| In recent years,with the continuous development and innovation of Chinese construction technology,computational theory and structural system,the core tube structure of the framework has been increasingly used in high-rise buildings.The core tube structure of the frame can exert many advantages of the reinforced concrete structure and become one of the best mixed structures.In this structural system,the horizontal load is mainly undertaken by the cylinder formed by the reinforced concrete shear wall,including wind load and horizontal earthquake.Force,etc.,vertical load is mainly borne by the framework.However,the cross-sectional dimensions of the core tube structural members of the super high-rise frame tend to be large,and the shear wall arrangement is relatively concentrated,at the same time,the distribution of the anti-side stiffness is often unbalanced;Therefore,it is considered to appropriately arrange the buckling-proof support in the core tube structure of the frame to solve the section of the member.The problem of oversize and horizontal lateral shift overrun has practical application value for the application research of buckling buckling support and the engineering design of the frame core tube hybrid structure.Based on the actual engineering background,this paper uses numerical simulation and comparative analysis methods to study a super high-rise building structure.Firstly,based on the original structure design,the finite element analysis software is used to establish the three-dimensional finite element model of the original core frame.Through analysis and research,under the premise of not changing the concrete strength,steel grade,and component reinforcement ratio,the cross-section dimensions of the shear wall,beam and column of the original structure are reduced by 20% respectively,a new structural model is established,and then the application is prevented.The buckling support optimizes the design of the new structure and analyzes the influence of the buckling support on the seismic performance of the core structure of the super high-rise frame.The modal analysis,response spectrum analysis and time history analysis were carried out on the original structure and the model of the cross-sectional size structure of the reduced member.The interlayer displacement angle and shear force of the two models under various working conditions were calculated and compared.The results show that the original structure satisfies the specifications under various working conditions,but the maximum inter-layer displacement angle of the new structure after the cross-sectional size of the original structural member is reduced by 20% reaches 1/748.The maximum interlayer displacement angles under the action of earthquakes reached 1/722 and 1/87,respectively,which exceeded 1/800 and 1/100 of the specification limits.By analyzing the interlayer displacement angle of the new structure overrun,type four of buckling-proof support arrangements selected to reduce the interlayer displacement angle of the cross-sectional size structure of the reduced member,and the model three is established,and then the analysis shows that the buckling support Under various working conditions,the seismic response of the structure can be significantly reduced.By arranging the buckling-proof support,the maximum interlayer displacement angle of the model three under the response spectrum is reduced from 1/748 to 1/996,with a reduction of 24.9.%;The maximum interlayer displacement angle decreased from 1/722 to 1/978 with a time-lapse seismic wave,and the reduction range was 26.2%.Through the dynamic elastoplastic analysis of the structure,it is known that the buckling support is rare.It can consume energy during earthquakes,and the shock absorption effect is the most significant.The maximum interlayer displacement angle is reduced from 1/87 to 1/155,the reduction is 32.4%,and the interlayer displacement angle of the structure after buckling support is arranged.The change in floor shear force is also more uniform,which indicates that the application of buckling-resistant support can effectively reduce the seismic energy of the input structure,thereby reducing the seismic response of the main structure.Finally,based on the model three,the model 4 of the buckling-proof support along the whole floor layout scheme is maintained,and the models of the buckling-proof support are all replaced with the largest cross-sectional size under the premise that the position and the number of the buckling-proof support are kept unchanged in the structure.Model 5,then analyze the two models;the results show that the anti-buckling support arrangement schemes of Model 4 and Model 5 have significant damping effect on the structure of the reduced section size under the action of the mode decomposition response spectrum analysis and the time course conditions.However,each has its own merits: under the action spectrum,the model four and the model five anti-buckling support arrangement will reduce the maximum interlayer displacement angle of the cross-sectional size structure from 1/748 to 1/1022 and1/1057 respectively;The damping effect of the three models in the previous model is almost the same,but the amount of buckling support of the model four is twice that of the model three.It is not only uneconomical,but the excessive buckling support arrangement will inevitably affect the construction progress and the view of the guest room.The effect of the scene;the model 5 has a slight improvement in the damping effect of the structure under the response spectrum,but it is still not obvious,and the model five The 18 th layer of the structure causes a sudden change in stiffness,forming a weak layer,which is unfavorable against earthquakes.Under the time-course condition,the model 4 and the model 5 buckling support arrangement also have a shock absorption effect on the structure,and are reduced by7 sets of seismic waves.The maximum interlayer displacement angle of the cross-sectional size structure is reduced from 1/722 to 1/865 and 1/858,respectively,which is less than 1/876 of model three,and the base shear force of model four and model five is also increased compared with model three.It shows that the seismic response of Model 4 and Model 5 is higher than that of Model 3,so the anti-buckling support arrangement schemes of Model 4and Model 5 are not as good as Model 3 from the perspective of safety and economy.It can be seen from the above analysis that the type of anti-buckling support and the number of arrangements will affect the seismic performance of the overall structure;the anti-buckling support is not the larger the model or the more the number of the arrangement,the better the damping effect on the structure,and the scientifically reasonable anti-buckling The selection and arrangement of the support can not only meet the various indicators of structural calculation,but also achieve the goal of safe and economical structural arrangement. |
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