Experimental Study And Theoretical Analysis On The New Seismic Structure System

This new hybrid seismic architecture included the high-strength spiralsconstraint columns and steel-concrete composite beam and the non-surface layerprefabricated floor of the new precast hollow slab. Because of using of the newcolumn-column connections， plate-beam and plate-to-plate connections， thestructure didn’t only ensure excellent seismic performance of high-strengthmaterials， but also achieve the purpose of low-carbon and industrialization.(1)The new connection with steel plate hoop+bolt tendon between theprefabricated concrete members was putted forward based on the theoreticalfoundation of steel reinforcement technology and outsourcing steel reinforcementtechnology. The longitudinal reinforcements in the new connection arediscontinuous. The moment of new connection was transferred by steel hoop， andthe shear-force between concrete and steel plate hoop was transferred by tiedtendons.(2)The1：2scale test models were made for the low cycle-way repeatedloading test to research the mechanism and failure modes. Experimental resultsshow that the steel hoop+bolt connection node have better performance than puresteel hoop connection node in the deformation， bearing capacity， cracks and otheraspects of the situation. The prefabricated components were similar to the in-situmembers. (3) Considering the participation of tendons and high strength groutingmaterial， but without considering the slippage between concrete and steel hoop， anew computational model of node was established. The formula nodal forces areintroduced， and the calculation result is same as the experimental result.(4)Through the full scale tests on the high strength stirrup constraint concreteprefabricated columns with local outsourcing steel tube+bolt bar and cast membersunder low cyclic reversed loading， the results showed that: the seismicperformance of prefabricated frame column with steel hoop+bolt connection issimilar to in-situ member， under the same reinforcement area， axial compressionratio.(5)According to analysis of the node of load transfer mechanism，the newcalculation model of force was proposed， and calculation formulas of yield andultimate load were made. The comparison of calculation and experimental resultswas done，and the formulas are correct in this paper.（6）The fine simulation analysis on the high-strength stirrups confinedconcrete column connection with steel plate hoops+bolt reinforcement was doneusing three-dimensional solid elements of finite element software ANSYS. Thestress and deformation of steel hoop， the stress of stirrups， and the slippagebetween concrete columns and steel hoop， and the hysteresis curve consistentproved that analytical model is correct. By the relevant column bending parameteranalysis showed that.(7)The hysteresis analysis of specimens has been done by the software ABQAS.The slippage of steel hoop and between concrete columns is not considered， butthe role of high-strength stirrups constraints concrete is considered on the concreteconstitutive model. Calculated results prove that the nonlinear analysis using thismodel for the new connection of high-strength spirals prefabricated column isfeasible.(8)On an experimental basis， a resilience model of new connectionhigh-strength spirals prefabricated column was put forward. The hysteresis analysisof specimens have been done， calculation results agree with the experimental results， indicating that using this model for the new connection prefabricatedcolumn in new hybrid architecture，the seismic performance analysis is feasible.(9)This paper presents a new slab connection. The U-shaped protruding rebarwas anchored with longitudinal reinforcement. The alveolar of the plate sidetransfer the horizontal load instead of the vertical load， and the protruding beardribs of the side plate were welded into triangular form. The new connectingenhanced the rigidity of floor assembly slab.(10)Experimental Study on the shear capacity of new slab-slab connections inshear pressure state has been done. This result was compared with plain concreteshear specimens. Alveolar has a strong shear capacity， but ultimately underminebrittle failure. If a certain amount of reinforcement bearing tension throughalveolar， the alveolar was in compression shear mode. The load capacity of joint issignificantly improved，and the connection was ductility.(11)The vertical load field test of the new prestressed hollow slabs has beendone and simulation analysis of finite element software has been done. The verticalbearing capacity of floor structure， crack development， load-deflection curvesshowed that the floor structure with the new form of connection have higherstrength and greater rigidity. The new floor has bidirectional board failurecharacteristics， and proved that the proposed connection form was scientificrationality. With the lateral load， the analysis and calculation of the plane stiffnesshas been done， and it is feasible and reliable that a new prefabricated floor slabreplaces the slab casting in place or precast slab+floor surface pouring.(12)Combining with the actual engineering， there is a shaking table test of thenew three layer steel shear frame wall structure model on the precast floor withoutpost-cast surface. At same time， the deformation of the surface of the floor of thenew prefabricated assembly as a whole，and the performance to pass the horizontalseismic force was studied. Through the column foot strain analysis and thecalculation of bottom layers shear distribution， we can see that precast and castslab floor can all effectively transfer earthquake forces.(13)Based on "series-parallel lumped mass system"， the calculation andanalysis of spatial dynamic model of shaking table test model for non-rigid slab have been made by the matrix displacement method. The results on the differentfloor stiffness parameters have been compared with the experimental results, andthe plane stiffness of new floor is given.