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  • 1.
    Collin, Peter
    et al.
    Luleå University of Technology, Department of Civil, Environmental and Natural Resources Engineering, Structural and Construction Engineering.
    Johansson, Bernt
    Vettbewerbsfähige Brücken in Verbundbauweise1999In: Stahlbau, ISSN 0038-9145, E-ISSN 1437-1049, Vol. 68, no 11, p. 908-918Article in journal (Refereed)
  • 2.
    Hällmark, Robert
    et al.
    Luleå University of Technology, Department of Civil, Environmental and Natural Resources Engineering, Structural and Construction Engineering.
    Collin, Peter
    Luleå University of Technology, Department of Civil, Environmental and Natural Resources Engineering, Structural and Construction Engineering.
    Nilsson, Martin
    Luleå University of Technology, Department of Civil, Environmental and Natural Resources Engineering, Structural and Construction Engineering.
    Large-scale tests on a composite bridge with prefabricated concrete deck and dry deck joints2013In: Stahlbau, ISSN 0038-9145, E-ISSN 1437-1049, Vol. 82, no 2, p. 122-133Article in journal (Refereed)
    Abstract [en]

    This paper describes the large-scale tests on a composite bridge with prefabricated deck elements and dry joints between the elements. The work is part of the European R&D project ELEM (RFCS-CT-2008-00039). This type of bridge has been used for three single-span bridges in Sweden and has contributed to minimizing construction time as well as disturbance to traffi c. The behaviour at midspan and the behaviour over an internal support of a continuous bridge were studied in the tests, and the results analysed by FEM and discussed. Conclusions regarding the design of this type of bridge are drawn, with respect to the global analysis as well as cross-section capacity.

  • 3. Johansson, Bernt
    et al.
    Maquoi, Rene
    Department of Civil Engineering, University of Liege.
    Sedlacek, Gerhard
    Lehrstuhl für Stahlbau, RWTH Aachen.
    Mueller, Christian
    Lehrstuhl für Stahlbau, RWTH Aachen.
    Schneider, Ralph
    Lehrstuhl für Stahlbau, RWTH Aachen.
    Die Behandlung des Beulens bei duennwandigen Stahlkonstruktionen in ENV 1993-Teil 1.5 (Eurocode 3-1-5)1999In: Stahlbau, ISSN 0038-9145, E-ISSN 1437-1049, Vol. 68, no 11, p. 857-879Article in journal (Refereed)
    Abstract [en]

    Eurocode 3, Part 1.5 `Design of Steel Structures - Supplementary rules for planar plated structures without transverse loading' has been developed together with the Eurocode 3-2 `Steel bridges'. It covers stiffened and unstiffened plates in common steel bridges and similar structures. This paper presents the background and justification of some of the design rules with focus on the ultimate limit states. The design rules for buckling of stiffened plates loaded by direct stress are presented and explained. For shear resistance and patch loading the new rules are briefly derived and compared with the rules in Eurocode 3-1-1. Finally, the statistical calibration of the rules to tests is described. Additionally some differences between Eurocode 3, Part 1.5 and DIN 18800 - Part 3 are presented.

  • 4.
    Richter, Carl
    et al.
    Institut für Stahlbau, Institute for Steel Construction, RWTH Aachen, University.
    Pak, Daniel
    Institut für Stahlbau, Institute for Steel Construction, RWTH Aachen, University, Lehrstuhl für Stahlbau und Leichtmetallbau, RWTH Aachen, Rheinisch-Westfälische Technische Hochschule Aachen (RWTH).
    Feldmann, Markus
    Institut für Stahlbau, Institute for Steel Construction, RWTH Aachen, University, Rheinisch-Westfälische Technische Hochschule Aachen (RWTH), Institute for Steel Structures, RWTH Aachen University.
    Veljkovic, Milan
    Luleå University of Technology, Department of Civil, Environmental and Natural Resources Engineering, Structural and Construction Engineering.
    Untersuchungen zur statischen Effizienz polygonaler und kreisförmiger Stahltürme für Windenergieanlagen2015In: Stahlbau, ISSN 0038-9145, E-ISSN 1437-1049, Vol. 84, no 12, p. 1004-1009Article in journal (Refereed)
    Abstract [en]

