Energy dissipation is an important method for improving the seismic performance of super high‐rise (SHR) structures. However, few quantitative studies have focused on new energy dissipation methods and their application in SHR structures, especially for those under long‐period ground motion, including near‐fault pulse‐type (NFPT) ground motion. Thus, in this study, a 1/20‐scale model of a typical SHR structure was designed and manufactured, and various earthquake waves were selected based on the site condition of the structure, such as non‐long‐period (NLP) ground motion, non‐pulse‐like long‐period (NPLP) ground motion, and NFPT ground motion. Then, a double‐layer tuned particle damper (DTPD) was fabricated, its parameters were optimized, and a design method was proposed. Finally, a series of shaking table tests were performed on the scaled model with and without DTPD. The results indicated that the dynamic responses were much greater under NPLP and NFPT than under NLP ground motion. The dynamic responses of the SHR structure were more evident when the value of velocity pulse period was close to that of the natural vibration period of the SHR structure. Moreover, the top floor of the SHR structure clearly exhibited whipcord phenomenon under NPLP and NFPT ground motions. DTPD can effectively decrease the dynamic response of SHRs. The damping performance of the DTPD under NPLP and NFPT was better than that under NLP ground motion. In addition, a smaller damping ratio at the connection between the DTPD and the structure induced a better damping performance from the DTPD.

Parameters' change of expansion joints has significant impact on the vehicleinduced dynamic response of bridges. However, it is uneconomical to conduct health monitoring to evaluate the technical condition of expansion joint. To indirectly evaluate the service performance of expansion joint and clarify the impacts from variations of the expansion joint parameters on the vehiclebridge coupling vibration response, an analysis method of vehicle-expansion joint-bridge coupling vibration (VBCV-J) was established and verified. Then, taking a long-span concrete filled steel tubular arch bridge as the prototype, the vehicle-bridge coupling vibration response were studied using the VBCV-J model while considering the cases of design parameters and variation parameters of the expansion joint. The results show that, for the design parameters, the dynamic amplification factor (DAF) of the expansion joint and the beamend measuring points of the main girder are significant. The DAFs of the short suspenders near the expansion joint is also greater than that of suspenders in the 1/4 span and 1/2 span. For the variable parameters, the variation in the height difference between the middle transverse girder and the side transverse girder will lead to a significant increase in the vehicle-induced impact on the end of the main girder, the short suspender, and in the reaction force of the supports. The decrease of the support stiffness will also make the DAFs of the above components exceed the design value. The variation of the vehicleinduced dynamic response of main beam-end and suspenders can indirectly reflect the service performance of expansion joint. K E Y W O R D S disease impact, dynamic amplification factor, expansion joint, indirect health monitoring, vehicle-bridge coupling vibration Jianling Hou and Weibing Xu contribute equally to the article.

A double-layer tuned mass damper (DTMD) has advantages of wide damping frequency band and strong robustness. At present, there is a lack of seismic design methods for high-rise structures based on DTMDs. In this study, a DTMD parameter optimisation method was proposed, with the objective of minimising the peak displacement response of a first N-order vibration modal with a vibration mass participation factor of 85%. Then, a scale model of a high-rise structure was fabricated, along with a corresponding DTMD. Different types of excitations were chosen to clarify the dynamic responses of the model with and without the DTMD, including Site-II ground motions, long-period (LP) ground motions without pulses, and near-fault pulse-type (NFPT) ground motions. The results indicate that the dynamic responses of high-rise structures under LP and NFPT ground motions are much greater than those under Site-II ground motions. The DTMD can effectively reduce the absolute displacement response, acceleration response, and strain response at the top floor of the test model. However, the DTMD has a time delay in providing the damping effect. A smaller damping ratio between the upper TMD and the controlled structure will lead to a more significant damping effect for the DTMD.