Research On The Seismic Performance Of The High-rise Spaced-seismic Structure Above The Metro Depot

With the rapid construction and development of cities,the city's land resources are increasingly scarce.In order to use land resources more reasonably,drawing on the relevant cases of urban development in Hong Kong,the development of subway car depot space has become an effective way.In this paper,the construction type of high-rise building on the upper part of the subway car depot is studied.Under all structural transformation schemes,the design problems are analyzed,and the application of isolation technology to the development of the upper depot of the subway car depot In order to solve the problem of insufficient seismic performance caused by the use of traditional seismic technology.This article selects the development project of a subway depot in Beijing as an example,and mainly studies the following aspects:The basic principle of the seismic isolation structure is introduced,and the characteristics and application scope of the layer isolation system are discussed.The model of the isolated seismic structure of the overburden of the metro vehicle depot studied in this paper is reduced to a multi-mass model,and the equation of motion is established and solved.The control parameters and mechanical properties of the seismic isolation support are summarized,which is the subsequent model The establishment and analysis of laid a theoretical foundation.The non-isolation model established by SATWE software and YJK software was used to compare the model quality,model period,and interlayer shear force calculated by the mode decomposition response spectrum method,and the rationality of YJK non-isolation model was verified;The selection and arrangement requirements of seismic isolation bearings were selected,and three types of seismic isolation bearings were selected to optimize the arrangement of seismic isolation bearings.Using the established YJK isolation and non-isolation models,the seismic wave selection work was carried out on the non-isolation model according to the requirements of the code.After that,the elastic dynamic time history analysis of the upper structure of the isolation layer and the isolation layer under fortified earthquakes and rare earthquakes,the analysis focuses include the interlayer shear force,the interlayer overturning moment,and the tension and compression bearing capacity of the isolation support.nuclear.The conclusions drawn are as follows:(1)After the isolation layer is installed,the natural vibration period of the isolation structure is greatly extended,avoiding the excellent period of the site,and the isolation effect is obvious.(2)Under the action of fortification earthquake,the isolation effect of the upper structure of the isolation layer is particularly obvious,and its seismic structure and seismic measures can be reduced according to the requirements of the code.(3)Under the action of rare earthquakes,the tensile and compression bearing capacity of the seismic isolation bearing in the seismic isolation layer was checked.The average compressive stress under the representative value of gravity load is less than 15 Mpa for ClassC buildings,and the maximum surface pressure of the seismic isolation bearing is less than the limit value of 30 Mpa.There are no tensile stresses on the seismic isolation bearings,all of which meet the specifications.Afterwards,the ultimate horizontal displacement of the seismic isolation bearing under compression stress is checked and calculated.Finally,the dynamic elastoplastic analysis was carried out according to the requirements of high regulation and anti-regulation.The basic principles of dynamic elastoplastic analysis are introduced,with emphasis on the rod and wall elements,concrete constitutive models,steel and steel models.Secondly,the selection of seismic waves is compared with the overall index,and the elastoplastic time history analysis under rare earthquakes is carried out.The results show that:(4)For the superstructure of the seismic isolation layer,the interlayer displacement angle in the X direction and the interlayer displacement angle in the Y direction both meet the limit of 1/120 of the specification.For the substructure of the seismic isolation layer,the interlayer displacement angle in the X direction and the interlayer displacement angle in the Y direction also meet the limit of 1/200 of the specification.(5)The damage assessment of components based on the overall model,under the action of rare earthquakes,the damage of components on the upper and lower structures of the seismic isolation layer has improved significantly.Through the setting of the seismic isolation layer,the shear wall structure above the seismic isolation layer is basically without damage,and the damage to the lower structure of the seismic isolation layer also meets the requirements of the specifications.(6)Through the improvement of the seismic performance requirements of the large chassis of the lower part of the vehicle segment after adopting the layer-seismic technology,the bearing capacity of the lower structure under the large earthquake is significantly improved,the rigidity degradation is limited,and the deformability of the structure has obvious affluent space.Its seismic performance.