Change search
Refine search result
1 - 16 of 16
CiteExportLink to result list
Permanent link
Cite
Citation style
  • apa
  • harvard1
  • ieee
  • modern-language-association-8th-edition
  • vancouver
  • Other style
More styles
Language
  • de-DE
  • en-GB
  • en-US
  • fi-FI
  • nn-NO
  • nn-NB
  • sv-SE
  • Other locale
More languages
Output format
  • html
  • text
  • asciidoc
  • rtf
Rows per page
  • 5
  • 10
  • 20
  • 50
  • 100
  • 250
Sort
  • Standard (Relevance)
  • Author A-Ö
  • Author Ö-A
  • Title A-Ö
  • Title Ö-A
  • Publication type A-Ö
  • Publication type Ö-A
  • Issued (Oldest first)
  • Issued (Newest first)
  • Created (Oldest first)
  • Created (Newest first)
  • Last updated (Oldest first)
  • Last updated (Newest first)
  • Disputation date (earliest first)
  • Disputation date (latest first)
  • Standard (Relevance)
  • Author A-Ö
  • Author Ö-A
  • Title A-Ö
  • Title Ö-A
  • Publication type A-Ö
  • Publication type Ö-A
  • Issued (Oldest first)
  • Issued (Newest first)
  • Created (Oldest first)
  • Created (Newest first)
  • Last updated (Oldest first)
  • Last updated (Newest first)
  • Disputation date (earliest first)
  • Disputation date (latest first)
Select
The maximal number of hits you can export is 250. When you want to export more records please use the Create feeds function.
  • 1.
    Collin, Peter
    et al.
    Luleå University of Technology, Department of Civil, Environmental and Natural Resources Engineering, Structural and Construction Engineering.
    Möller, Mikael
    Luleå University of Technology, Department of Civil, Environmental and Natural Resources Engineering, Structural and Construction Engineering.
    Shear buckling resistance of non-uniform thickness bridge girder webs2010In: Large Structures and Infrastructures for Environmentally Constrained and Urbanised Areas: IABSE symposium, Venice 2010 ; [34th International Symposium on Bridge and Structural Engineering, Venice, Italy, September 22 - 24, 2010] / [ed] Anton Steffen, Zürich: International Association for Bridge and Structural Engineering, 2010, p. 41-47Conference paper (Refereed)
  • 2.
    Collin, Peter
    et al.
    Luleå University of Technology, Department of Civil, Environmental and Natural Resources Engineering, Structural and Construction Engineering.
    Möller, Mikael
    Luleå University of Technology, Department of Civil, Environmental and Natural Resources Engineering, Structural and Construction Engineering.
    Structural applications for high strength steel1998In: Proceedings / Nordic Steel Construction Conference 98: Bergen, Norway, September 14th - 16th, 1998 ; new materials, new codes, new applications, Oslo: Norwegian Steel Association , 1998Conference paper (Refereed)
  • 3.
    Collin, Peter
    et al.
    Luleå University of Technology, Department of Civil, Environmental and Natural Resources Engineering, Structural and Construction Engineering.
    Möller, Mikael
    Luleå University of Technology, Department of Civil, Environmental and Natural Resources Engineering, Structural and Construction Engineering.
    Johansson, Bernt
    Lateral-torsional buckling of continuous bridge girders1998In: Journal of constructional steel research, ISSN 0143-974X, E-ISSN 1873-5983, Vol. 45, no 2, p. 217-235Article in journal (Refereed)
    Abstract [en]

    The resistance of bridge girders with respect to lateral-torsional buckling at support is strongly influenced by the moment gradient. In most design methods this influence is taken into account by the use of a correct critical bending moment in the slenderness parameter λ. This critical moment is influenced by the shape of the moment diagram as well as the distortion of the cross-section and the restraint from the web and stiffeners, if any. In this paper, a method for the calculation of the critical moment is presented. A further effect of the moment gradient is that the stresses due to lateral bending of the flange in connection with lateral-torsional buckling does not coincide with the maximum of stresses caused by bending in the vertical plane. This is taken into account by performing the check for lateral-torsional buckling in a design section at some distance from the support. A design procedure based on this concept has been introduced in Eurocode 3 Part 2: Steel Bridges

