Vibration Control Of Buildings Research Articles

Comprehensive design optimization of vertical seismic absorbers incorporating sensitivity and robust analysis: A case study of the KDamper

This study presents a comprehensive design optimization approach for building vibration control systems, demonstrated through a case study on the KDamper implemented as a vertical seismic absorber (VSA). The methodology encompasses a series of steps to identify the most suitable VSA design while maximizing the utilization of available resources and considering model and reality imperfections. The outcomes of this investigation include a Pareto front featuring optimal structures and a set of design guidelines specifically tailored for the development of a VSA system. Moreover, optimization analyses conducted on simplified systems have revealed their potential effectiveness even without certain components. Furthermore, a bi-objective robust optimization has demonstrated the system’s resilience to manufacturing uncertainties prevalent in real-world scenarios. Finally, this approach has yielded more consistent system performance than conventional optimization approaches. The proposed methodology holds broad applicability to diverse systems, offering valuable support in achieving widespread utilization and facilitating the design of optimal structures, such as the vibration-absorption system examined in this study.

Energy-Based Simplified Damper Design Methodology for Seismic Torsional Vibration Control of Buildings with Experimental Verification

ABSTRACT An energy-based damper design methodology is presented to achieve equal displacement at the building edges for torsionally coupled existing new buildings. Considering ductile and non-ductile RC buildings ranging from simple to complex types involving vertical irregularities, the effectiveness of the proposed methodology is studied. Shake table tests are carried out on an L-shape small-scale building model with viscoelastic dampers. The torsional response is significantly reduced by designing the dampers as per the proposed methodology. These methodologies help the designer to achieve damping constants for multistory asymmetric plan buildings using design spreadsheets with a few iterations in the damper design.

Performance of Shape Memory Alloy Lead Rubber Bearing (SMA-LRB) Isolated Building Under Blast-Induced Ground Motion Considering Parametric Uncertainty

Blast-induced ground motions (BIGM) can cause significant damage to the structure, leading to loss of life and economy. Previous studies proposed the use of base isolation system to prevent such adverse effects of blast loading on the structures. This study explores the effect of parametric uncertainty on the performance of shape memory alloy-assisted lead rubber bearing (SMA-LRB) isolator for the vibration control of building, under the BIGM. Nonlinear time-history analyses are performed to estimation responses, and compared them with the LRB isolated building. The building is modeled as a linear system, and nonlinear force–displacement behavior of LRB and SMA has been modeled via Bouc–Wen model and thermo-mechanical material model. To identify the critical design parameters and study the effect of parameter uncertainty, sensitivity analysis and Monte Carlo (MC) simulation are performed. Study results reveal that, compared to LRB, SMA-LRB reduces the peak floor acceleration by 20% with an added benefit of 35% and 67% reduction in peak and residual isolator displacement. Parametric uncertainty causes noticeable increase in mean responses of LRB isolated system than deterministic case, which get diminishes for SMA-LRB isolation system. This increase in the mean value of peak floor acceleration, peak, and residual isolator displacement are 64%, 68%, and 60% less for SMA-LRB than LRB isolated building. Further, compare to the LRB, SMA-LRB reduces standard deviation by 77% for the peak floor acceleration and peak isolator displacement, and 85% for the isolator residual displacement. Thus, conjunction of SMA with the LRB isolator enhances the performance and provides robust control effect under parameter uncertainty.

Seismic Vibration Control of Atrium Buildings Using a Truss-Nonlinear Inertial Mass Damper System

Atrium building is a common structural type that can be found in most of the big cities. For seismic vibration control of buildings with large atria, this paper proposes a novel approach of using a core structure inside the atrium building in combination with a truss-inertial mass damper (IMD) system to form a passive control mechanism. The proposed system utilizes the unsynchronized vibrations between the tops of the building and the core structure to activate the IMD for seismic energy dissipation. To evaluate the effectiveness of the proposed truss-IMD system, a numerical time-history method is first developed to compute structural response of the atrium building under an earthquake input, followed by parametric studies of the system. Effects of truss stiffness, inertance, and nonlinearity of the IMD on seismic performance of the atrium building are investigated. Results from a simple structural model and a six-story building indicate that the truss-IMD system can significantly alleviate the dynamic responses of the building, and the overall seismic performance improvement brought by the truss-IMD surpasses a truss-viscous damper system. Results also show that for a given set of truss stiffness and damper nonlinearity, there exists an optimal combination of inertance and damping coefficient for the IMD to achieve a maximum structural performance.

