Seismic Behavior Analyses Of The Basement Energy-dissipation Structure Combining Isolation Bearing With Dissipation Rocking Column

The structural rocking gets realized by undermining constraints between the component and basement or members to lessen structural responses under exterior excitation.Based on the conception,Roh put forward the prefabricated rocking hinged columns are placed in the conventional RC frame to form rocking columns.In order to make up the structural excessive deformations of rocking columns,the viscous dampers across opposite corners of inter-story are set up to decrease endogenous force and deformations by energy-dissipation.Due to the energy-dissipation characteristics of rocking column proposed by Roh and combination of plastic hinge of the bottom column on frame structure on postearthquake that causes the collapse of the whole structure and even undermine the premature shear of bottom column,there will be a basement energy-dissipation and earthquake-mitigation structure system combining isolation bearing with energydissipation rocking column(M1ID).This structure will couple isolation bearings with energy-dissipation rocking columns to be laid on the bottom of the traditional framework,whose structure has good inter-story deformation abilities to realize the overall motion of the upper structure,reduces the structural response,gets the control of structural residual deformations and gets seized of good earthquake resistance capacities.The main contents of this thesis are as follows:It's formulated that the basement energy-dissipation and earthquake-mitigation structure system combining isolation bearing with energy-dissipation rocking column by Open Sees,the main components of which have their mechanical properties and render their stress-strain curves respectively,such as rocking columns,self-centering braces and isolation bearings.The low-cycle reversal loading modes is loaded on the in different SCED parameters to estimate the hysteretic capacities of the underlying isolation layer.The acceleration response of the M1 ID under different SCED parameters is evaluated by the dynamic time-history analysis method.Through two different loading modes,the results show that the start-up energy-dissipation displacement limit values get controlled and there exist distinctive energy-dissipation formats under discriminant intensity earthquake by modifying SCED parameters,ultimately the structure reaches three design requirements of seismic fortification level of non-destruction under low-intensity earthquake,repairment under medium-intensity and no collapse under highintensity.Based on Open Sees,the 4 kinds of reinforced concrete frame model subjected to low-intensity,medium-intensity and high-intensity earthquake are analyzed for nonlinear elastic-plastic time-history to compare five indices such as inter-story shear,inter-story drift,inter-story drift angle and residual drift angle and draw the response curses under seismic excitation,respectively.The acquired conclusions are the M1 ID can better control the displacement on the bottom isolation layer and avoid the bottom displacement beyond the limit.In order to analyze the whole processes of the elastic ? elastic-plastic to destruction stages,the M1 ID in the far-field earthquake were conducted for seismic fragility estimation based on incremental dynamic analysis(IDA)compared with the tradition structure.According to the IDA results,structural seismic strength and damage indices correlation curve were fitted based on lognormal distribution postulation,the structural seismic vulnerability curve get drawn,and failure probability of the traditional and rocking structure in different damage states was comparatively analyzed for evaluating seismic behavior.The results are obtained that due to the beneficial to protect the upper substructure-the ultimate failure probability in different damage states is less than the traditional structure,the M1 ID seismic property is superior.