Modeling of different bracing configurations in multi-storey concentrically braced frames using a fiber-beam based approach

Wijesundara, K. K.; Nascimbene, Roberto; Rassati, Gian A.

doi:10.1016/j.jcsr.2014.06.009

Cited by 48 publications

(22 citation statements)

References 18 publications

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“…On the other hand, the insight on the well-known physical phenomena allows their easy calibration into classical fiber-based FE models, saving significant computational time. In this light, since a three-dimensional approach would be extremely onerous to investigate the full-scale mega-frame dynamic response, the contribution of the resisting frame system was easily incorporated into classical fibre force-based [13] FE models, able to represent bolted [14,15,16,17,18] and welded [11,19,20,21] connections, and the other members besides. By contrast, aiming to develop a qualified façade numerical model and to understand the phenomena underpinning the mechanical global behavior, detailed brickbased FE simulations were performed in order to assess the aluminium frame deformability, the interaction between glass panels and aluminium frame, the gasket mechanical distortion and the transom-to-mullion connection stiffness.…”

Section: Nonlinear Dynamic Analysesmentioning

confidence: 99%

Dissipating Effect of Glazed Curtain Wall Stick System Installed on High-Rise Mega-Braced Frame-Core Buildings Under Nonlinear Seismic Excitation

Casagrande¹,

Bonati²,

Auricchio³

et al. 2017

Proceedings of the 6th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering (COM

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Abstract. The results derived from the investigation on the dynamic behavior of glazed curtain wall non-structural stick systems installed in modern high-rise mega-frame prototypes is herein summarized. The supporting steel structures, designed in accordance with European rules, consisted of planar frames extracted from reference three-dimensional steel Moment Resisting Frame (MRF), respectively having thirty-and sixty-storey height. To limit interstorey drift and second order effects, outriggers trusses were placed every fifteen stories, whilst a CBF system was chosen as internal core. The characterization of non-structural façade elements was performed through experimental full-scale crescendo-tests on aluminium/glass curtain wall units. Deriving experimental force-displacement curves, it was possible to calibrate threedimensional inelastic FE models, capable to simulate the interaction between glass panels and aluminium frame. Subsequently, equivalent nonlinear links were calibrated to reproduce the dynamic behaviour of tested glazed unit, and implemented in the thirty-and sixty-storey structural planar frames FE models. Nonlinear time history analyses (NLTHAs) were performed to quantify local and global performance, investigating the enhanced combination of stiffness and strength generated through the implementation of glazed curtain wall on the numerical FE models. Results will be shown in terms of inter-storey drift profiles and displacement peaks, axial force curves and percentage peak variation, showing the sensitivity to the structure height. Trends were discussed to show that, if accurately designed, omitting non-structural elements from the seismic assessment of high-rise prototypes conduct to a sensible underestimation of dynamic dissipation capacity of the building.

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Section: Nonlinear Dynamic Analysesmentioning

confidence: 99%

Dissipating Effect of Glazed Curtain Wall Stick System Installed on High-Rise Mega-Braced Frame-Core Buildings Under Nonlinear Seismic Excitation

Casagrande¹,

Bonati²,

Auricchio³

et al. 2017

Proceedings of the 6th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering (COM

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“…Those mode shapes are then used in the RSA. A refined non-linear finite element model using fibre element (extensively verified through comparison with experimental results in case of steel structures (Grande and Rasulo [30], Wijesundara et al [31]), reinforced concrete structures (Brunesi et al [32,33], Casotto et al [34], Nascimbene [35]), masonry infill panels (Smyrou et al [36]) and connections (Brunesi et al [37]; Brunesi et al [38])) allows the observation of the excitation of tank masses, as shown in Fig. 7 for the convective component, which has a flexible connection and thus undergoes a larger deflection compared to the impulsive component.…”

Section: Step Ii: Eigenvalue Analysis Examined Parameters and Dynamic mentioning

confidence: 99%

Comparative approach to seismic vulnerability of an elevated steel tank within a reinforced concrete chimney

Cohen

Livshits

Nascimbene

2016

Period. Polytech. Civil Eng.

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“…So, structures can dissipate most of the earthquake's energy throughout deection and entering into an inelastic phase of response of structures [1][2][3][4].…”

Section: Introductionmentioning

confidence: 99%

Evaluation of sensitivity of CBFs for types of Bracing and story numbers

Asghari

Zarnagh²

2017

Scientia Iranica

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Abstract. Recently, there have been many studies about ductility reduction factor of CBFs, because AISC's seismic design provision has been changed signi cantly since 2010. Therefore, a comprehensive study is needed for seismic designing and ductility reduction factor of CBFs. In this study, about 160 two-dimensional CBFs with di erent types of bracing are designed according to AISC-341, and ductility reduction factor of designed frames is compared to types and formation of bracings in the height of frames. The results con rm that ductility reduction factor and response modi cation factor of CBFs are mostly dependent on types and formation of bracing. Also, maximum allowable height of OCBFs can be reduced for some types of bracing and be increased for some other types of bracings. For SCBFs, ductility reduction factor depends on the bracing type and number of frame stories. For most of SCBFs, ductility reduction factor cannot achieve more than ten-story frames. So, for these kinds of frames, maximum allowable height should be decreased, or smaller response modi cation factor should be used. For double large-scale CBFs, because of the enormous sti ness of one-to-seven-story frames, ductility reduction factor cannot be obtained and a smaller response modi cation factor should be used.

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Modeling of different bracing configurations in multi-storey concentrically braced frames using a fiber-beam based approach

Cited by 48 publications

References 18 publications

Dissipating Effect of Glazed Curtain Wall Stick System Installed on High-Rise Mega-Braced Frame-Core Buildings Under Nonlinear Seismic Excitation

Dissipating Effect of Glazed Curtain Wall Stick System Installed on High-Rise Mega-Braced Frame-Core Buildings Under Nonlinear Seismic Excitation

Comparative approach to seismic vulnerability of an elevated steel tank within a reinforced concrete chimney

Evaluation of sensitivity of CBFs for types of Bracing and story numbers

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