Unified description of passive vibration control for buildings based on pole allocation applied to three‐degree‐of‐freedom model

Unified description of passive vibration control for buildings based on pole allocation applied to three‐degree‐of‐freedom model

Optimum Design of Single and Multiple Tuned Mass Dampers for Vibration Control in Buildings Under Seismic Excitation

This paper presents a study on optimization of design parameters and positions of single tuned mass damper (STMD) and multiple tuned mass dampers (MTMDs), used as vibration control systems in buildings under seismic excitations aiming to reduce their story drift. As case studies, three buildings are subjected to three real earthquakes and one non-stationary artificial earthquake, and their responses are analyzed. For each building, different control scenarios are proposed and to run the optimizations, the whale optimization algorithm (WOA) was used. The results showed that for Building 1, the Scenario 1-Optimized, with a STMD at the top floor, was the best alternative. In Building 2, the Scenario 1-Optimized, with also a STMD at the top floor, proved to be the best solution. Finally, for Building 3, the Scenario 4-Modified, with 3 TMDs arranged in the building elevation plane was the only one that had effective control of structural response, therefore, it is the best control scenario.

Mechanical noise and vibration control

This presentation is intended to provide basic training for entry-level and early-career acoustical consultants in the area of mechanical equipment noise and vibration control in buildings. The seminar will address the following topics: (1) general design guidelines and noise and vibration criteria; (2) basics of fan, pump, and compressor noise generation and vibration isolation; (3) HVAC ductwork and piping design; (4) evaluating manufacturer sound data; (5) laboratory measurement of mechanical equipment; and (6) conducting field measurements and calculations. References to past projects from the speaker’s 40 + years of consulting experience will be included to emphasize specific points, as appropriate.

Optimal tuning of SMA inerter for simultaneous wind induced vibration control of high-rise building and energy harvesting

This study proposes shape memory alloy based inerter combined with electromagnetic transducer for both vibration control of buildings and energy harvesting. The proposed device has non-linear spring made of shape memory alloy for its excellent load-deformation characteristics. The hysteretic behavior of this smart material is capable of dissipating significant amount of energy. The conventional viscous damping is also replaced by a motor, which offers flexibility in damping while converting the mechanical energy into power. The optimal performance of this device demands precise tuning of its parameters for vibration control of the building, which is exposed to random wind load. This, in turn, advocates for the solution of stochastic non-linear optimization problem, which is the main aim of this study. It is proposed in two steps i.e. adopt equivalent linearization for efficient input–output characterization followed by an ensemble surrogate analysis for stochastic response quantification. A seventy six storied benchmark building is used for numerical demonstration, which clearly establishes the superiority of the passive device for simultaneous vibration control and energy harvesting over the possible range of wind speeds. The results show that the ensemble surrogate model is very efficient to predict the responses compared to a single surrogate model. Overall the performance of the controller is impressive and can be adopted for further experimental investigation prior to its use in prototype buildings.

Vibration control in buildings under seismic excitation using optimized tuned mass dampers

Earthquakes can cause vibration problems in many types of structures, generating large displacements. The interstory drift is a design criterion very used in seismic analysis and the structural control is an alternative to reduce these displacements and improve the performance of these structures adapting them to the imposed criteria. TMD is a device widely used due to the simple principle of operation and many successful applications in real life practice. This paper investigates the use of optimized TMD for reduction of maximum horizontal displacement at the top floor and interstory drift of a steel building under seismic excitation considering three scenarios: single TMD at the top floor; MTMD horizontally arranged at the top floor; and MTMD vertically arranged on the structure. By a metaheuristic optimization algorithm, the parameters and positions of the devices are obtained. Three real and one artificial earthquakes are employed in the simulations. The results showed that all proposed scenarios are efficient in reducing top floor response and interstory drift to values below of the interstory drift limits allowed by the standard code consulted. However, Scenario 2 presented the best reduction for the top displacement and interstory drift to the critical floor for the worst earthquake considered.

