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Autor(en) Titel Zeitschrift Ausgabe Seite Rubrik
Krahwinkel, Manuel; Petersen, Tobias Wabenträgersysteme aus Stahltrapezprofilen Stahlbau 4/2016 262-273 Fachthemen

Kurzfassung

Der vorliegende Beitrag behandelt das Biegetragverhalten von Wabenträgersystemen. Wabenträgersysteme sind eine neu entwickelte Konstruktionslösung zur Dacheindeckung im Stahlhallenbau bestehend aus spiegelsymmetrisch angeordneten und über stiftförmige Verbindungsmittel schubfest miteinander verbundenen Stahltrapezprofilen. Die Konstruktionslösung erlaubt eine Erhöhung der baupraktisch üblichen Rahmenabstände im Stahlhallenbau von 6 bis 9 m auf bis zu 15 m. Es werden die durchgeführten experimentellen und numerischen Untersuchungen präsentiert. Auf Basis einer numerischen Parameteruntersuchung konnten unter Variation baupraktisch relevanter Randbedingungen die maximale zulässige Flächenbelastung und die Biegesteifigkeit unterschiedlicher Wabenträgersysteme bestimmt werden. Hierzu wurde ein Bemessungskonzept entwickelt und auf die Ergebnisse der Parameteruntersuchungen angewendet. Abschließend werden praxisorientierte Bemessungstafeln präsentiert und durch ein Anwendungsbeispiel erläutert.

Honeycomb girder systems made of trapezoidal corrugated steel sheets.
This paper deals with the load carrying behavior under bending of honey comb girder systems. Honeycomb girder systems are a newly developed construction solution for the cladding of roofs and facades of industrial steel-framed buildings. They consist of a mirror-symmetric arrangement of trapezoidal corrugated steel sheets connected with mechanical fasteners. This construction solution allows an increase of the steel frame distances from 6 m to 9 m up to 15 m. Experimental and numerical investigations, which have been carried out, are discussed. Based on numerical parametric studies the maximum characteristic distributed load and the effective bending stiffness of honeycomb girder systems with varying practically relevant geometric boundary conditions are determined. A design concept was developed and applied to the results of numerical parametric studies. The use of practical design tables is explained by a worked example.

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Ladinek, Markus; Lang, Robert; Lener, Gerhard Ermüdungsfestigkeit nach EN 1993-1-9 - Anhang B: Strukturspannungen - Gedanken zur Neufassung Stahlbau 4/2016 274-280 Fachthemen

Kurzfassung

Der Nachweis der Ermüdungsfestigkeit für Stahlbauteile ist im EN 1993 Teil 1-9 “Ermüdung” geregelt. Als Variante zum bekannten Nennspannungskonzept kann der Nachweis der Ermüdungsfestigkeit durch die Verwendung des Strukturspannungskonzeptes, gemäß Anhang B, geführt werden. Für eine Anwendung dieser Alternative stellt der Eurocode nur wenige Informationen zur Verfügung, wodurch der Anwender auf andere Normen und Regelwerke außerhalb des EC-Normenpaketes zurückgreifen muss. Erst zusätzliche Informationen ermöglichen die praxisgerechte Anwendung dieser Nachweisvariante. Regelwerke wie die IIW-Empfehlungen und zahlreiche andere Publikationen enthalten Hinweise und Angaben zur praxisgerechten Anwendung verschiedener Konzepte. Es ist zu hoffen, dass dieses Wissen bei der Überarbeitung des Anhangs B: “Ermüdungsfestigkeit bei Verwendung von Strukturspannungen” berücksichtigt wird. Kombiniert mit einer systematischen Aufbereitung könnte eine neue Auflage ein fortschrittliches und anwenderfreundliches Dokument zur Berechnung der Ermüdungsfestigkeit werden. In diesem Beitrag soll gezeigt werden, wie die Anwendung des Strukturspannungskonzeptes im Anhang B mit Hilfe von Angaben aus der IIW-Richtlinie und anderen Publikationen in der Anwendung vereinfacht werden könnte.

