A design procedure for dual eccentrically braced systems: Numerical investigation

Bosco, Melina; Rossi, Pier Paolo

doi:10.1016/j.jcsr.2012.08.003

Cited by 25 publications

(12 citation statements)

References 12 publications

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“…The obtained values of the behaviour factor generally decrease with the increase in the height of the building. This finding is consistent with the results of other studies concerning the evaluation of the response modification factor of frames endowed with BRBs [23,25,24] or other braced frames [45,[50][51][52][53][54]. However, the values of q obtained here are much lower than those reported in [23][24][25], especially in the 4-storey systems.…”

Section: Seismic Response Of the Buildingssupporting

confidence: 92%

Design of steel frames equipped with BRBs in the framework of Eurocode 8

Bosco

Marino

Rossi

2015

Journal of Constructional Steel Research

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Section: Seismic Response Of the Buildingssupporting

confidence: 92%

Design of steel frames equipped with BRBs in the framework of Eurocode 8

Bosco

Marino

Rossi

2015

Journal of Constructional Steel Research

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“…Unfavourable conditions for the acceptance of high values of the maximum ductility demands are found particularly in steel structures because in these structures the percentage incidence of the permanent actions on the total weight is lower than in other structures. As reported in some papers , in steel structures the ratio 1/ λ may be equal to 0.55 if the gravity loads P u and P s are evaluated as suggested in Eurocode 8, that is by means of the relations P u = γ g G k + γ q Q k and P s = G k + ψ 2 Q k where G k and Q k are the characteristic values of the permanent and variable actions, and γ g and γ q are the partial safety factors of the permanent and variable actions and ψ 2 is a reduction factor of the variable actions. Based on these considerations in this study, the interstorey drift sensitivity coefficient θ is considered to vary from 0.05 to 0.40 in step of 0.05.…”

Section: Limits Of the Parametric Analysismentioning

confidence: 99%

An accurate strength amplification factor for the design of SDOF systems with P–Δ effects

Amara

Bosco

Marino

et al. 2013

Earthq Engng Struct Dyn

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SUMMARY The response of structures subjected to seismic actions is always influenced by P–Δ effects. The importance of this effect is generally modest for structures experiencing an elastic response but often relevant for structures responding well within the inelastic range of behaviour. Seismic codes indicate that P–Δ effects may be counterbalanced through an increase in the structural strength required by a first order analysis. This increase is calculated by means of a strength amplification factor. The expressions suggested in codes for this factor are simplistic and often criticized by researchers. In this paper, the effectiveness of some of the provisions reported in the literature or suggested in seismic codes is evaluated on single degree of freedom systems with different periods of vibration. As suggested by past studies, attention is focused on the influence of the interstorey drift sensitivity coefficient, significant duration of the ground motion, class of the site soil, displacement ductility and equivalent viscous damping ratio of the system. Finally, an accurate expression of the strength amplification factor is proposed. Copyright © 2013 John Wiley & Sons, Ltd.

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“…Based on this consideration, it is suggested that gravity columns are continuous along the height of the building. In fact, the presence of continuous columns has a beneficial effect on the redistribution of the plastic deformation of braces [44][45][46][47][48][49][50][51][52][53]. However, the bending moments that arise in gravity columns during ground motions have to be determined and considered.…”

Section: Gravity Columnsmentioning

confidence: 99%

A Capacity Design Procedure for Columns of Steel Structures with Diagonals Braces

Bosco¹,

Ghersi²,

Marino³

et al. 2014

TOBCTJ

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According to modern seismic codes, in concentrically braced frames the seismic input energy should be dissipated by means of the hysteretic behaviour of braces while all the other members (i.e. beams and columns) have to remain elastic. Accordingly, the design internal forces of braces are determined in these codes by elastic analysis of the structure subjected to seismic forces obtained by the design spectrum. The internal forces of the non-dissipative members, instead, are calculated by means of specified rules for the application of capacity design principles. According to some recent numerical analyses, the yielding or buckling of columns may take place before braces achieve their axial deformation capacity. This paper investigates the reasons of this unsatisfactory behaviour and proposes technological suggestions and a design procedure to improve the seismic performance of columns of building structures with diagonal braces.

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A design procedure for dual eccentrically braced systems: Numerical investigation

Cited by 25 publications

References 12 publications

Design of steel frames equipped with BRBs in the framework of Eurocode 8

Design of steel frames equipped with BRBs in the framework of Eurocode 8

An accurate strength amplification factor for the design of SDOF systems with P–Δ effects

A Capacity Design Procedure for Columns of Steel Structures with Diagonals Braces

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