Nonlinear Finite Element Analysis of Seismic Performance of Formed Reinforced Concrete Columns
Formed steel bars are steel bar products that are shaped through machining processes,which can effectively improve the efficiency and quality of steel bar processing,reduce processing costs,and reduce waste loss.Compared with the traditional binding steel bar process,formed steel bars have broad application prospects.However,the current research focus on formed reinforced concrete members primarily revolves around floor slabs and shear walls,while studies on the seismic performance of formed reinforced concrete columns are relatively limited.To address this research gap,a finite element analysis model of formed reinforced concrete columns was established using ABAQUS software.The model's validity is verified through tests conducted on three formed reinforced concrete columns.Subsequently,a finite element parameter analysis of formed reinforced concrete columns was conducted.The analysis encompassed various parameters,including formed methods(inserted formed,winded formed),axial compression ratios(0.2,0.4,0.6,0.8),concrete strength grade(C30,C40,C50,C60),longitudinal reinforcement ratio(0.78%,1.1%,1.5%,3.0%),stirrup ratio(0.45%,0.7%,1.0%)and stirrup configuration(two limbs,three limbs)and so on.The research findings indicate that the bearing capacity of inserted formed,winded formed and binding comparison specimens are similar,with a difference of no more than 5%.As the axial compression ratio increases from 0.2 to 0.8,the bearing capacity of the specimens increases by 22%.Simultaneously,the ductility coefficient decreases by 42%.When the reinforcement ratio of longitudinal reinforcement increases from 0.78%to 1.5%,the bearing capacity of the specimen increases by 31%,and the ductility coefficient increases by 11%.However,as the reinforcement ratio further increases from 1.5%to 3.1%,the bearing capacity of the specimen increases by 39%,but the ductility coefficient decreases by 52%.When the longitudinal reinforcement ratio increases from 0.78%to 1.5%,the ductility coefficient of the two-limb hoop specimen is approximately 20%higher than that of the three-limb hoop specimen.However,when the reinforcement ratio increases from 1.5%to 3.1%,the ductility coefficient of the two-limb hoop specimen is about 25%lower than that of the three-limb hoop specimen.This difference is primarily due to the fact that the three-limb hoop specimen has a lower reinforcement ratio on one side compared to the two-limb hoop specimen with the same reinforcement ratio.
reinforced concrete columnsfinite element analysislow cyclic loading testsskeleton curvesbearing capacityductility
NETL
NSTL
万方数据
维普