    Seit 2005 werden in den europäischen Forschungsprojekten HISTWIN (High-Strength Steel Tower for Wind Turbines, 2006–2009) und HISTWIN 2 (High steel tubular towers for wind turbines, 2010–2013) Untersuchungen zur Optimierung von konventionellen sowie polygonalen Stahltürmen von Windenergieanlagen durchgeführt. Die maximale Nabenhöhe von Windenergieanlagen mit Stahlrohrtürmen ist aufgrund der über das Straßennetz transportfähigen Dimensionen und der daraus resultierenden Durchmesserrestriktionen auf ca. 100 bis 120 m begrenzt. Im Rahmen dieser europäischen Forschungsprojekte wurde ein Beitrag zur Lösung dieses Problems durch die Entwicklung einer innovativen Reibverbindung geleistet, welche eine vertikale Segmentierung des Turms ermöglichen sollen. Kommt das Verbindungskonzept überdies anstelle konventioneller Ringflansche zum Einsatz, so ist nicht mehr die Ermüdung im Bereich der Ringflanschverbindung das kritische Bemessungsdetail, vielmehr verschiebt sich die bemessungsrelevante Größe hin zur Stabilität der Turmschale. In diesem Artikel liegt der Schwerpunkt auf den theoretischen Untersuchungen zur möglichen Erhöhung des Stabilitätswiderstandes und gleichzeitig möglicher Materialeinsparung durch die Verwendung eines polygonalen Querschnitts anstelle eines kreisförmigen Querschnitts. Im Rahmen dieser materialbasierten Wirtschaftlichkeitsstudie wurden die Untersuchungen auf Längsspannungen (keine Schubspannungen) und lokales Stabilitätsversagen (Beulen, kein Knicken) beschränkt. Darüber hinaus wurde eine Ovalisierung des Querschnittes nicht berücksichtigt und die Beulfeldkanten als fest unterstellt.Economic feasibility studies on polygonal and circular towers for wind turbines. Since 2005 numerous studies regarding functional and cost optimisation of circular and polygonal steel wind towers are conducted within the scope of the European research projects HISTWIN (High-Strength Steel Tower for Wind Turbines, 2006–2009) and HISTWIN 2 (High steel tubular towers for wind turbines, 2010–2013). The maximum hub height of wind turbines built with tubular steel towers is limited to approximately 100 to 120 m. This is due to restrictions regarding the maximum tower foot diameter to allow for road transportation logistics. Within the framework of the European research projects a contribution to solving that problem was made by introducing an innovative friction connection, allowing for a vertical segmentation of the tower. By use of this friction connection instead of a conventional ring flange connection, the critical design detail changes from fatigue of the ring flange connection to stability of the tower shell. The main focus of this article lies on the investigations of the possible increase of stability resistance and potential material savings by using polygonal cross sections instead of circular cross sections.

  • 5.
    Veljkovic, Milan
    et al.
    Luleå University of Technology, Department of Civil, Environmental and Natural Resources Engineering, Structural and Construction Engineering.
    Feldmann, Markus
    Institut für Stahlbau, Institute for Steel Construction, RWTH Aachen, University.
    Nuames, Johannes
    Institut für Stahlbau, Institute for Steel Construction, RWTH Aachen, University.
    Pak, Daniel
    Institut für Stahlbau, Institute for Steel Construction, RWTH Aachen, University.
    Rebelo, Carlos
    University of Coimbra.
    Silva, Luis Simoes da
    University of Coimbra.
    Friction connection in tubular towers for a wind turbine2010In: Stahlbau, ISSN 0038-9145, E-ISSN 1437-1049, Vol. 79, no 9, p. 660-668Article in journal (Refereed)
    Abstract [en]

    Innovative solution for assembling joints of a tubular tower for wind turbines has been studied by a European consortium since 2005 and the HISTWIN (High-Strength Steel Tower for Wind Turbine) project provides background for design of the friction connection considered. This solution is simpler to produce and 80% less expensive than traditional flange connection. A feasibility study at the production plant indicates that the towers would be easy to assemble in-situ. In addition to the direct costs savings due to technical simplicity of the solution, the higher fatigue endurance than the flange connection is experimentally established. The loss of pretension forces in the friction connection with long opened slotted holes is studied using segment short-term and long-term static tests, fatigue tests, down-scaled bending tests and by a specimen used in a feasibility study. The total reduction of the costs for tower is estimated to about 10% to 15% compared to the traditional tower with the flange connection.

  • 6.
    Völling, Boris
    et al.
    Lehrstuhl für Stahlbau und Leichtmetallbau, RWTH Aachen.
    Sedlacek, Gerhard
    Lehrstuhl für Stahlbau und Leichtmetallbau, RWTH Aachen.
    Pak, Daniel
    Lehrstuhl für Stahlbau und Leichtmetallbau, RWTH Aachen.
    Clarin, Mattias
    Zum Beulverhalten kaltgeformter und geschweisster Rechteckhohlprofile aus hochfestem Stahl2006In: Stahlbau, ISSN 0038-9145, E-ISSN 1437-1049, Vol. 75, no 11, p. 889-896Article in journal (Refereed)
    Abstract [en]

    New structural steels, such as (liquid) quenched and tempered (QT) steels, with extra high strength, good toughness and weldability have been developed in Europe in recent years and are included in Eurocode 3 Part 1-12 for strengths up to S 700. However, extra high strength steels (EHSS) with a yield strength of 1100 N/mm2 so far have not been taken into account in the present version of Eurocode 3 due to insufficient knowledge on their buckling behaviour and fatigue strength and lack of associated experimental data. In this article results of experimental and numerical investigations concerning the local buckling behaviour of cold-formed and welded hollow sections made of EHSS are summarised. The investigations have been carried out within the scope of an European research project. Results have been used to check the applicability of existing design rules for local buckling to EHSS. As a consequence the scope of Eurocode 3, Part 1.12 could be expanded to cover stability rules also for such steels.

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