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Jugend forscht: 50-jähriges Jubiläum des Gründungsaufrufs Stahlbau 1/2016 24 Aktuell

Kurzfassung

Keine Kurzfassung verfügbar.

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Eichler, Björn; Feldmann, Markus Ein hochlagenorientiertes und duktilitätsgesteuertes Stahlgütewahlkonzept Stahlbau 1/2016 25-36 Fachthemen

Kurzfassung

Die europäischen Stahlbaunormen enthalten ein vereinfacht aufbereitetes Modell der Stahlsortenwahl zur Vermeidung von Sprödbruch (DIN EN 1993-1-10), das auf einem bruchmechanischen Zähigkeitsnachweis in der Tieflage basiert. Für die eindeutige Charakterisierung des Materialverhaltens von ferritischen Baustählen ist jedoch die Entwicklung der Zähigkeitseigenschaften über den vollständigen Temperaturbereich und damit auch das Hochlagenverhalten entscheidend. Letzteres beeinflusst das Duktilitätsvermögen des Werkstoffs und damit seine Fähigkeit zur plastischen Umverteilung, was insbesondere bei festigkeitskontrollierten Versagensarten bei der Bemessung im Grenzzustand der Tragfähigkeit implizit als gegeben vorausgesetzt wird. Die in DIN EN 1993-1-1 in dieser Hinsicht existierenden Duktilitätskriterien werden als unzureichend angesehen, da sie weder mechanisch eindeutig zu begründen sind, noch aus dem Hochlagenverhalten abgeleitet werden können. Ähnliches gilt für den in Deutschland für dickere Bleche einiger Stahlsorten noch zu erbringenden Aufschweißbiegeversuch nach SEP 1390. Als Grundlage der Stahlgütewahl für die verformungsgesteuerte Bemessung wurde in diesem Sinne ein zähigkeitsorientiertes Modell zur Werkstoffwahl entwickelt, mit dem sich Hochlagenanforderungen in Form von Hochlagenkerbschlagwerten KVUS zur Einstellung eines notwendigen Duktilitätsniveaus quantifizieren und ferner Hochlage und Übergangsbereich mit der Tieflage verknüpfen lassen.

An upper shelf oriented and ductility-controlled steel selection concept.
The European steel work codes contain a simplified steel selection method for the avoidance of brittle fracture (DIN EN 1993-1-10) that is based on a fracture mechanical consideration of toughness properties in the lower shelf of the toughness transition curve. For the unambiguous characterisation of the material behaviour of ferrite structural steels the development of the toughness properties for the full temperature range and therewith the upper shelf behaviour is crucial. The latter affects the material’s ductile capacity and thereby its ability for plastic redistribution that is presumed as an integral element for the strength functions in case of the ultimate limit state design. In this respect only inadequate ductility criteria exist to date in DIN EN 1993-1-1 which cannot clearly be justified by mechanical means nor derived from upper shelf aspects. Something similar applies to the so-called Aufschweißbiegeversuch acc. to SEP 1390 that in Germany still in some cases is obligatory for thicker elements of several steel grades. In this light a toughness-oriented model for the choice of steel material for the plastic design taking inelastic redistributions into account was developed which allows to quantify upper shelf demands for adjusting a required ductility level by combining the upper shelf and the transition region with the lower shelf.

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Saal, Helmut; Gitter, Reinhold; Fellhauer, Andreas Die Bemessung vorwiegend ruhend beanspruchter Schweißverbindungen von Aluminiumtragwerken nach DIN EN 1999-1-1 Stahlbau 1/2016 37-51 Fachthemen

Kurzfassung

Sowohl die Bemessung von Aluminiumtragwerken nach DIN EN 1999-1-1 [1] im Allgemeinen als auch die der Schweißverbindungen im Besonderen unterscheidet sich von der nach DIN 4113 in vielerlei Grundsätzen. Bestehende deutsche Regelungen und aus der Anwendung der EN 1999-1-1 deutlich gewordene Lücken erforderten, dass durch ergänzende, nicht widersprechende Angaben, die so genannten NCI-Regelungen, im Nationalen Anhang und seinen Änderungen Bemessungsregeln und Erläuterungen ergänzt wurden. Bei NCI-Regelungen ist zu beachten, dass diese nur für Tragwerke und tragende Bauteile angewendet werden dürfen, die im betreffenden Land - das heißt also hier in Deutschland - zum Einsatz kommen. Da der Umfang der zerstörungsfreien Prüfung der Schweißnähte gemäß DIN EN 1090-3 [5] vom Ausnutzungsgrad (Ausnutzungsklasse) und der Art des Bauwerks (Ausführungsklasse) abhängt und so indirekt die Beanspruchbarkeit bestimmt, werden nach der Behandlung der Bemessungsregeln für Schweißverbindungen abschließend die Regelungen der DIN EN 1090-3 zur Ausführung und Prüfung von Schweißnähten beschrieben, die auch der Tragwerksplaner kennen muss.

