Zähigkeitsbasierte Stahlsortenwahl nach DIN EN 1993 – Stand der Normung und neue Entwicklungen

Feldmann, Markus; Kühn, Bertram; Eichler, B; Schaffrath, Simon; Citarelli, Sandro

doi:10.1002/9783433607633.ch4

Cited by 6 publications

(3 citation statements)

References 26 publications

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“…Thereby the same calculation method and the same design scenario as in EN 1993-1-10 [13] were used. Further information is provided in [14][15][16][17]. The result of these calculations can be seen in Table 3.…”

Section: Brittle Fracture Analysis Of Extra-thick Heavy Platesmentioning

confidence: 99%

Use of thick, heavy plates for bridge construction

Lehnert¹,

Merlin²,

Gola³

et al. 2021

ce papers

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Modern steel or steel composite bridges need modern solutions in steel: often thick heavy plates play a crucial role in bridge building, possibly used as flange plate in heavy bridge beams or as thick deck plate in a trough bridge. Depending on the application thick heavy plates allow efficient fabrication or potentially increase the sustainability of a bridge construction. As today especially fabrication efficiency and durability gain importance, it leads to an increase in the application of thick heavy plates. However, when designing with thick heavy plates often the designer reaches technical or regulatory limits. This report will show some solutions to overcome these existing restraints, e.g. improved possibilities in the production of thick thermomechanically rolled steels or extension of the simplified brittle fracture analysis according to Table 2.1 of EN 1993‐1‐10. The consistent exploitation of these possibilities opens a variety of new advantageous options in constructing road or railway bridges.

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Section: Brittle Fracture Analysis Of Extra-thick Heavy Platesmentioning

confidence: 99%

Use of thick, heavy plates for bridge construction

Lehnert¹,

Merlin²,

Gola³

et al. 2021

ce papers

Self Cite

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“…Then, for different stress states, the strain to ultimate load is calculated. These ultimate strains represent damage initiation and can be plotted against the stress triaxiality h with (8) such that a damage curve comparable with the classic macro-mechanical damage curve according to Johnson-Cook [14] can be established, Fig. 8.…”

Section: Ductile Damage Behaviourmentioning

confidence: 99%

“…GTN model integrated into JC model[8] Examples of failure locus for damage initiation: S355 (left) andS960 (right) tion. This forms the basis for damage initiation calculation including stable ductile crack growth until ultimate load is reached for structural steel components, Figs.…”

mentioning

confidence: 99%

Assessing the net section resistance and ductility requirements of EN 1993‐1‐1 and EN 1993‐1‐12

Feldmann

Schaffrath

2017

Steel Construction

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In Eurocode 3 the strength functions are derived from simple engineering models, which always require a certain degree of material ductility. With regard to high-strength steels and the accuracy of the design models themselves, several problems are involved due to a lack of sound consideration of the plastification and damage process. Additionally, the current ductility requirements of EC3 obstruct the use of high-strength steels with f y ≥ 500 MPa. Within the current revision of EC3, comprehensive investigations have been conducted to overcome these obstacles. To complement extensive experimental tests, improved numerical methods considering damage mechanics have been used to predict the real plastification and damage process for relevant details. The numerical models were validated by comparing them with experimental results. Subsequently, a parametric study was conducted to investigate the influence of strength and toughness properties separately. It could be shown that the reduction factor of 0.9 to account for the net section resistance can be omitted if cracks can be excluded. Furthermore, it became clear that a strain requirement based on the uniform elongation e u is not appropriate. Moreover, it was revealed that the yield ratio f u /f y has a significant impact on the toughness requirements necessary to reach the full net section resistance. Owing to a lack of minimum upper-shelf toughness requirements in delivery standards, which would secure an appropriate inner damage resistance of the material, a substitution criterion is proposed.

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