Experimental and numerical study on the seismic behavior of high-strength steel framed-tube structures with end-plate-connected replaceable shear links

•Steel framed-tube structure with end-plate-connected shear links (HSS-FTS-RSLs) studied.•Seismic behavior of HSS-FTS-RSLs analyzed by quasi-static cyclic tests.•HSS-FTS-RSLs showed excellent ductility and recoverability by experimental results.•The low yield point steels were suitable for the replaceable shear links.•HSS-FTS-RSLs could quickly achieve rehabilitation and reduce the retrofit cost. With the aim of improving the seismic performance and resiliency of steel framed-tube structures (SFTSs), high-strength SFTSs with end-plate-connected replaceable shear links (HSS-FTS-RSLs) were developed in this work. The deep beams and columns used high-strength steel (HSS), while the replaceable links used conventional or low yield point steel. The replaceable shear links acted as ductile fuses at the mid length of the deep beams to dissipate energy by shear yielding. A series of quasi-static cyclic tests were performed to investigate the seismic behavior and replaceability of HSS-FTS-RSLs through three two-thirds-scale sub-assemblage specimens. The test results indicated that all specimens produced a stable and full hysteretic response, resulting in an excellent inelastic deformation and energy dissipation capacity under cyclic loading. The shear links exhibited a large inelastic shear deformation capacity in excess of 0.12 rad. The residual interstory drift and residual link shear deformations of the specimens, which allowed for the easy installation of the new links, exceeded 0.36% and 0.0084 rad, respectively. The replacement of the links had a limited effect on the initial stiffness. The inelastic deformation and damage to the sub-assemblage specimens were concentrated only within the shear links, while the other structural components maintained elasticity under cyclic loading. This indicated that the HSS-FTS-RSLs could achieve a quick rehabilitation after a major earthquake and reduce the retrofit cost. In addition, nonlinear finite element (FE) models of test specimens were implemented in ABAQUS. The analysis results showed that the load-carrying capacity, initial stiffness, development of the plasticity, and failure models obtained by the FE models were in good agreement with the experimental responses.