Design of predominantly statically loaded welded connections of aluminium structures according to DIN EN 1999-1-1.
The design of aluminium structures according to DIN EN 1999-1-1 is different with respect to many design principles of DIN 4113 in general as well as especially for welded connections. Non-contradicting existing German design rules and deficiencies (missing design provisions) which became obvious with the application of DIN EN 1999-1-1 in daily practice required and will require NCI-regulations with supplemental design rules and comments in the National Annex and its amendments. The regulations of DIN EN 1090-3 [5] for execution and testing of welds are discussed in connection with the design rules. This is important since the degree of nondestructive testing of welds according to DIN EN 1090-3 [5] depends on the utilization factor (utilization range) and the nature of structure (execution class). Thus it indirectly determines the design resistance which is needed by the designing engineer.

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Avgerinou, Stella; Vayas, Ioannis; Adamakos, Kostas Stahl in der Bildhauerei - Tragwerksentwurf der Skulptur "le chemin de l'eau" in Paris Stahlbau 1/2016 52-58 Fachthemen

Kurzfassung

Angelika Korovessi, eine prominente griechische Bildhauerin, entwarf eine Stahlskulptur, die in Paris vor einem öffentlichen Gebäude permanent ausgestellt ist. Die Skulptur ist eine abstrakte geometrische Komposition aus nichtrostendem Stahl und steht auf einem Sockel, der in einem Wasserbecken unter der Wasseroberfläche liegt. Die einzelnen Teile der Skulptur bestehen aus geschweißten, dünnwandigen, rechteckigen Hohlquerschnitten variabler Höhen, die miteinander durch kurze Rohrstücke verbunden sind. Das Werk wurde in Athen hergestellt, für den Transport in zwei Teile geteilt und vor Ort in Paris zusammengebaut. Dieser Beitrag berichtet über die Modellierung, die rechnerischen Nachweise und der Konstruktion des Kunstwerkes.

Steel in sculpture - Structural design of the sculpture “le chemin de l’eau” in Paris.
Aggelika Korovessi, a prominent Greek sculptress, designed a sculpture to be permanently exhibited outside a public building in Paris. The sculpture is an abstract geometric composition from stainless steel and rests on a basis which is submerged in water. The individual parts are composed from welded thin-walled rectangular hollow sections with variable heights that are connected by short tubes. The sculture was fabricated in Athens, divided in two pieces because of transportation reasons and assembled on site in Paris. This paper reports on the design and construction of the artwork.

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Graefe, Rainer; Andrich, Alessio Das Teleskop-Verfahren des russischen Ingenieurs V. G. uchov Stahlbau 1/2016 59-64 Berichte

Kurzfassung

Keine Kurzfassung verfügbar.

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Borgmann, Nicola Pegasus & Dragon - Die größte Pferdestatue der Welt aus Bronze Stahlbau 1/2016 65-70 Berichte

Kurzfassung

Keine Kurzfassung verfügbar.

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Neues Hessisches Ingenieurgesetz (HIngG) Stahlbau 1/2016 70 Firmen und Verbände

Kurzfassung

Keine Kurzfassung verfügbar.

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Seidl, Günter Internationaler Workshop in Berlin "Verbunddübel in Forschung und Praxis" Stahlbau 1/2016 71-73 Berichte

Kurzfassung

Keine Kurzfassung verfügbar.

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Firmen und Verbände: Stahlbau 1/2016 Stahlbau 1/2016 73-74 Firmen und Verbände

Kurzfassung

VFIB-Erfahrungsaustausch Bauwerksprüfung
Nachhaltiges Bauen mit Zink durch EPDs

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Ramm, Ekkehard; Bischoff, Manfred Friedrich Wilhelm Bornscheuer gestorben Stahlbau 1/2016 75 Persönliches

Kurzfassung

Keine Kurzfassung verfügbar.

