Bidirectional wind response control of 76-story benchmark building using active mass damper with a rotating actuator

Abstract

A rotating actuator in the active mass damper (AMD) system for bidirectional wind response control of 76-story benchmark building is proposed in this paper. The AMD designed is able to control the structural vibration in both x and y directions simultaneously. With the introduction of rotational movement and external excitations, nonlinearity is considered in the system. The mathematical model of the nonlinear building-AMD system is derived through dividing the whole system into a linear subsystem and a nonlinear system. To suppress the wind-excited response, a decoupled sliding mode controller is designed based on Lyapunov stability theory. Simulations are conducted to prove the effectiveness of the control algorithm and the reliability of the control device. KEYWORDS 76-story benchmark, active mass damper, bidirectional wind response control, decoupled sliding mode control, Lagrange equations, rotating actuator | INTRODUCTIONDue to the rapid growth of urban population, urban living space has become increasingly strained, which results in the appearance of high-rise buildings, such as the Shanghai Tower (632 m), the Taipei 101 Tower (508 m), and the Burj Khalifa Tower (828 m). Because of larger height-to-width ratio, these high-rise structures endure larger wind-induced response than other buildings. From the view of ensuring structural safety and occupant comfort, the control of structural vibration of high-rise buildings under wind excitation is very important. [1][2][3] During last several decades, significant progress has been made in passive, active, semiactive, and hybrid control of structures against natural hazards, such as earthquakes and winds. 4-7 For seismic-induced vibration mitigation, Spencer et al. 8,9 developed the benchmark problem of active mass damper and active tendon system to evaluate the relative effectiveness and implementability of various structural control algorithms. Beside the linear benchmark structure, vibration mitigation of nonlinear benchmark structures under earthquake excitation using active mass damper were investigated by Li et al. with fuzzy logic control algorithm 10 and adaptive fuzzy sliding mode control (SMC) algorithm. 11 As for mitigation of wind-induced vibration of engineering structures, many approaches have been explored. Ankireddi and Yang 12 proposed a complete feedback controller for a 162-m tall planar frame and a 400-m tall building. Wu and Yang 13,14 studied the wind-induced vibration control of Nanjing TV transmission tower. However, the comparison of efficiency and efficacy of these control strategies cannot be realized because the structures studied were different. This obstacle persisted until Yang et al. 15 proposed the wind-excited benchmark problem with 76-story building subject to specified wind loads. The building considered in the benchmark problem is a 76-story 306-m office tower designed for the city of Melbourne, Australia. It is a reinforced concrete building consisting of a concrete core and concrete frame.

Frequency‐independent hysteretic dampers for mitigating wind‐induced vibrations of tall buildings

“…The 76‐story benchmark building model outfitted with linear quadratic Gaussian control system was first analyzed by Yang et al They proposed 12 benchmark performance parameters ( J 1 through J 12 ) corresponding to and the actuator strokes. Several other researchers used these performance parameters to determine the efficiency of their control systems. As the present investigation is concerned with passive hysteretic dampers, all the J i 's except those corresponding to the actuators ( J 5 , J 6 , J 11 , and J 12 ) are considered here.…”

Top-Story Softening for Enhanced Mitigation of Vortex Shedding-Induced Vibrations in Wind-Excited Tuned Mass Damper Inerter-Equipped Tall Buildings

“…To this effect, passive tuned mass-dampers (TMDs) have been widely used, among other energy dissipation devices and configurations, for mitigating wind-induced vibrations in tall buildings (e.g., Kareem et al 1999, Samali et al 2004, Min et al 2005, Li et al 2011, Elias and Matsagar 2014, Zhang et al 2018, Elias and Matsagar 2018. A typical linear TMD comprises a mass attached towards the top of the building (host structure) via linear stiffeners, or hangers in case of pendulum-like TMD implementations, and dampers.…”

Numerical study on a rotational hydraulic damper with variable damping coefficient

“…The application of the second concentrates on the region of structural engineering 8 – 10 . Some researchers designed rotational friction dampers to enhance the seismic performance of inelastic structures 11 – 14 . Others developed an energy dissipation outrigger system with a rotational inertia damper 9 , 15 .…”

“…Figure6ais the cam ring slot of the prototype calculated with Eqs (12). and(14). This cam slot curve is a closed curve composed of two concentric arcs (i.e., arc CB and arc DA) and two transition curves(i.e., curve CD and curve BA).…”