  • 4.
    Collin, Peter
    et al.
    Luleå University of Technology, Department of Civil, Environmental and Natural Resources Engineering, Structural and Construction Engineering.
    Möller, Mikael
    Luleå University of Technology, Department of Civil, Environmental and Natural Resources Engineering, Structural and Construction Engineering.
    Nilsson, Mattias
    Luleå University of Technology, Department of Civil, Environmental and Natural Resources Engineering, Structural and Construction Engineering.
    Törnblom, Svante
    Luleå tekniska universitet.
    Undermatching butt welds in high strength steel2009In: Sustainable infrastructure: environment friendly, safe and resource efficient ; proceedings of IABSE symposium, Bangkok, Thailand, Sept. 9 - 11, 2009 / [ed] Mahāvidyālăy Culālaṅkărṇ, Zürich: International Association for Bridge and Structural Engineering, 2009, p. 280-281Conference paper (Refereed)
  • 5.
    Collin, Peter
    et al.
    Luleå University of Technology, Department of Civil, Environmental and Natural Resources Engineering, Structural and Construction Engineering.
    Pétursson, Hans
    Luleå University of Technology, Department of Civil, Environmental and Natural Resources Engineering, Structural and Construction Engineering.
    Möller, Mikael
    Luleå University of Technology, Department of Civil, Environmental and Natural Resources Engineering, Structural and Construction Engineering.
    Composite bridges with prefabricated decks1998In: Proceedings / Nordic Steel Construction Conference 98: Bergen, Norway, September 14th - 16th, 1998 ; new materials, new codes, new applications, Oslo: Norwegian Steel Association , 1998Conference paper (Refereed)
  • 6.
    Collin, Peter
    et al.
    Luleå University of Technology, Department of Civil, Environmental and Natural Resources Engineering, Structural and Construction Engineering.
    Stoltz, Anders
    Luleå tekniska universitet.
    Möller, Mikael
    Luleå University of Technology, Department of Civil, Environmental and Natural Resources Engineering, Structural and Construction Engineering.
    Innovative prefabricated composite bridges2002In: IABSE symposium Melbourne 2002: towards a better built environment - innovation, sustainability, information technology; Melbourne, Australia 11 - 13 September, 2002, Zürich: International Association for Bridge and Structural Engineering, 2002Conference paper (Refereed)
    Abstract [en]

    The competitiveness of composite bridges depends on several circumstances such as site conditions, local costs of material and staff and the contractor's experience. One major advantage compared to concrete bridges is that the steel girders can carry the weight of the formwork and the wet concrete. Another advantage is the savings in construction time, which saves some money for the contractor but even more so for the road users, a fact that usually is neglected when evaluating alternative bridge designs. A further step to improve the competitiveness of composite bridges is to prefabricate not only the steel girders, but also the concrete deck. In this paper a new concept with dry joints between the elements is described.

  • 7.
    Gustafsson, Andreas
    et al.
    Luleå University of Technology, Department of Civil, Environmental and Natural Resources Engineering, Structural and Construction Engineering.
    Möller, Mikael
    Luleå University of Technology, Department of Civil, Environmental and Natural Resources Engineering, Structural and Construction Engineering.
    Experimental and Numerical Investigation of Ratcheting in Pressurized Equipment2015In: Procedia Engineering, ISSN 1877-7058, E-ISSN 1877-7058, Vol. 130, p. 1233-1245Article in journal (Refereed)
    Abstract [en]

    part of a project within the Swedish nuclear industry with the objective to investigate the performance of different constitutive models in ratchet simulation, an extensive experimental program has been conducted on pressurized tube specimens. In total 30 test specimens made of two different materials, 316L and P235, have been manufactured and tested. In order to determine material properties, monotonic tensile load and internal pressure experiments have been performed. The remaining test specimens have been used for ratcheting experiments. The experimental results show ratcheting in the hoop direction when the tube is subjected to certain combinations of internal pressure and cyclic axial strains. The higher the pressure is and the larger the strain ranges are, the higher the ratcheting response becomes. Measured ratcheting strains are compared to numerical simulations using different constitutive models. In this paper the interrelated models of Prager, Armstrong-Frederick and Chaboche are investigated. In addition to these, the Besseling model is investigated. Based on the result from this investigation, recommendations on how to conduct ratcheting simulation of pressurized equipment subjected to cyclic secondary loading are presented

  • 8.
    Hällmark, Robert
    et al.
    Luleå University of Technology, Department of Civil, Environmental and Natural Resources Engineering, Structural and Fire Engineering. Trafikverket, Luleå.
    Collin, Peter
    Luleå University of Technology, Department of Civil, Environmental and Natural Resources Engineering, Structural and Fire Engineering. Ramböll, Luleå.
    Möller, Mikael
    Luleå University of Technology, Department of Civil, Environmental and Natural Resources Engineering, Structural and Fire Engineering. SSESAB, Luleå/Helsingborg.
    Testing of coiled spring pins as shear connectors2017In: IABSE Symposium, Vancouver, 2017: Engineering the Future, Zürich, Switzerland: IABSE - International Association for Bridges and Structural Engineering , 2017, p. 1209-1216Conference paper (Refereed)
    Abstract [en]

