Elasto-plastic behaviour of steel frame works

Boeraeve, Ph.; Lognard, B.; Janss, J; Gerardy, Jean-Claude; Schleich, Jean-Baptiste

doi:10.1016/0143-974x(93)90003-b

Cited by 41 publications

(12 citation statements)

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“…Details of different tri-linear and quad-linear material models can be found in [10,[33][34][35]. The existing predictions of εsh and Esh show considerable variation, due mainly to the fact that each study has only examined a relatively limited set of steel grades, with data collected from a narrow range of sources.…”

Section: Existing Predictions Of εSh and Eshmentioning

confidence: 99%

“…Boeraeve et al [33] proposed a quadlinear material model, using the tangent hardening modulus and recommended values of Esh = 2%E and εsh = 0.025 based on the interpretation of a series of experimental stress-strain curves with yield stress ranging from 235 N/mm 2 to 460 N/mm 2 . Sadowski et al [10] presented a statistical analysis of the post-yield material properties of several steel grades and proposed predictive expressions for Esh and the length of yield plateau based on regression analysis.…”

Section: Existing Predictions Of εSh and Eshmentioning

confidence: 99%

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Stress-strain curves for hot-rolled steels

Yun

Gardner

2017

Journal of Constructional Steel Research

390

190

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The use of advanced analytical and numerical modelling in structural engineering has increased rapidly in recent years. A key feature of these models is an accurate description of the material stress-strain behaviour. Development of standardised constitutive equations for the full engineering stress-strain response of hot-rolled carbon steels is the subject of the present paper.The proposed models, which offer different options for the representation of the strain hardening region, feature an elastic response up to the yield point, followed by a yield plateau and strain hardening up to the ultimate tensile stress. The Young's modulus E, the yield stress fy and the ultimate stress fu are generally readily available to the engineer, but other key parameters, including the strains at the onset of strain hardening and at the ultimate stress, are not, and hence require predictive expressions. These expressions have been developed herein and calibrated against material stress-strain data collected from the literature. Unlike the widely used ECCS model, which has a constant length of yield plateau and constant strain hardening slope, the proposed models, reflecting the collected test data, have a yield plateau length and strain hardening characteristics which vary with the ratio of yield to ultimate stress (i.e. with material grade). The proposed models require three basic input parameters (E, fy and fu), are simple to implement in analytical or numerical models, and are shown herein to be more accurate than the widely employed ECCS model. The proposed models are based on and hence representative of modern hot-rolled steels from around the world.

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Section: Existing Predictions Of εSh and Eshmentioning

confidence: 99%

Section: Existing Predictions Of εSh and Eshmentioning

confidence: 99%

Stress-strain curves for hot-rolled steels

Yun

Gardner

2017

Journal of Constructional Steel Research

390

190

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“…One simply supported beam and a beam-column experiment are analyzed using the full shell model and its appropriateness established. Experiment D3 carried out by Boeraeve et al [20], which is a simply supported beam subjected to central concentrated load is analyzed using full shell model. The comparison of the full shell model with the result from experiment is shown in Fig.…”

Section: Calibration Of the Full Shell Model With Experimental Resultsmentioning

confidence: 99%

Beam and shell element model for advanced analysis of steel structural members

Sreenath

Saravanan

Kalyanaraman

2011

Journal of Constructional Steel Research

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“…The strain hardening ratio of the steel was limited, as proposed by Lay and Galambos [28]. A comparison of the modified formulation with 45 standard beam type 1 tests (SB1T) performed in the literature [19,27,[29][30][31][32] on steel profiles classes 1 and 2 following Eurocode 3 provides a mean and COV of the ratios predicted to observed rotation capacities of 1.08 and 0.38, respectively, see Figure 3.…”

Section: Rotation Capacity Of Steel Membersmentioning

confidence: 99%

“…Figure 1 represents the pushover analysis curve of this frame. The values of s p computed with the simplified method together with the application of the damage model with = 0.15, calibrated with both experimental tests (see References [19,27,[29][30][31][32]55]), produce a value of maximum plastic rotation demands at the life-safety limit of 0.036 rad. Inter-storey drift demands around 1.5-2% of the storey height are reported from seriously damaged buildings.…”

Section: Cyclic Behaviour Of Beam-to-column Connectionsmentioning

confidence: 99%

Parametric study of ductile moment‐resisting steel frames: A first step towards Eurocode 8 calibration

Sanchez-Ricart

Plumier

2008

Earthq Engng Struct Dyn

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SUMMARYA parametric study of 13 608 ductile moment-resisting steel frames designed according to Eurocodes 3 and 8 is performed. A flowchart for the evaluation of the seismic-resistant capacity of the designed frames is developed based on the N2 method. The design structural overstrength, ductility supply, plastic redistribution parameter, supply reduction factor and performance ratio of the frames are analysed. We determine that the frames have performance ratios higher than 1, mostly due to high values of design structural overstrength, showing that the seismic supply produced by the restraints of Eurocodes 3 and 8 is always higher than the seismic demand.

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Elasto-plastic behaviour of steel frame works

Cited by 41 publications

References 0 publications

Stress-strain curves for hot-rolled steels

Stress-strain curves for hot-rolled steels

Beam and shell element model for advanced analysis of steel structural members

Parametric study of ductile moment‐resisting steel frames: A first step towards Eurocode 8 calibration

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