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Kurrer, Karl-Eugen Strength of Materials and Theory of Elasticity in 19th Century Italy. A Brief Account of the History of Mechanics of Solids and Structures. Von D. Capecchi, G. Ruta Stahlbau 1/2016 75-76 Rezensionen

Kurzfassung

Keine Kurzfassung verfügbar.

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Tandler, Jens Experimentelle und numerische Untersuchungen an Hochleistungsverbindungen mit Zahnleisten Stahlbau 1/2016 76 Dissertationen

Kurzfassung

Keine Kurzfassung verfügbar.

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Aktuell: Stahlbau 1/2016 Stahlbau 1/2016 77-79 Aktuell

Kurzfassung

Nominierungen zum Brückenbaupreis 2016
Testturm für Aufzüge

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Termine: Stahlbau 1/2016 Stahlbau 1/2016 80 Termine

Kurzfassung

Keine Kurzfassung verfügbar.

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Content: Steel Construction 1/2016 Steel Construction 1/2016 Content

Kurzfassung

Keine Kurzfassung verfügbar.

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Annual table of contents 2015 Steel Construction 1/2016 Annual table of contents

Kurzfassung

Keine Kurzfassung verfügbar.

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Braun, Matthias; da Costa, Job Duarte; Obiala, Renata; Odenbreit, Christoph Design of single-span beams for SLS and ULS using semi-continuous beam-to-column joints - Part 1: Beams with constant bending stiffness and joints according to EN 1993-1-8 Steel Construction 1/2016 1-15 Article

Kurzfassung

This article explains a method for determining how semi-continuous joints influence the deflection, natural frequency and bending moment distribution of single-span beams with constant inertia under uniformly distributed load. The method is adequate for simple hand calculations, allowing the structural engineer to assess potential savings already in the pre-design phase. Further, the economical potential of semi-continuous joints according to EN 1993-1-8 [1] is demonstrated by an application example.

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European design standards widespread in the building sector Steel Construction 1/2016 15 News

Kurzfassung

Keine Kurzfassung verfügbar.

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Voth, Andrew P.; Packer, Jeffrey A. Circular hollow through plate connections Steel Construction 1/2016 16-23 Articles

Kurzfassung

This article reviews prior research on connections between through-plates and circular hollow sections (CHS) and presents a finite element (FE) study validated against laboratory experiments. The FE analysis indicates that, for a given geometric configuration, the behaviour of through-plate-to-CHS connections closely matches the sum of branch-plate-to-CHS connection behaviour in plate tension and compression. A connection design strength, which is shown to be valid for a wide range of connection geometries and which is the sum of existing design recommendations for branch plate-to-CHS connections loaded in axial tension and compression, is hence proposed for through-plate-to-CHS T-connections. This therefore enables maximum advantage to be taken of the capacity of this type of “reinforced” tubular connection.

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Unterweger, Harald; Taras, Andreas; Feher, Zoltan Lateral-torsional buckling behaviour of I-section beam-columns with one-sided rotation and warping restraint Steel Construction 1/2016 24-32 Articles

Kurzfassung

In many practical applications, columns are often fixed to a practically rigid concrete structure at the column base. This additional restraint should increase the real load-carrying capacity if the section is susceptible to lateral-torsional buckling. However, this effect is rarely taken into account in design, as most current design rules do not provide sufficient guidance on how to account for this additional rigidity, and so the column base fixity is often ignored. The background to the verification formulae for lateral-torsional buckling (LTB) of I-section beam-columns in Eurocode EN 1993-1-1 consists of comprehensive parametric numerical studies for members with “end fork” conditions only, i.e. for members with free rotational and warping deformations at both ends. However, these specific boundary conditions are not clearly mentioned in the code.
In the study presented in this paper, a comprehensive series of numerical FEM analyses for the realistic lateral-torsional buckling behaviour of beam-columns with one-sided rotation and warping restraints was carried out and compared with the results based on the LTB resistance of the Eurocode, calculated with increased idealized buckling loads (Ncr, Mcr) that account for the end restraints. The most important results of this study are presented in this paper and the ultimate capacity is compared for two different beam-column design methods in Eurocode 3: the interaction concept (EN 1993-1-1, 6.3.3) and the general method (EN 1993-1-1, 6.3.4).
In addition, a simplified formula is given for the additional bi-moment at the end restraint, which is to be used for designing the welded joint. Finally, an improved LTB design curve (buckling reduction factor &khgr;LT) is presented, developed at the authors' institution, which may be used for the cases studied.

