Abstract:Summary
Typhoon In‐Fa was the strongest tropical cyclone that impacted the Shanghai Tower (ST) since the completion of the Tower, which is the tallest building in China with a height of 632 m. Wind characteristics of the Typhoon In‐Fa were described based on measured data including average wind and fluctuating wind. Structural behaviors of the main tower and the tuned mass damper (TMD) during In‐Fa were measured and analyzed based on monitoring data from the structural health monitoring (SHM) system of the ST.… Show more
“…In this context, the required WLSS member sizes to meet the criterion in (1) gradually increase for taller and taller buildings, becoming, eventually, economically prohibitive. To this end, DVAs with inertial property, m DVA , are employed to facilitate meeting (1) in several landmark tall buildings [19,20]. Tis is achieved by optimally tuning the stifness and damping properties of the DVA, denoted by k DVA and c DVA , respectively, for a given f 1 (i.e., given a WLSS with member sizes a).…”
“…To this end, dynamic vibration absorbers (DVAs), with the most representative embodiment being the passive tuned mass damper (TMD), are widely used to mitigate excessive VS-induced vibrations in tall/landmark buildings [18][19][20]. Specifcally, the conventional TMD comprises a free-tooscillate secondary mass attached to the building's top foor via stifeners/springs and energy dissipation devices (e.g., viscous dampers) [21].…”
The increasing rate of urbanization in recent decades has resulted in a global surge in the construction of slender high-rise buildings. These structures are prone to excessive wind-induced lateral vibrations in the crosswind direction owing to vortex shedding effects, causing occupant discomfort and, ultimately, dynamic serviceability failure. To reconcile the worldwide accelerated trend in constructing tall buildings with the sustainable building sector agenda, this paper proposes a novel bi-objective integrated design framework that leverages dynamic vibration absorbers (DVAs) to minimize the required material usage in the wind load-resisting structural systems (WLSSs) of occupant comfort-governed tall buildings. The framework couples structural sizing optimization for minimum-weight WLSS design (objective 1), with optimal DVA tuning for floor acceleration minimization to satisfy codified wind comfort design requirements by using the smallest DVA inertia (objective 2). Furthermore, a versatile numerical strategy is devised for the efficient solution of the proposed bi-objective optimization problem. For illustration, the framework is applied to a 15-storey steel building equipped with one of two different DVAs: a widely considered top-floor tuned mass damper (TMD) and an innovative ground-floor tuned inerter damper (TID). The derived Pareto optimal integrated (WLSS-plus-DVA) designs demonstrate that significant reduction in both structural steel usage and embodied carbon emissions can be achieved using either one of the two DVAs with moderate inertia. It is concluded that the proposed optimization-driven design framework and numerical solution strategy offer an alternative innovative approach to achieve material-efficient high-rise buildings under wind hazards.
“…In this context, the required WLSS member sizes to meet the criterion in (1) gradually increase for taller and taller buildings, becoming, eventually, economically prohibitive. To this end, DVAs with inertial property, m DVA , are employed to facilitate meeting (1) in several landmark tall buildings [19,20]. Tis is achieved by optimally tuning the stifness and damping properties of the DVA, denoted by k DVA and c DVA , respectively, for a given f 1 (i.e., given a WLSS with member sizes a).…”
“…To this end, dynamic vibration absorbers (DVAs), with the most representative embodiment being the passive tuned mass damper (TMD), are widely used to mitigate excessive VS-induced vibrations in tall/landmark buildings [18][19][20]. Specifcally, the conventional TMD comprises a free-tooscillate secondary mass attached to the building's top foor via stifeners/springs and energy dissipation devices (e.g., viscous dampers) [21].…”
The increasing rate of urbanization in recent decades has resulted in a global surge in the construction of slender high-rise buildings. These structures are prone to excessive wind-induced lateral vibrations in the crosswind direction owing to vortex shedding effects, causing occupant discomfort and, ultimately, dynamic serviceability failure. To reconcile the worldwide accelerated trend in constructing tall buildings with the sustainable building sector agenda, this paper proposes a novel bi-objective integrated design framework that leverages dynamic vibration absorbers (DVAs) to minimize the required material usage in the wind load-resisting structural systems (WLSSs) of occupant comfort-governed tall buildings. The framework couples structural sizing optimization for minimum-weight WLSS design (objective 1), with optimal DVA tuning for floor acceleration minimization to satisfy codified wind comfort design requirements by using the smallest DVA inertia (objective 2). Furthermore, a versatile numerical strategy is devised for the efficient solution of the proposed bi-objective optimization problem. For illustration, the framework is applied to a 15-storey steel building equipped with one of two different DVAs: a widely considered top-floor tuned mass damper (TMD) and an innovative ground-floor tuned inerter damper (TID). The derived Pareto optimal integrated (WLSS-plus-DVA) designs demonstrate that significant reduction in both structural steel usage and embodied carbon emissions can be achieved using either one of the two DVAs with moderate inertia. It is concluded that the proposed optimization-driven design framework and numerical solution strategy offer an alternative innovative approach to achieve material-efficient high-rise buildings under wind hazards.
