location of the failed components,the corner columns,center columns,long-side center columns,short-side center columns,and components at the same location on different floors were removed for analysis.It was found that the removal of components at different locations on the same floor was different from the traditional frame structure,and the structure collapsed continuously.The probability of is long-side center column>center column>corner column>short-side center column.In addition,the higher the floor,the greater the probability of continuous collapse of the components at the same location.（2）Arranging shear walls in the structure can fully improve the ability of the structure to resist continuous collapse.Regardless of whether the shear wall fails on the entire surface or half surface,as the floor height increases,the vertical displacement and vertical acceleration of the failure point after the shear wall fails,and the probability of continuous collapse also increases.Compared with the failure of the entire shear wall,the remaining half of the shear wall can still provide a certain bearing capacity to resist the occurrence of continuous collapse after the failed half of the shear wall.（3）The appropriate change of the reinforcement area of the transverse steel bars at the bottom of the shear wall was studied,and it was found that the displacement of the failure node of the failed column on the first layer did not change significantly compared with the area before the reinforcement area was reduced.Although the vertical displacement of each failed node of the corner column and the short-side center column did not change much,the vertical displacement of the long-side center column that is not directly connected to the shear wall increased by a part,which shows to a certain extent that if the member and the shear wall The force walls are not directly connected.Appropriately reducing the area of the transverse steel reinforcement will make the probability of continuous collapse of the structure increase with the increase of the storey.