Seismic assessment and finite element modelling of glazed curtain walls

Caterino, Nicola; Zoppo, Marta Del; Maddaloni, Giuseppe; Bonati, Antonio; Cavanna, Giovanni; Occhiuzzi, Antonio

doi:10.12989/sem.2017.61.1.077

Cited by 32 publications

(20 citation statements)

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“…First, transom-to-mullion connections have been examined. They resulted to be similar to those of façade B described in the study mentioned above [21], so in the FEM model transoms have be assumed to be hinged at both ends. Mechanical behaviour of glass (modelled as elastic "shell" with thickness equal to the sum of the single thickness of the panel composing the glass units) is assumed to be indefinitely elastic linear.…”

Section: Prediction Of Façade Responsementioning

confidence: 80%

“…Starting from experience gathered in the past and looking at analogies and differences in the structural details of the façades examined in Caterino et al [21] and Aiello et al [22] a FEM model of the curtain wall herein analysed has been implemented in SAP2000 [23]. Therefore, beam elements are used to model mullions and transoms of the aluminium frame and their cross-sections were reproduced in detail using the "Section Designer" tool available in SAP2000 [23].…”

Section: Prediction Of Façade Responsementioning

confidence: 99%

“…Memari et al [16] performed a pilot study to create finite element modeling formulations of glass curtain walls under in-plane dynamic loads and identified various levels of damage in the load-displacement curve acquired during an experimental test. Furthermore, some finite element models have been developed by several authors [16][17][18][19][20][21][22] in order to predict the general behaviour of glazed curtain wall systems and the drift at glass cracking and fall-out during seismic actions. The present work is intended to lay the basis to understand how to calculate the drift limits at the actual damage state of glass façade.…”

Section: Introductionmentioning

confidence: 99%

“…Main results of an in-plane test on a full-scale curtain wall have been discussed. Then, on the basis of previous studies [21][22], a finite element model and an analytical procedure have been presented, in order to simulate mechanical response of the glass façade and identify the parameters that could affect it. Finally, a comparison between numerical, analytical and experimental results has been shown.…”

Section: Introductionmentioning

confidence: 99%

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In-Plane Seismic Response of a Glazed Curtain Wall: Full-Scale Laboratory Test and Non-Linear Modelling

Aiello¹

2019

Proceedings of the 7th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering (COM

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Glass facades are one of the most used building envelope systems in contemporary architecture. Their increasing applications are basically driven by the research of aesthetic quality, transparency and natural illumination, which raises energy efficiency of buildings. However, after recent earthquakes, buildings designed by current seismic codes often presented the structural part completely intact, conversely several damages to non-structural components. Among the latter, the fall from a height of facade components, such as sharp pieces of glass or aluminum, cannot be overlooked. They, in fact, could represent a threat for occupant and pedestrian safety, as well as a significant economic loss due to downtime and their restoration or replacement. The present paper describes a cyclic experimental test performed at the Construction Technologies Institute (ITC) of the Italian National Research Council (CNR) for seismic performance assessment of a full-scale aluminum-glass façade, currently available on the market. A nonlinear finite element model has been calibrated according to experimental results. Finally, an analytical procedure to simulate load-displacement relationship has been provided. This work aims at enhancing the knowledge about the experimental assessment of seismic performance of glazed systems and eventually suggesting improvements or changes in the code approaches in order to reduce the potential risks related to their damages during earthquakes.

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Section: Prediction Of Façade Responsementioning

confidence: 80%

Section: Prediction Of Façade Responsementioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

See 2 more Smart Citations

In-Plane Seismic Response of a Glazed Curtain Wall: Full-Scale Laboratory Test and Non-Linear Modelling

Aiello¹

2019

Proceedings of the 7th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering (COM

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“…This paper focuses on previously performed experimental data, achieved by full-size in-plane tests led at the laboratory of the Construction Tecnologies Institute (ITC) of the Italian National Research Council (CNR) [26]. The seismic response of a commercial full-scale stick curtain wall was evaluated, comparing the integrity of results with past studies [27,28,29,30,31].…”

Section: Description Of the Test Performed On The Commercial Stick Cumentioning

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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Seismic behavior of a fully tempered insulating glass curtain wall system under various loading protocols

Ji,

Zhuang,

Lim

et al. 2023

Earthq Engng Struct Dyn

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This paper investigates the seismic behavior of a glass curtain wall system under various loading scenarios. Experimental set‐ups and approaches were developed to test full‐scale fully tempered (FT) insulating glass curtain wall systems subjected to three loading protocols: quasi‐static in‐plane loading, dynamic in‐plane loading, and dynamic coupled in‐plane and out‐of‐plane loading. A refined finite element (FE) model was developed to understand the behavior of the system. The average drift associated with glass cracking and fallout was found to be nearly identical for quasi‐static and dynamic in‐plane loading, indicating that in‐plane floor accelerations exerted marginal influence on the failure of the glass curtain walls. Bi‐directional loading led to an approximately 30% decrease in the glass fallout drift compared with in‐plane loading. This is because the out‐of‐plane drift placed an increased stress demand on the glass panel, as indicated by the FE analysis. Both the experimental tests and FE analysis revealed that the ASCE 7–16 formula, which is used to calculate the drift of contact between the glass and frame, is nonconservative as it does not consider the deformation of the surrounding frame and the friction between the gasket and the glass. The failure mechanism of the glass panel was caused by the stress concentrations at the diagonal corners due to glass‐to‐frame contact. The FE analysis indicated that the interactional effect among different glass units was negligible, and the glass panels exhibited a similar stress state regardless of their positions.

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Seismic assessment and finite element modelling of glazed curtain walls

Cited by 32 publications

References 0 publications

In-Plane Seismic Response of a Glazed Curtain Wall: Full-Scale Laboratory Test and Non-Linear Modelling

In-Plane Seismic Response of a Glazed Curtain Wall: Full-Scale Laboratory Test and Non-Linear Modelling

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

Seismic behavior of a fully tempered insulating glass curtain wall system under various loading protocols

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