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Zió?ko, Jerzy; Mikulski, Tomasz; Supernak, Ewa Deformations of the steel shell of a vertical cylindrical tank caused by underpressure Steel Construction 1/2016 33-36 Articles

Kurzfassung

Underpressure in a tank with a fixed roof may arise in the final stage of its construction as well as during its usage. After completing the construction, when the tank is empty and all manholes and valves, through which air could get into the tank, are tightly closed, underpressure may arise in the case of a sudden change in the weather (air pressure and temperature), which is particularly dangerous in spring or summer. When the tank is in use, underpressure may arise if breather valves are obstructed, e.g. covered by snow during pumping out a product stored in the tank. Underpressure may cause extensive deformations of the shell or the roof of the tank. However, the shell undergoes deformation more frequently, since the roof has a stiff supporting structure.
This article presents stages of deformations of the tank shell and their development from the occurrence of the first deformation to either removal of the causes of underpressure or cracking of the steel shell and thus automatic equalization of pressure inside the tank with atmospheric pressure.

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Gorenc, Barbara; Beg ?, Darko Curtain wall façade system under lateral actions with regard to limit states Steel Construction 1/2016 37-45 Articles

Kurzfassung

During high wind or earthquake action, high-rise multi-storey buildings respond with relatively large storey drifts. The building envelope, in this case a curtain wall, exposed to this in-plane shear resists the action with its drift capacity. This paper describes tests on two different configurations of a newly developed unitized curtain wall, “Qbiss Air” (QAir), using three different cyclic protocols. The protocols were derived on the basis of the serviceability limit state for regions with moderate to high wind and seismicity. The details and configuration influence the response of the system significantly, so the design of the structure can provide accurate information for the design of such systems.

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Pirmoz, Akbar; Ahadi, Parviz; Farajkhah, Vahid Finite element analysis of extended stiffened end plate link-to-column connections Steel Construction 1/2016 46-57 Articles

Kurzfassung

The applicability of extended stiffened end plate (ESEP) connections used as link-to-column connections in eccentrically braced frames (EBFs) with long (flexural yielding) links is examined in this paper. A finite element method (FEM) is used for this purpose, based on a validated parametric FE benchmark. Analysing the numerical model of an ESEP connection designed to the recent seismic design rules for special moment frames reveals that the link-to-column connections of EBFs sustain more severe conditions than the moment connections of moment-resisting systems. The design approach implemented is examined and the results are discussed. The results demonstrate that ESEP connections can be used as a successful alternative for the link-to-column connections of EBFs and the system with this type of connection can achieve the required rotations for long or flexural links.

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Machelski, Czes?aw; Toczkiewicz, Robert Effects of connection flexibility in bridge girders under moving loads Steel Construction 1/2016 58-66 Articles

Kurzfassung

This paper looks at the problem of connection flexibility in steel-concrete bridge girders under moving loads. The static action of the load changing location on the structure is considered. An analytical model of the girder is used assuming strain discontinuity at the steel-concrete interface as a result of beam-plate partial interaction. The effects of a flexible connection are characterized by the proposed index defined on the basis of the internal forces in the girder. This index can be calculated during loading tests on the basis of the neutral axis position at the section of the girder considered. Numerical analyses show that values of the index characterizing beam-plate interaction depend on the position of the load on the structure and the function describing connection stiffness.

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Keil, Andreas; Plieninger, Sven; Linden, Sebastian; Sander, Christiane Simple Bridges Steel Construction 1/2016 67-73 Report

Kurzfassung

Many famous footbridges show have a spectacular, eye-catching design or functionality. They feature extravagant structures, large spans or outstanding locations and they are globally published and widely discussed amongst professionals and laymen.
However, there are smaller and simpler bridges, whose good and appropriate design, structural behaviour and sustainability can only be seen at the second look. While not having showy features they are beautiful, reasonable, efficient, sometimes trendsetting but always interesting enough to justify careful attention.
This paper presents five bridges - designed by schlaich bergermann partner, completed within the past few years - that are characterized especially by their apparent simplicity: a simple beam bridge in Backnang, three arch bridges in Dortmund, a prestressed concrete beam bridge in Hamburg, a two-span stress ribbon bridge in Schwäbisch Gmünd and a fixed-end beam bridge in Esslingen.

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