Cyclic behavior of high-strength steel framed-tube structures with bolted replaceable shear links

Lateral force distribution in the inelastic state for seismic design of high‐strength steel framed‐tube structures with shear links

“…Hence, the rationality and effectiveness of the proposed modeling approach was validated by comparison with the experimental data acquired by Cheng et al [ 8 ] Specimen HSS‐FTS‐A was modeled and analyzed cyclically in this study by utilizing OpenSees. An on‐site photograph of the experimental subassemblage specimen is shown in Cheng et al [ 8 ] In addition, the numerical model developed for specimen HSS‐FTS‐A is described in Zhang et al [ 26 ] More details about the designed specimen and verification studies are discussed elsewhere. [ 8,26 ] Figure 5 compares the experimental and analytical results for the load–displacement hysteretic and skeleton curves of specimen HSS‐FTS‐A.…”

“…Cheng et al [ 8 ] experimentally investigated the hysteretic performance of an HSSFT‐SL system using subassemblage specimens under cyclic loading. Hence, the rationality and effectiveness of the proposed modeling approach was validated by comparison with the experimental data acquired by Cheng et al [ 8 ] Specimen HSS‐FTS‐A was modeled and analyzed cyclically in this study by utilizing OpenSees.…”

“…Cheng et al [ 8 ] experimentally investigated the hysteretic performance of an HSSFT‐SL system using subassemblage specimens under cyclic loading. Hence, the rationality and effectiveness of the proposed modeling approach was validated by comparison with the experimental data acquired by Cheng et al [ 8 ] Specimen HSS‐FTS‐A was modeled and analyzed cyclically in this study by utilizing OpenSees. An on‐site photograph of the experimental subassemblage specimen is shown in Cheng et al [ 8 ] In addition, the numerical model developed for specimen HSS‐FTS‐A is described in Zhang et al [ 26 ] More details about the designed specimen and verification studies are discussed elsewhere.…”

“…Hence, high‐strength steel framed‐tube structure with nonlinear shear links (HSSFT‐SLs) were recently proposed and verified to enhance the global seismic performance of conventional steel framed‐tube structures. [ 6–8 ] In HSSFT‐SLs, as illustrated in Figure 1, high‐strength steel is applied for the peripheral key components, including corner columns, middle columns, and deep spandrel beams, to improve seismic response and recoverability by constraining the inelastic deformations in only nonlinear shear links and reducing the permanent residual drifts of structures under severe ground motion. Specifically, the shear links employed in the deep spandrel beams with low span‐to‐depth ratios are considered as primary dissipative elements to allow for the activation of ductile hysteretic dissipative mechanisms.…”

“…Guan et al [ 7 ] and Cheng et al [ 8 ] experimentally investigated the global seismic behavior of HSSFT‐SLs through quasistatic tests. The results showed that HSSFT‐SL systems exhibit excellent energy‐dissipation characteristics, high ductility, and acceptable residual permanent deformations.…”