Fatigue strength according to EN 1993-1-9 - Annex B: structural stresses - Thoughts to the revised version.
The calculation of fatigue strength of steel structures is regulated in the EN 1993-1-9, section “Fatigue”. As an alternative to the use of the nominal stress concept, the structural hot spot concept can be applied to certify the fatigue strength. However, the Eurocode provides too little information for a successful application. As a consequence, the user has to get the necessary information from other codes or guidelines outside the Eurocode framework. Other guidelines like the IIW Recommendations and many other publications provide hints and suggestions for a user-friendly application of the different approaches for fatigue design. It would be desirable that these pieces of information and suggestions were taken into consideration in the next revision of the Annex B: “Fatigue resistance using the geometric (hot spot) stress method”. Through a systematic preparation of this information, section 9 of the Eurocode 1993, “Fatigue”, could become a progressive and user-friendly code for fatigue design. The idea of this article is to show, with the help of data taken from the IIW Recommendations and other publications, that the application of the hot spot stress approach could become much simpler.

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Zhang, Boshan; Chen, Weizhen; Xu, Jun Load effect and fatigue damage of bridges under combined actions of traffic and wind: a case study Stahlbau 4/2016 281-291 Fachthemen

Kurzfassung

Study of load effects on bridges with large windward sides has to consider not only passing vehicles but also wind actions. This paper concerns the method to calculate actual load effect and fatigue damage under combined actions of traffic and wind, taking one of the steel rods of Anyang Bridge as an example project. Firstly, internal force time-history of the rod was simulated based on measured data of traffic load and wind field. Then, extreme values of internal force of the rod were extrapolated using an improved method based on level crossing, and stress spectra of three fatigue-prone details on the rod were gained using the rain-flow method. Finally, the rod was checked under ultimate limit state and fatigue limit state, respectively. It was found that characteristic values of internal force of the rod under combined actions of traffic and wind increased from +5 849/-4 063 kN (considering vehicle actions alone) to +6 350/-5 466 kN and the maximum damage degree of fatigue-prone details increased from 0.61 (considering vehicle actions alone) to 0.63. These results suggest that wind load contributes a significant increase to internal force characteristic values of the rod but a small increase to fatigue damage. However, high stress amplitudes due to wind load do not allow infinite life design. The actual load level is much higher than that prescribed in the design code. Hence, wind actions should be fully considered.

Lasteinwirkung und Ermüdungsschäden an Brücken unter kombinierter Belastung von Verkehr und Wind: Eine Fallstudie.
Bei Untersuchungen zu Lasteinwirkungen bei Brücken mit großer Windangriffsfläche müssen neben den Verkehrseinwirkungen auch die Windeinwirkungen berücksichtigt werden. Der vorliegende Beitrag erörtert anhand eines Stahlstabes der Anyang Bridge beispielhaft ein Verfahren zur Berechnung der tatsächlichen Lasteinwirkung und Ermüdungsschäden infolge kombinierter Einwirkung von Verkehr und Wind. Zunächst wurde anhand von Messdaten zu Verkehrslast und Windfeld die zeitliche Entwicklung der Schnittkraft des Stabes simuliert. Anschließend wurden anhand der verbesserten Methode auf Basis des Last-Kollektivs (Klassengrenzen-Überschreitungen) die Extremwerte der inneren Kräfte des Stabes extrapoliert. Die Belastungsspektren dreier ermüdungsanfälliger Details des Stabes wurden anhand des Rainflow-Verfahrens ermittelt. Abschließend wurde der Stab im Grenzzustand der Tragfähigkeit bzw. im Grenzzustand der Ermüdungsfestigkeit geprüft. Es wurde festgestellt, dass die charakteristischen Werte der Schnittkraft des Stabes unter kombinierter Einwirkung von Verkehrs- und Windlast von 5 849/-4 063 kN (bei ausschließlicher Betrachtung der Verkehrslast) auf 6 350/-5 466 kN anstiegen. Der maximale Schadensgrad ermüdungsanfälliger Details stieg von 0,61 (bei ausschließlicher Betrachtung der Verkehrslast) auf 0,63. Diese Ergebnisse deuten darauf hin, dass die Windlast erheblich zum Anstieg der charakteristischen Werte der Schnittkraft des Stabes beiträgt und einen kleinen Anteil am Anstieg der Ermüdungsschäden hat. Dennoch erlauben die hohen Belastungsamplituden infolge der Windlast keine Auslegung für unbegrenzte Lebensdauer. Die tatsächliche Belastung ist deutlich höher als nach der Bemessungsnorm zulässig. Windeinwirkungen sind daher in vollem Umfang zu berücksichtigen.