Unified Shear-Flexural Model for Vibration Control of Buildings Using Passive Dynamic Absorbers

A unified design model is proposed for various kinds of passive dynamic absorbers (PDAs) attached to buildings with different lateral resisting systems. A total of five different PDAs are considered in this study: (1) tuned mass damper (TMD), (2) circular tuned sloshing damper (C-TSD), (3) rectangular tuned sloshing damper (R-TSD), (4) two-way liquid damper (TWLD), and (5) pendulum tuned mass damper (PTMD). The unified model consists of a coupled shear-flexural (CSF) discrete model with equivalent tuned mass dampers (TMDs), which allows the consideration of intermediate modes of lateral deformation. By modifying the nondimensional lateral stiffness ratio, the CSF model can consider lateral deformations varying from those of a flexural cantilever beam to those of a shear cantilever beam. The unified model was applied to a 144-meter-tall building located in the Valley of Mexico, which was subjected to both seismic and along-wind loads. The building has similar fundamental periods of vibration and different nondimensional lateral stiffness ratios for both translational directions, which shows the importance of considering both bending and shear stiffness in the design of PDAs. The results show a great effectiveness of PDAs in controlling along-wind RMS accelerations of the building; on the contrary, PDAs were ineffective in controlling peak lateral displacements. For a single PDA attached at the rooftop level, the maximum possible value of the PDA mass efficiency index increases as the nondimensional lateral stiffness ratio decreases; therefore, there is an increase in the vibration control effectiveness of PDAs for lateral flexural-type deformations.

English

English

Изучение темы «Периодический вибрационный контроль зданий и сооружений» при дистанционной форме обучения студентов строительных специальностей

Изучение темы «Периодический вибрационный контроль зданий и сооружений» при дистанционной форме обучения студентов строительных специальностей

Robust Optimum Design of Multiple Tuned Mass Dampers for Vibration Control in Buildings Subjected to Seismic Excitation

Passive energy devices are well known due to their performance for vibration control in buildings subjected to dynamic excitations. Tuned mass damper (TMD) is one of the oldest passive devices, and it has been very much used for vibration control in buildings around the world. However, the best parameters in terms of stiffness and damping and the best position of the TMD to be installed in the structure are an area that has been studied in recent years, seeking optimal designs of such device for attenuation of structural dynamic response. Thus, in this work, a new methodology for simultaneous optimization of parameters and positions of multiple tuned mass dampers (MTMDs) in buildings subjected to earthquakes is proposed. It is important to highlight that the proposed optimization methodology considers uncertainties present in the structural parameters, in the dynamic load, and also in the MTMD design with the aim of obtaining a robust design; that is, a MTMD design that is not sensitive to the variations of the parameters involved in the dynamic behavior of the structure. For illustration purposes, the proposed methodology is applied in a 10‐story building, confirming its effectiveness. Thus, it is believed that the proposed methodology can be used as a promising tool for MTMD design.

Effects of soil-structure interaction in seismic analysis of buildings with multiple pressurized tuned liquid column dampers

Abstract In this paper soil-structure interaction (SSI) effects are investigated while an array of Pressurized Tuned Liquid Column Dampers (PTLCD) is employed for seismic vibration control of buildings. This device represents the most general case of a passive damper, with different reduction options to other control devices obtained by simplifying the involved parameters. Soil conditions considerably affect the control device functioning, because dynamic parameters such as natural frequency, damping factor, and natural modes depend on the soil properties. A simplified mathematical model is developed for the building with multiple degrees of freedom connected to a flexible base. For the time-domain analysis, a computational routine is developed for the linearization of the equilibrium equations of the PTLCD, as well as details for the reduction to the other types of passive dampers. Several numerical examples are selected for the analysis of the damper efficiency in reducing seismic vibration considering SSI. These simulations include Kobe earthquake data, which is applied to the model to evaluate the device performance under different scenarios. It is verified the influence of SSI in the natural frequency and structural response, which is related to the earthquake frequency components. Results confirm that the array of PTLCD’s can reduce the vibration amplitudes, being more effective for soils with higher stiffness values.

Wind-induced vibration control for buildings equipped with non-linear fluid viscous dampers

A study regarding the effectiveness of non-linear fluid viscous dampers in controlling the wind-induced vibration on buildings is presented. For this purpose, a 28-story building with a large area exposed to wind is designed in two different ways: a) conventionally (without supplemental damping), and b) using non-linear fluid viscous dissipating devices. The building is subjected to 10 groups of simulated wind velocities, where each group is composed of 28 wind signals, which are correlated on the building’s height. Results show that the damping system reduces the floor acceleration by 6.5 and 10.3 times with respect to that of the conventional building, for wind speeds associated with return periods of 10-years and 50-years, respectively. For the case of the building with energy dissipating devices, the floor accelerations result lower than the perception thresholds specified in the literature.

