Non-structural elements and the dynamic response of buildings: A review

Devin, A.; Fanning, Paul

doi:10.1016/j.engstruct.2019.02.044

Cited by 31 publications

(15 citation statements)

References 68 publications

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“…full-height partitions, false floors, suspended ceilings, services, furniture, façade) potentially affecting floor vibration responses. This is especially so for full-height partitions, which are the most widely used non-structural elements on building floors (Devin and Fanning, 2019).…”

Section: Vibration Transmission Path: the Office Floormentioning

confidence: 99%

“…The additional damping due to the presence of non-structural elements in floors has been discussed in the literature (Cantieni and Biro, 2005; Hanagan, 2005; Pernica, 1987). However, structural damping is typically caused by the relative motion between adjacent (structural or non-structural) elements, which makes it difficult to estimate accurately (Devin and Fanning, 2019). Structural stiffness, in its turn, is related to construction materials and structural configuration (Kareem and Gurley, 1996; Liang and Lee, 1991).…”

Section: Vibration Transmission Path: the Office Floormentioning

confidence: 99%

“…Given the potential of non-structural elements to change floor dynamic properties and attenuate vibrations considerably, it is emphasised that further investigations are required (Devin and Fanning, 2019; Muhammad and Reynolds, 2019) in order to improve modelling of these in design guidelines, so that not only damping and mass, but also stiffness of non-structural elements is taken into account properly.…”

Section: Vibration Transmission Path: the Office Floormentioning

confidence: 99%

“…furniture and fullheight partitions) can enable a more favourable distribution of footfall-induced dynamic loads by serving as obstacles to avoid critical SMPW load scenarios. Venuti and Reggio is especially so for full-height partitions, which are the most widely used non-structural elements on building floors (Devin and Fanning, 2019).…”

Section: Office Floor Layoutsmentioning

confidence: 99%

“…Using FE modelling, Dulińska and Fabijańska (2012) identified an average increase of 12.6% on vertical natural frequencies in reinforced concrete building floors due to non-structural brick walls. Miskovic et al (2009) showed an average difference of 6% in the natural frequencies of two nominally identical Given the potential of non-structural elements to change floor dynamic properties and attenuate vibrations considerably, it is emphasised that further investigations are required (Muhammad and Reynolds, 2019;Devin and Fanning, 2019) in order to improve modelling of these in design guidelines, so that not only damping and mass, but also stiffness of non-structural elements is taken into account properly. It is important to mention that a vibration weighting should be applied to acceleration time histories because human sensitivity to vibrations depend on their direction, frequency and type of activity.…”

Section: Office Floor Layoutsmentioning

confidence: 99%

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Vibration serviceability assessment of office floors for realistic walking and floor layout scenarios: Literature review

Gonçalves

Pavić

Pimentel

2019

Advances in Structural Engineering

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Over the last two decades, office floors have been built progressively lightweight with increasing spans and slenderness. Therefore, vibration performance of office floors due to walking dynamic loads is becoming their governing design criterion, determining their size and shape, and therefore overall weight and embodied energy of the building. To date, floor design guidelines around the world recommend walking load scenarios in offices featuring some or all of the following standard characteristics: (a) walking loads are assumed to be periodic dynamic excitation represented by the Fourier series, including harmonics corresponding to up to the first four integer multiples of the pacing frequency of which at least one is exciting the floor at a resonant frequency and (b) single person walking. However, the literature surveyed provides evidence that such assessment methodology is potentially an over-simplification which does not reflect real walking load scenarios, since crucial features of the floor vibration source, path and receiver are missing. First, in terms of vibration source, realistic scenarios need to feature (a) moving rather than stationary walking forces, (b) stochastic nature of human gait, (c) simultaneous multi-person walking and (d) human–structure interaction. Second, for the transmission path (i.e. office floor structure), two features are needed to consider: (a) realistic office floor layouts and (b) presence, or absence, of non-structural elements. Finally, for the vibration receivers (i.e. floor occupants), (a) vibrations calculated at floor locations occupied by users (instead of at the potential highest response location which may not be occupied), (b) actual period over which occupants feel vibration due to such excitation and (c) assessment of vibration levels based on their probability of occurrence. This study therefore addresses these seldom considered but increasingly important features and discusses realistic approaches to floor design for vibration serviceability.

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Section: Vibration Transmission Path: the Office Floormentioning

confidence: 99%

Section: Vibration Transmission Path: the Office Floormentioning

confidence: 99%

Section: Vibration Transmission Path: the Office Floormentioning

confidence: 99%

Section: Office Floor Layoutsmentioning

confidence: 99%

Section: Office Floor Layoutsmentioning

confidence: 99%

See 3 more Smart Citations

Vibration serviceability assessment of office floors for realistic walking and floor layout scenarios: Literature review

Gonçalves

Pavić

Pimentel

2019

Advances in Structural Engineering

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Identification of abrupt stiffness changes of structures with tuned mass dampers under sudden events

Schleiter

Altay

2020

Struct Control Health Monit

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Summary This paper presents a recursive system identification method for MDoF structures with tuned mass dampers (TMDs) considering abrupt stiffness changes in case of sudden events, such as earthquakes. Due to supplementary nonclassical damping of the TMDs, the system identification of MDoF + TMD systems disposes a challenge, in particular, in case of sudden events. These identification methods may be helpful for structural health monitoring of MDoF structures controlled by TMDs. A new adaptation formulation of the unscented Kalman filter allows the identification method to track abrupt stiffness changes. The paper, firstly, describes the theoretical background of the proposed system identification method and afterwards presents three parametric studies regarding the performance of the method. The first study shows the augmented state identification by the presented system identification method applied on a MDoF + TMD system. In this study, the abrupt stiffness changes of the system are successfully detected and localized under earthquake, impulse, and white noise excitations. The second study investigates the effects of the state covariance and its relevance for the system identification of MDoF + TMD systems. The results of this study show the necessity of an adaptive definition of the state covariance as applied in the proposed method. The third study investigates the effects of modeling on the performance of the identification method. Mathematical models with discretization of different orders of convergence and system noise levels are studied. The results show that, in particular, MDoF + TMD systems require higher order mathematical models for an accurate identification of abrupt changes.

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