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Richtlinie VDI 6012 Blatt 1.4 zur fach- und sachgerechten Konstruktion und Auswahl von Montagesysteme und Befestigungsmittel Stahlbau 4/2016 291 Firmen und Verbände

Kurzfassung

Keine Kurzfassung verfügbar.

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Rubin, Helmut Lösung und Gewinner der Jubiläumspreisaufgabe Stahlbau 4/2016 292-300 Berichte

Kurzfassung

Keine Kurzfassung verfügbar.

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Laermann, Karl-Hans; Mark, Peter Verdienstorden der Bundesrepublik Deutschland an Wilfried B. Krätzig verliehen Stahlbau 4/2016 301-303 Persönliches

Kurzfassung

Keine Kurzfassung verfügbar.

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Kurrer, Karl-Eugen Holzer, St. M.: Die Sauschwänzlebahn im Südschwarzwald Stahlbau 4/2016 301 Rezension

Kurzfassung

Keine Kurzfassung verfügbar.

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Stefan M. Holzer an die ETH Zürich berufen Stahlbau 4/2016 303-304 Persönliches

Kurzfassung

Keine Kurzfassung verfügbar.

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Aktuell: Stahlbau 4/2016 Stahlbau 4/2016 304-306 Aktuell

Kurzfassung

Neuer Publikationsserver der BAM online
Gewinner des Deutschen Brückenbaupreises 2016
Seminar über Erschütterungsschutz

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Andreas Taras an die Universität der Bundeswehr München berufen Stahlbau 4/2016 304 Persönliches

Kurzfassung

Keine Kurzfassung verfügbar.

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Termine: Stahlbau 4/2016 Stahlbau 4/2016 306 Termine

Kurzfassung

Keine Kurzfassung verfügbar.

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Content: Steel Construction 4/2016 Steel Construction 4/2016 Contents

Kurzfassung

Keine Kurzfassung verfügbar.

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Batista, Eduardo; Gardner, Leroy; Packer, Jeffrey; Vellasco, Pedro Editorial: Steel Construction 4/2016 Steel Construction 4/2016 265 Editorials

Kurzfassung

Keine Kurzfassung verfügbar.

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Manco, Tiago; Rigueiro, Maria Constança; Martins, João Pedro; da Silva, Luís Simões Comparative assessment of the design of tubular elements according to offshore design standards and Eurocode 3 Steel Construction 4/2016 266-278 Articles

Kurzfassung

Steel circular tubular elements are among the most commonly used types of structural element in offshore structures. The objective of this paper is to perform a comparative analysis of design standards for offshore structures with a focus on the structural design of these elements. The intention is to reach a conclusion about the level of safety that offshore and construction standards provide regarding the design of tubular circular elements. To this end, the bearing capacity obtained with ISO 19902 and Eurocode 3 (which does not contain specific provisions for offshore structures) parts 1-1 and 1-6 will be compared in a broad parametric study. Subsequently, the accuracy and level of safety that ISO and EC3 assume are assessed through numerical analysis using the ABAQUS software. The performance of a set of steel circular tubular elements is evaluated under axial compression and hydrostatic pressure. Finally, the interaction between axial compression and hydrostatic pressure is also analysed.

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Gonçalves, Rodrigo; Camotim, Dinar On the first-order and buckling behaviour of thin-walled regular polygonal tubes Steel Construction 4/2016 279-290 Articles

Kurzfassung

This paper summarizes the work carried out in the context of an ongoing investigation that aims to understand and characterize the structural behaviour of thin-walled single-cell regular convex polygonal section (RCPS) tubes, such as those widely employed in the steel construction industry. In particular, the first-order and buckling (bifurcation) behaviours are addressed and it is shown that they
i. exhibit several peculiarities, stemming essentially from the cross-section rotational symmetry, and
ii. can be significantly influenced by distortion-type deformation.
iii. The analytical and numerical results reported in this paper are obtained using generalized beam theory (GBT) and its computationally efficient specialization for RCPS recently developed by the authors [1]. In particular, the unique modal decomposition features of GBT make it possible to
i) identify the most relevant cross-section deformation modes,
ii) draw valuable conclusions concerning the mechanics of the problem under consideration from the analysis of the (modal) solution, and
iii) develop analytical and semi-analytical formulae for problems of significant practical interest.

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Lange, Jörg Klaus Berner's 75th birthday Steel Construction 4/2016 290 Peoples

Kurzfassung

Keine Kurzfassung verfügbar.

