Simplified seismic assessment of buildings using non-uniform Timoshenko beam model in low-to-moderate seismicity regions

Su, R.K.L.; Tang, T.O.; Liu, K.C.

doi:10.1016/j.engstruct.2016.04.006

Cited by 16 publications

(7 citation statements)

References 48 publications

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“…In the continuous system calculation model, depending on the structural bearing system and the importance of axial displacements, the structures can be idealized as an equivalent flexural-shear beam, shear beam, Timoshenko beam, flexural beam, and sandwich beam. Studies on the modelling of buildings as equivalent Timoshenko beams have been conducted in the literature [20][21][22][23][24][25][26][27][28][29][30]. In these studies, it was concluded that the Timoshenko beam model is suitable for the analysis and identification of regular buildings.…”

Section: Mathematical Model Of the Spsw Systemmentioning

confidence: 99%

An approach for dynamic analysis of steel plate shear wall systems

Gungor¹,

Bozdoğan²

2022

JCE

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In this paper, the Timoshenko beam model (continuous system model) is originally adapted for dynamic analysis of steel plate shear wall (SPSW) systems. Dynamic characteristics for the first three modes are found by solving differential equation of the equivalent Timoshenko beam model using the differential transformation method. Dynamic characteristics are tabulated for quick and practical calculation. With the help of the dynamic characteristics, the response spectrum analysis of such buildings is performed. The continuous system calculation model has been used in the literature for free vibration analysis of such systems. Using the approach developed in this study, it is possible to calculate not only natural periods, but also the base shear force, maximum storey displacement, and maximum storey drift ratio. The differential transformation method is used in this study for solving the differential equation written according to the continuous system calculation model. To investigate the suitability of the method presented in the study, an example taken from the literature is solved and the results are evaluated. The results show that the method presented can be used in the preliminary design stage.

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Section: Mathematical Model Of the Spsw Systemmentioning

confidence: 99%

An approach for dynamic analysis of steel plate shear wall systems

Gungor¹,

Bozdoğan²

2022

JCE

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“…Among the various EDPs proposed in the literature for evaluating the seismic performance of frame building structures, the peak interstory drift ratio θ is by far the most used (Ghobarah et al 1999). Consolidated relations exist between θ and performance conditions (immediate occupancy, life safety and collapse prevention), as well as between θ and damage states, in the academic literature (Wen and Kang 2001;Ghobarah 2004;Su et al 2016) and in building codes (SEAOC Vision 2000; FEMA-273 1997; FEMA-350 2000; CSA A23.3-04 2004; PEER Report 2010/05). Additionally, because damage to building contents may be sensitive not only to θ but also to the acceleration of their supports, another significant EDP is the peak story acceleration A. θ-sensitive contents are typically claddings and partitions in their in-plane mode.…”

Section: Engineering Demand Parameters For Lcc Analysismentioning

confidence: 99%

“…• the nominal fundamental period is T 10 = C 1 H 0.75 , where H is the building height and C 1 is 0.075, as suggested for RC frame buildings (Su et al 2016; Eurocode 8; NTC MIT 2018); • the interstory stiffness is distributed along the height in proportion to the design shear force computed for the reference return period T R = 475 years (BSE hazard level), as obtained through a multi-modal spectral analysis using the corresponding elastic spectrum and the SRSS combination rule; this condition entails, along the building height, a uniform design value of the interstory drift, and an approximately parabolic interstory stiffness.…”

Section: The Nominal Modelmentioning

confidence: 99%

Seismic effectiveness and robustness of tuned mass dampers versus nonlinear energy sinks in a lifecycle cost perspective

Matta

2020

Bull Earthquake Eng

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Tuned mass dampers (TMDs) and nonlinear energy sinks (NESs) are two viable options for passively absorbing structural vibrations. In seismic applications, a trade-off exists in their performance, because TMDs’ effectiveness varies with the structural stiffness while NESs’ effectiveness varies with the earthquake intensity. To investigate this trade-off systematically, a lifecycle cost- (LCC-) oriented robust analysis and design method is here proposed, in which the effectiveness of a solution is measured by the reduction it entails in the expected cost of future seismic losses. In it, structural stiffness variability is modelled using a worst-case approach with lower and upper bounds, while seismic intensity variability is inherently captured by the incremental dynamic analyses underlying every LCC evaluation. The resulting worst-case lifetime cost provides a rational metric for discussing pros and cons of TMDs and NESs, and becomes the objective function for their robust optimization. The method is applied to the design of TMDs and NESs on a variety of single- and multi-story linear building models, located in a moderate-to-high seismic hazard region. Mass ratios from 1 to 10% and structural stiffness reductions up to 4 times are considered. Results show that TMDs are consistently more effective than NESs even in the presence of large stiffness reductions, provided that structural stiffness uncertainty is considered in design. They also show that a conventional robust H∞ design provides for TMDs a solution which is very close to that obtained by minimizing the proposed LCC metric.

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“…The inter-story drift ratio (IDR) has been widely used in earthquake engineering design and various design codes as an important index to evaluate the damage of structures (Lu et al, 2016; Su et al, 2016). Hence, controlling the IDR is important to ensure a better performance of the coupled walls.…”

Section: Seismic Analysis Of Coupled Shear Wall With Lrsp Retrofittedmentioning

confidence: 99%

Seismic retrofit analysis of concrete coupled shear wall structures with laterally restrained steel plate coupling beams

Cheng

Yang

2017

Advances in Structural Engineering

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Many existing deep reinforced concrete coupling beams that have low span-to-depth ratios are not desirable for seismic design due to their potential brittle failure with limited ductility and deformability. Previous experimental and numerical studies have demonstrated that the laterally restrained steel plate retrofitting method could effectively enhance the seismic performance of deep coupling beams. This article aims to develop a nonlinear finite element model based on the OpenSees software to accurately predict the behavior of coupled shear walls with or without laterally restrained steel plate coupling beams. The numerical results reveal that the seismic performance of the laterally restrained steel plate retrofitted coupled shear walls can be significantly enhanced. Furthermore, a genetic algorithm is adopted to determine the optimal positions of laterally restrained steel plate coupling beams. It is found that desirable seismic performance can be achieved by retrofitting coupling beams in the middle and higher floors of a building with coupled shear walls. However, only retrofitting coupling beams on the lower floors should be avoided because this could result in the serious degradation of the lateral load-carrying capacity and stiffness of the coupled shear walls.

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Simplified seismic assessment of buildings using non-uniform Timoshenko beam model in low-to-moderate seismicity regions

Cited by 16 publications

References 48 publications

An approach for dynamic analysis of steel plate shear wall systems

An approach for dynamic analysis of steel plate shear wall systems

Seismic effectiveness and robustness of tuned mass dampers versus nonlinear energy sinks in a lifecycle cost perspective

Seismic retrofit analysis of concrete coupled shear wall structures with laterally restrained steel plate coupling beams

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