Ultimate behavior of steel beams under non-uniform bending

D’Aniello, Mario; Landolfo, Raffaele; Piluso, Vincenzo; Rizzano, Gianvittorio

doi:10.1016/j.jcsr.2012.07.003

Cited by 101 publications

(53 citation statements)

References 29 publications

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“…Observing a similar trend in the carbon steel data assembled herein, εu was also considered to depend on the ratio of yield stress fy to ultimate tensile stress fu. The experimental ultimate strains εu are plotted against the corresponding fy/fu ratios for the data from 537 hot-rolled and 272 cold-formed [41,43,45,[71][72][73][74][75][76][77][78][79][80][81][82][83][84][85][86][87] carbon steel tensile coupon tests, as shown in Fig. 5.…”

Section: Predictive Expressions For εU and εShmentioning

confidence: 99%

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: Predictive Expressions For εU and εShmentioning

confidence: 99%

Stress-strain curves for hot-rolled steels

Yun

Gardner

2017

Journal of Constructional Steel Research

390

190

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“…wall. Extended end plate joint The rotational spring placed in point C represents the flexural behavior of the beam splice and its behavior was obtained using the "Components Method" described in EN 1993-1-8:2005 [8]. The joint was originally designed as full-strength.…”

Section: Methodsmentioning

confidence: 99%

“…Both monotonic and cyclic curve for the IPE300 profile were obtained using the experimental data and the procedure described in Landolfo et al [8].…”

Section: Dissipative Linkmentioning

confidence: 99%

An Enhanced Component Based Model for Steel Links in Hybrid Structures: Development, Calibration and Experimental Validation

Manfredi¹,

Morelli²,

Salvatore³

2015

Proceedings of the 5th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering (COM

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Abstract. In the present paper the development, calibration and experimental validation of an enhanced component based model of a dissipative steel link connecting a reinforced concrete wall and a steel gravity frame is presented. The structural consists in an hybrid coupled shear wall (HCSW), developed within the INNOHYCO project (Dall'Asta et al., 2014), obtained coupling an RC wall with two side steel columns by means of steel links where the energy dissipation takes place. The experimental results carried on a subsystem representing a portion of the shear wall, the dissipative link and one side column, showed that the global dissipative behavior is strongly affected by the characteristics of the link-to-column connection. In particular the prestressing force of the seat angle connection bolts influence in a decisive way the dissipative capacity of the system, especially for the low amplitude cycle. For this reason, an experimental campaign on two different hybrid system containing the dissipative element and the aforementioned connections has been carried out. A non-linear cyclic component-based model of the entire sub-assemblage is then developed and calibrated on the base of experimental results. 3435

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“…In case of non-dissipative joints it is equal to γsh×γov (being γsh is the strain hardening factor corresponding to the ratio between the ultimate over the plastic moment of the beam [1,[17][18][19][20][21], while γov accounts for material randomness, depending on the steel grade [7]). …”

Section: Equaljoints Proceduresmentioning

confidence: 99%