Effect of Shear Walls on the Active Vibration Control of Buildings

The study aims to assess the impact of shear walls on active vibration control of the buildings. It has evaluated the design of a smart 20-story building equipped with an Active Mass Damper to mitigate earthquakes. The design has combined shear walls with an Active Mass Damper (AMD) added on the top floor. The control configuration used a force actuator combined with a displacement sensor and was examined with Direct Velocity Feedback. The effect of the presence of wall braces in the design of tall buildings on the performances as well as the control effort has been studied. The results have stated that the shear walls designed for mitigating earthquake loads are capable of reducing the displacement of the tall building somewhat but failed to reduce the acceleration of the top floor. The combination between shear walls and AMD has incredible damping capability on the displacement and acceleration of the building. However, the shear walls tend to increase the control cost since they require more control energy.

Building Vibration Control by Active Mass Damper With Delayed Acceleration Feedback: Multi-Objective Optimal Design and Experimental Validation

The building structural vibration control by an active mass damper (AMD) with delayed acceleration feedback is studied. The control is designed with a multi-objective optimal approach. The stable region in a parameter space of the control gain and time delay is obtained by using the method of stability switch and the numerical code of NDDEBIFTOOL. The control objectives include the setting time, total power consumption, peak time, and the maximum power. The multi-objective optimization problem (MOP) for the control design is solved with the simple cell mapping (SCM) method. The Pareto set and Pareto front are found to consist of two clusters. The first cluster has negative feedback gains, i.e., the positive acceleration feedback. We have shown that a proper time delay can enhance the vibration suppression with controls from the first cluster. The second cluster has positive feedback gains and is located in the region which is sensitive to time delay. A small time delay will deteriorate the control performance in this cluster. Numerical simulations and experiments are carried out to demonstrate the analytical findings.

Partial mass isolation system for seismic vibration control of buildings

Summary In a previous study, the authors studied a partial mass isolation (PMI) system that through isolating different portions of story masses can provide a building with multiple inherent vibration suppressors. It was shown that the PMI strategy with isolated mass ratios (IMRs) of 0.05 or 0.90 could perform as effectively as an equivalent tuned mass damper or a base isolation system, respectively. In the present paper, the PMI system is examined in structural models with different fundamental periods. PMI configurations in a wide IMR range of (0.05:0.025:0.90) are optimized illustrating that applying an IMR of 0.25–0.50 can provide an efficient system, simultaneously satisfying the constraints related to different performance objectives (i.e., mitigating the overall building seismic responses and controlling isolated components' (ICs) responses while integrating these components into the building architecture). Simulation results reveal that using identical ICs at different stories, which have the advantage of facilitating the design and construction of the system, can lead to a near-optimal solution. It is also demonstrated that in terms of the spatial distribution of ICs, an adequate seismic performance improvement can be achieved by allocating ICs only at a subset of upper stories (e.g., top half stories), which can further simplify the PMI systems' construction.

Semi-active structural vibration control of base-isolated buildings using magnetorheological dampers

In recent years, several solutions for structural vibration control of buildings have been proposed. In particular, the combination of base-isolated structures with complementary variable damping devices has been successful in reducing the base isolator displacements without increasing the building superstructure response when subjected to earthquake loads. In this paper, a magnetorheological device is installed on a 2-DOF mechanical model mounted on an experimental uniaxial shaking table. A simple numerical simulation model is derived for the experimental setup and it represents a typical base-isolated structure with a semi-active vibration controller. The control law combines a force tracking integral action with a clipped on–off adaptation rule that changes the magnetorheological damping in real time. The effectiveness of the proposed solution is demonstrated for both earthquake-like and real earthquake input ground motions. A comparison between the numerical and the experimental results validates the numerical simulations and it gives confidence in using this model for validation and evaluation of other semi-active control solutions based on magnetorheological dampers.

Invited Review: Recent developments in vibration control of building and bridge structures

This paper presents a state-of-the-art review of recent articles published on active, passive, semi-active and hybrid vibration control systems for structures under dynamic loadings primarily since 2013. Active control systems include active mass dampers, active tuned mass dampers, distributed mass dampers, and active tendon control. Passive systems include tuned mass dampers (TMD), particle TMD, tuned liquid particle damper, tuned liquid column damper (TLCD), eddy-current TMD, tuned mass generator, tuned-inerter dampers, magnetic negative stiffness device, resetting passive stiffness damper, re-entering shape memory alloy damper, viscous wall dampers, viscoelastic dampers, and friction dampers. Semi-active systems include tuned liquid damper with floating roof, resettable variable stiffness TMD, variable friction dampers, semi-active TMD, magnetorheological dampers, leverage-type stiffness controllable mass damper, semi-active friction tendon. Hybrid systems include shape memory alloys-liquid column damper, shape memory alloy-based damper, and TMD-high damping rubber.