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Arrayago, Itsaso; Real, Esther; Mirambell, Enrique Tests on ferritic stainless steel simply supported and continuous SHS and RHS beams Steel Construction 4/2016 291-295 Articles

Kurzfassung

Development of efficient design guidance for stainless steel structures (considering non-linear behaviour, strain hardening and allowing for moment redistribution in indeterminate structures) is crucial for the widespread use of this corrosion-resistant material. This paper presents an experimental programme involving ferritic stainless steel simply supported and continuous beams (RHS and SHS) and the assessment of existing cross-sectional classifications and different plastic design methods available in the literature for indeterminate stainless steel structures, not currently allowed in stainless steel standards. The analysis indicated that some cross-sectional classification limits seem to be too optimistic for ferritic stainless steels and further research is needed in order to extend plastic design to these grades.

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Barros dos Santos, Gabriel; de Miranda Batista, Eduardo; de Araújo, Afonso Henrique Mascarenhas Behaviour of RHS beam-to-column bolted steel connections Steel Construction 4/2016 296-304 Articles

Kurzfassung

The connection concept is a key point in the design of steel structures which affects fabrication, erection procedures and the final costs. Welding processes have been extensively used for tubular trussed girders by combining shop welding with bolted flange solutions to facilitate straightforward connection procedures during erection. The present research addresses the behaviour of innovative beam-to-column bolted connections for steel rectangular hollow sections (RHS) which combine simplicity in fabrication and erection, favourable aesthetics for the case of visible structures and structural effectiveness. Four cruciform prototypes were tested under a static non-reversible bending moment with different bolted conditions: i) non-friction and ii) friction connection. The experimental results show that the proposed geometry with friction connections is able to develop a rigid elastic moment-rotation response up to usual loading conditions.

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Hoang, Van Long; Jaspart, Jean-Pierre; Demonceau, Jean-François Use of long bolts for beam-to-concrete-filled rectangular hollow section column joints in seismic-resistant frames Steel Construction 4/2016 305-314 Articles

Kurzfassung

The research into a specific type of unstiffened extended end-plate joint used to connect I-shaped beams to concrete-filled rectangular hollow section columns is presented in this paper. The main idea is to use long bolts passing through the column to connect the beam end-plates in order to...
1) avoid intermediate connecting elements (e.g. a reversed channel) or special bolts (e.g. blind bolts), which are sometimes used in practice, and
2) improve the resistance and stiffness of the joint when used in seismic-resistant frames.
Firstly, a test programme was performed within an RFCS European project entitled HSS-SERF “High-Strength Steel in Seismic-resistant Building Frames”, 2009-2013. The test programme included defining specimens subjected to significant bending moments (and shear) or shear only. Analytical models based on the component approach and aimed at predicting the joint response were then proposed; their validity is demonstrated through comparisons with the test results. Finally, the requirements of EN 1998-1-1 related to full-strength resistance for the proposed joint configuration are discussed, accounting for the actual positions of plastic hinges and the possible individual over-strength factors for each component.

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Nizer, Adriano; de Lima, Luciano R. O.; da S. Vellasco, Pedro C. G.; de Andrade, Sebastião A. L.; da S. Goulart, Evandro; da Silva, André T.; da C. Neves, Luis F. Experimental and numerical assessment of RHS T-joints subjected to brace and chord axial forces Steel Construction 4/2016 315-322 Articles

Kurzfassung

The demand for the use of hollow section structures in construction has experienced great progress in Brazil, despite being widely used for a long time in Europe and developed countries. The release of a Brazilian Technical Standard specifically for the design of hollow sections confirms this trend, together with the need for increased dissemination and implementation of studies and research to enable a better understanding and development of this technology. This paper presents experimental and numerical evaluations of the influence of chord normal stresses on the behaviour of tubular T-joints. The experimental programme consisted of six tests applying compressive loads to the brace. These results were compared with the numerical results obtained from a finite element model simulation performed in ANSYS to extend the results to cases with tension forces on the brace. The results were compared with the design provisions in Eurocode 3, Brazilian standard NBR 16239:2013 and ISO 14346. A new equation for the case where compression loads are applied to the chord for n ≤ -0.5 is therefore proposed, providing better agreement with the experimental and numerical results

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Romero, Manuel L.; Albero, Vicente; Espinós, Ana; Hospitaler, Antonio; Pons, David; Portolés, José M.; Ibañez, Carmen Circular concrete-filled dual steel columns with ultrahigh-strength concrete Steel Construction 4/2016 323-330 Articles

