Seismic analysis of high-rise mega-braced frame-core buildings

Brunesi, Emanuele; Nascimbene, Roberto; Casagrande, Lorenzo

doi:10.1016/j.engstruct.2016.02.019

Cited by 68 publications

(41 citation statements)

References 71 publications

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“…Average loads of up to 4500 kN and 5000 kN were obtained, respectively for MF-01 and MF-01. A similar demand was obtained in correspondence to the outriggers floors, as a consequence of the increment in terms of floor acceleration [42,43], where was demonstrated that modelling the structure without the curtain walls conduced to overestimate NLTHAs results up to 20%. Figure 12 summarizes the seismic peak axial loads predicted by NLTHAs in the outrigger braces, placed at the 15 th and 30 th storey of the thirty-and sixty-storey case study building, since they resulted to be the most critical storeys (see Figure 11).…”

Section: Local Performancesupporting

confidence: 71%

“…In order to analyze the local and global seismic response of the MF-01 and MF-02 reference structures, detailed fiber-based models were implemented on the open source platform OpenSees [36], based on conceptual modeling by Brunesi et al [42]. Structural members were modeled through inelastic force-based fiber elements, simulating the propagation of inelasticity over the member length through a bilinear stress-strain behavior with isotropic strain hardening.…”

Section: Fibre-based Modelling Approach For Mrf Structurementioning

confidence: 99%

“…Prospective buckling mechanisms in both braces and gusset plates were considered applying an out-of-plane imperfection equal to 0.1% of the length at its midspan. Similarly, according to [12,14,15,16,18,39,40,42], the Tstub bolted joint mechanical idealization was assumed to reproduce the hysteresis behavior, as a partially restrained connection. Accordingly to the Grant and Priestley paradigm [41], when considering the tangent stiffness-proportional Rayleigh damping, the stiffness-proportional matrix multiplying coefficient used to perform nonlinear dynamic analyses was correlated to the damping ratio associated to the fundamental period of the structure [38,41,42,43].…”

Section: Fibre-based Modelling Approach For Mrf Structurementioning

confidence: 99%

“…According to Brunesi et al [42,43], the key components advocated to resist seismic actions in this structural system are columns, braces and outriggers. Response in term of axial load peak profiles in critical members will be shown.…”

Section: Local Performancementioning

confidence: 99%

“…Being the discrepancy between the response of MRF with cladding and the bare MRF higher in that braces than that observed in other structural members, particular care has to be paid to the earthquake-induced demand evaluation during the design phase of these elements and the related connections. As a result of the outriggers in-plane rotation, earthquake-induced compressive overloads were experienced by the external core-columns [42,43]. Figure 13 collects the seismic axial forces transferred to the leftmost core-column of the thirty-and sixty-storey structures, accounting for the façade system, their average and the equivalent on the bare MRF.…”

Section: Local Performancementioning

confidence: 99%

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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: Local Performancesupporting

confidence: 71%

Section: Fibre-based Modelling Approach For Mrf Structurementioning

confidence: 99%

Section: Fibre-based Modelling Approach For Mrf Structurementioning

confidence: 99%

Section: Local Performancementioning

confidence: 99%

Section: Local Performancementioning

confidence: 99%

See 3 more Smart Citations

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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show abstract

Seismic risk assessment of steel frames equipped with steel panel wall

Zhao

Jiang

2017

Structural Design Tall Build

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Summary This paper aims to conduct risk assessment on steel frame equipped with steel panel wall (SPWF) through probabilistic seismic demand analysis. First, cyclic test on a SPWF specimen with one‐third scale, one bay, and single story is performed, and the typical limit performance levels were determined in accordance with the test results and the stipulated in FEMA 356. Then, finite element models were built for a 12‐story steel frame and two 12‐story SPWF structures with different lateral stiffness ratio. The seismic performance of these models are investigated through nonlinear time–history analyses, and their limits capacities are determined from incremental dynamic analyses. Besides, fragility functions are developed for these models associated with 10%/50 years and 2%/50 years events, as defined in SAC project. Finally, the annual probabilities of each limits and the collapse probabilities in 50 years for the 3 models are calculated and analyzed, and the function associated with the collapse probability and lateral stiffness ratio is developed. The effectiveness of steel panel wall in reducing the seismic risk of the existing steel frame buildings is validated on the basis of the risk analyses.

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Effects of configuration parameters on seismic performance of steel frames equipped with composite steel panel wall

Jiang

Zheng

2018

Structural Design Tall Build

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Summary This paper aims to investigate the effects of configuration parameters on seismic performance of steel frames equipped with composite steel panel wall (CPWF). First, cyclic tests on two 1:3 scale CPWF and a same‐size bare steel frame were conducted to obtain the seismic behavior of the CPWF structures. Then, numerical models for CPWF structures were established based on the finite element method, and such models were validated by the tests. Besides, parametric analysis was performed to study the impacts of the length‐to‐height ratio, height‐to‐thickness ratio, and bolt spacing of CPW on ultimate load capacity of CPWF. Lastly, a unified formula for the shearing load resistance and such parameters of CPW was developed, and the approximate relationship curves for these parameters were fitted. The results show that (a) the shearing load resistance, ductility, lateral stiffness of the steel frame increased with increasing the length‐to‐height ratio of equipped CPW according to the test results, and the maximum lateral drift of the CPWF was larger than 4%; (b) the shearing load resistance of CPWF increased with increasing the length‐to‐height ratio of CPW but with decreasing the height‐to‐thickness ratio and bolt spacing, and the proposed formula was fitted by the numerical results.

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Seismic analysis of high-rise mega-braced frame-core buildings

Cited by 68 publications

References 71 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

Seismic risk assessment of steel frames equipped with steel panel wall

Effects of configuration parameters on seismic performance of steel frames equipped with composite steel panel wall

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