Cyclic Modeling of Bolted Beam-to-Column Connections: Component Approach

Latour, Massimo; Piluso, Vincenzo; Rizzano, Gianvittorio

doi:10.1080/13632469.2010.513423

Cited by 58 publications

(29 citation statements)

References 17 publications

(20 reference statements)

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“…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%

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: Fibre-based Modelling Approach For Mrf Structurementioning

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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“…Tables 1-6 for m db equal to 0.4, 0.5, 0.6, 0.7, 0.8, and 0.9 respectively. In addition, the curves representing the values of a 2 , a 3 , a 5 and a 8 are plotted in Figs. (4-9).…”

Section: Location Of the Second Plastic Hingementioning

confidence: 99%

“…Therefore, the design solution concerning the "dog-bone" location can be expressed as follows: the smallest value between a 5 and a 8 is the upper bound of a, while the location of the second plastic hinge depends on a 2 and a 3 value; in particular, according to Eq. (40), if a < a 3 or a > a 2 the second plastic hinge develops in the intermediate beam section, where the maximum sagging moment occurs, otherwise the second plastic hinge occurs at the left "dog-bone".…”

Section: Condition Ementioning

confidence: 99%

“…For any given value of m db , by varying the non-dimensional parameter M p /qL 2 in the range between 1/16 and zero, which covers all the possible design situations, the values of a 2 , a 3 , a 5 and a 8 have been computed. Tables 1-6 for m db equal to 0.4, 0.5, 0.6, 0.7, 0.8, and 0.9 respectively.…”

Section: Location Of the Second Plastic Hingementioning

confidence: 99%

“…For this reason experimental investigations on the cyclic response of partialstrength connections have gained new attention [2][3][4][5][6][7][8][9][10][11]. RBS connections can be considered a particular typology within the framework of partial-strength connections, because their flexural resistance is less than the one of the connected beam.…”

Section: Introductionmentioning

confidence: 99%

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The Influence of Gravity Loads on the Seismic Design of RBS Connections

Montuori¹

2014

TOBCTJ

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Abstract:Connections with Reduced Beam Section (RBS) have been investigated in the last 20 years both from an analytical point of view and from an experimental point of view. Several experimental tests demonstrated that RBS connections designed according to themost modern seismic codes are able to obtain the desired goal: the protection of the connection due to the yielding of the adjacent RBS. But in all the past researches and experimental tests the role that vertical loads can play was neglected or not properly accounted for. This study proposes a new procedure for accurately computing the relation between RBS location, vertical load and amount of section reduction for ensuring that plastic hinges develop in the reduced sections or in a reduced section and in an intermediate section of the beam.

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Experimental assessment of bolted T‐stubs under cyclic loading

et al. 2021

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A rational and efficient seismic design requires a detailed characterization of the members and joints behaviour. The prediction of moment‐rotation response of steel beam‐to‐column joints under cyclic loading is not fully addressed in EN 1993‐1‐8 nor EN 1998‐1. Additionally, EN 1998‐1, requires experimental evidence for the use of dissipative steel beam‐to‐column joints. Therefore, new design tools are required to predict the cyclic behaviour of beam‐to‐column joints. In the scope of the European projects “EQUALJOINTS – European preQUALified steel JOINTS” and “EQUALJOINTS+ ‐ Valorisation of knowledge for European prequalified steel joints” a software that provides analytical predictions of cyclic and monotonic response of prequalified steel beam‐to‐column joints was developed. This software embodies the cyclic component method (CCM), which is an extension for cyclic loading of the component method, coded in EN 1993‐1‐8. The cyclic behaviour of the components, required to feed the CCM, can be gathered from experimental tests using specimens similar to the component to be characterized, e.g. T‐stubs. With this objective an experimental campaign on 14 T‐stubs was conducted at University of Coimbra. Results from tests and assessment of available models are presented in this paper.

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Cyclic Modeling of Bolted Beam-to-Column Connections: Component Approach

Cited by 58 publications

References 17 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

The Influence of Gravity Loads on the Seismic Design of RBS Connections

Experimental assessment of bolted T‐stubs under cyclic loading

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