Kurzfassung

This paper presents the results of an experimental campaign in which the buckling resistance of 12 concrete-filled dual steel columns was ascertained. Whereas some papers in the literature describe investigations into concentrically loaded stub columns with such typology, no investigations of slender columns have been found to date. The tests presented in this paper are the preliminary results of an extensive experimental campaign (28 tests) that analysed the effects of two parameters: strength of concrete (normal- and ultrahigh-strength concrete) and the ratio between the thicknesses of the inner and outer steel tubes. A numerical model was also developed and validated, which helps further investigations. The buckling load of the specimens at room temperature is analysed in terms of the strength of the concrete and the appropriate distribution of the steel in the composite column. By maintaining the same total area of steel, two combinations were initially studied: “thick outer tube-thin inner tube” and “thin outer tube-thick inner tube”. Finally, a discussion about the Eurocode 4 simplified method for composite columns, applied to these innovative specimens, is presented and shows unreliable results. Therefore, further tests would be needed to assess accurately the Eurocode 4 simplified method.

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Khador, Majd; Chan, Tak-Ming Cyclic behaviour of external diaphragm joint to CHS column with built-in replaceable links Steel Construction 4/2016 331-338 Articles

Kurzfassung

A series of full-scale laboratory experiments was conducted to investigate the cyclic behaviour of an external diaphragm joint between a steel I-beam and a circular hollow section column. The joint incorporated two diaphragm plates (DPs) welded to the column's external wall and bolted to the flanges of the beam using tapered cover plates (TCPs). The joint was designed to limit yielding and plastic hinging of the TCPs while the other joint components remained elastic. This is necessary if the joint is to qualify for use in structures classified in the damage control structural performance range according to FEMA 356. Two parameters of the TCPs are investigated in this paper: steel grade and bolt preload force. The use of higher steel grades was found to impose undesirable higher strain demands on the beam and DPs and dissipate less energy than the joints with the lower grade. A controlled reduction in the bolt preload force allowed connection slippage to occur beyond the serviceability limit, created an additional energy dissipation fuse and allowed rotation of the plastic hinge region to exceed the 25 mrad required for medium ductility class structures.

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Ohyama, Osamu; Rutner, Marcus Akimitsu Kurita turns 70 Steel Construction 4/2016 338 Announcements

Kurzfassung

Keine Kurzfassung verfügbar.

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Wardenier, Jaap; Packer, Jeffrey; Puthli, Ram; Bijlaard, Frans Re-evaluation of the shear criterion for RHS overlap joints Steel Construction 4/2016 339-348 Articles

Kurzfassung

This paper deals with a proposal to revise the effective width terms in the brace shear criterion for overlap joints in rectangular hollow sections (RHS). The background to the design equations in ISO 14346 for the failure modes, brace effective width, chord M-N interaction and brace shear are described first. That is followed by the relation between overlap joints in circular hollow sections and those in rectangular hollow sections and those with an I- or H-section chord. Finally, it is shown that the effective width terms in the brace shear criterion can - in the case of 100 % overlap joints - be better related to the thickness of the overlapped brace. In the case of smaller overlaps, &lgr;ov, limit ≤ &lgr;ov ≤ 100 %, the effective width should also be related to the thickness of the overlapping brace, where &lgr;ov, limit depends on whether the hidden seam at the toe of the overlapped brace has been welded.

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Lindner, Joachim; Kuhlmann, Ulrike; Just, Adrian Verification of flexural buckling according to Eurocode 3 part 1-1 using bow imperfections Steel Construction 4/2016 349-362 Articles

Kurzfassung

The resistance of compression members may be calculated by the design buckling resistance based on the reduction factor &ggr;, which depends on the slenderness, or by the cross-section resistance based on internal forces according to a second-order analysis taking into account equivalent initial bow imperfections as well. The second way is especially advantageous in the case of axial forces and bending. Values for equivalent initial bow imperfections are given in codes such as Eurocode 3 [5] or DIN 18800 [4]. For comparison, initial bow imperfections are derived here from the buckling curves for compression members with different cross-sections, buckling directions and steel grades based on different types of cross-sectional interaction. The results are discussed and commented with regard to the design of compression members. Furthermore, investigations are carried out for cases of axial compression and bending moments My or Mz. Data available from ultimate load calculations are used for comparison. The consequences for the assumed design verification according to second-order theory are discussed and a proposal is presented.

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