“…They have been increasingly used in the vibration control of flexible structures of large aspect ratios, like tall buildings, bridge towers, and wind towers under either strong winds or earthquakes (Figure 1). Figure 1.Typical flexible structures equipped with TMDs: (a) Shanghai Tower (aspect ratio = 19, Zhang et al, 2022), (b) tower of Stonecutters' Bridge (aspect ratio = 12.4, Guo et al, 2007), and (c) NREL 5-MW baseline wind tower (aspect ratio = 15, Chen et al, 2021). …”
Section: Introductionmentioning
confidence: 99%
“…Typical flexible structures equipped with TMDs: (a) Shanghai Tower (aspect ratio = 19, Zhang et al, 2022), (b) tower of Stonecutters' Bridge (aspect ratio = 12.4, Guo et al, 2007), and (c) NREL 5-MW baseline wind tower (aspect ratio = 15, Chen et al, 2021). …”
A tuned mass damper (TMD) on top flexible structures may sustain considerable rotation because of the significant flexural deformation of the supporting structure. The effects of such rotation on the vibration reduction performance are generally neglected in the analysis and design of TMD-controlled systems, by assuming that the mass moves only laterally in a fixed global coordinate. This technical note critically reviews this assumption by comparing the dynamic responses of a lumped-mass Euler beam with a TMD on top in either fixed or corotational coordinates to harmonic ground excitations. The results show that the corotational local coordinate of TMDs, which introduces geometric nonlinearity into the system, tends to bias the peaks of the frequency response curve toward lower excitation frequency, but such an effect is less profound than that induced by the P- Δ effect, another source of geometric nonlinearity in the system. The relative error in the peak frequency response of neglecting this effect increases for larger lateral drift of the supporting structure and smaller mass ratio of the TMD. An empirical equation for estimating this error is proposed to assist the decision-making of whether this assumption is appropriate for specific applications of TMDs.
“…Monitoring conditions (such as data quality), damping of the structure, and other factors will affect MPE results. 20 In addition, significant variations of modes [21][22][23][24][25] themselves make it difficult to determine whether they are physical modes. Suppose the MPE results are directly used for modal tracking; in that case, they may lead to the appearance of spurious modes, the absence of physical modes, or mode misclassification, which may distort the variation characteristic of the modes.…”
Modal tracking plays a vital role in structural health monitoring since changes in modal parameters help us understand a structure’s dynamic characteristics and may reflect the potential deterioration of structural performance. Although numerous modal parameter estimation (MPE) methods exist, it is not guaranteed that an MPE process will exclude all spurious modes and not lose any physical modes every time over a long-term monitoring period. Relatively large damping of a structure, poor data quality, and significant changes in structural modal parameters may make the estimated modal parameters spurious, missing, or misclassified. It makes long-term modal tracking semiautomated or manual, which constrains timely downstream applications such as anomaly detection, condition assessment, and decision making. This research aims to propose a long-term continuous automatic modal tracking algorithm based on Bayesian inference even when the modal parameters, damping, and data quality change significantly. Bayesian inference is used to determine the physical modes from the results of existing MPE methods. Both the modes identified from the most recent response set and the modal probability model from multiple previous response sets are considered in the Bayesian model to better determine the physical modes from the results of MPE. Moreover, the proposed algorithm requires only three extra hyperparameters compared to general modal tracking algorithms, and they can be quickly determined by a grid search method. The performance of the proposed algorithm is verified by a numerical example and a real-world civil structure Z24 Bridge benchmark.
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