    A few decades ago, steel-concrete composite bridges were quite rare structures, whereas steel girder bridges with non-composite concrete decks were rather common. For the latter type of structure, composite action can be obtained long after the bridges were constructed by post installation of shear connectors. Most installation procedures involve reconstruction of pavement and concrete deck, which will result in traffic disturbance. There are however some types of shear connectors that can be installed from underneath, connecting the top flanges to the concrete deck, without affecting the upper surface. This means that the bridge can be strengthened during traffic. One type of such a shear connector is the coiled spring pin, which is an interference fit connector. This paper presents the results from push-out tests conducted in order to find the static capacity and the load-slip behaviour of coiled spring pins used as shear connectors.

  • 9.
    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.
    Möller, Mikael
    Luleå University of Technology, Department of Civil, Environmental and Natural Resources Engineering, Structural and Construction Engineering.
    The behaviour of a prefabricated composite bridge with dry deck joints2013In: Structural Engineering International, ISSN 1016-8664, E-ISSN 1683-0350, Vol. 23, no 1, p. 47-54Article in journal (Refereed)
    Abstract [en]

    This paper describes the monitoring of a one-span composite bridge in northern Sweden. The bridge was built in 2000, with prefabricated deck elements connected to steel girders, and the back walls as well as the piers were also prefabricated. The monitoring was required to clarify the doubts regarding whether a bridge with dry deck joints can be expected to perform as a conventional composite bridge, with in situ cast deck and sections with sagging moments. To get a better understanding of the long-term structural behaviour, the bridge was monitored both during 2001 and 2011, instrumented with equipment measuring the deflections and strains in the steel cross section. The bridge was loaded with a truck in midspan having a total weight of 25 t. When the truck was centred between the girders, the results showed a symmetric behaviour, with respect to deflections and stresses. For the case with the truck stationed right above one of the steel girders, anti-symmetric behaviour was observed and studied by means of finite element calculations, taking into account the stiffness of the composite section as well as the end screens and the earth pressure below them.

  • 10.
    Möller, Mikael
    Luleå University of Technology, Department of Civil, Environmental and Natural Resources Engineering, Structural and Construction Engineering.
    Influence of yield strength on the classification of compressed I-beam flanges1995In: Nordic Steel Construction Conference '95: proceedings : [new materials, new codes, new applications] : Malmö, Sweden, June 19-21, 1995, Stockholm: Stålbyggnadsinstitutet , 1995, p. 207-214Conference paper (Refereed)
    Abstract [en]

    The behaviour of a compressed flange with respect to local buckling depends on the geometry of the flange and the properties of the material (SS1312 and Weldox 700 steels) of which the flange is made. The method by which these variables are taken into account in the codes is based on the definition of a so called slenderness. This measure is then taken as the only variable governing the instability characteristics. Although this is a well established procedure not only for flange buckling but virtually any instability problem of any structural element, one may suspect that it is an over-simplification. This paper examines the accuracy of the above mentioned approach with respect to large variations in the yield strength.

  • 11.
    Möller, Mikael
    Luleå University of Technology, Department of Civil, Environmental and Natural Resources Engineering, Structural and Construction Engineering.
    On inelastic local flange buckling1995Doctoral thesis, comprehensive summary (Other academic)
    Abstract [en]

    This thesis deals with inelastic local buckling of I-beam flanges made of steel. The main focus is on the theoretical description of the buckling process, and the influence of various parameters, e.g. the plastic modulus, yield plateau, yield stress etc., on the buckling process. In the thesis, discussion on the relevancy of different constitutive models for the inelastic behaviour of steel are discussed, and a theoretical model for the inelastic local flange buckling is presented. In the theoretical models of the inelastic local buckling problem presented in the past, there has been quite some confusion about what constitutive model is applicable. The incremental theory has been applied by some, the deformation theory of plasticity has been used by others also relatively recently, and the theory of Lay has been used by others. In this thesis, it is concluded that the incremental theory of plasticity based on an isotropically hardening von Mises yield surface in combination with the associated flow rule is applicable for the modelling of inelastic local flange buckling. The theory of Lay is concluded nonvalid. A simple slip plane theory which in distinction to the mathematical theory of plasticity is based on the physical mechanism of plastic deformation, and in its present form valid for a subspace of stress containing shear and normal stress, has been developed in the thesis. This slip plane theory is in good agreement with the incremental theory of plasticity. For the modelling of the flange buckling, the buckling process is assumed to consist of three phases without any distinct borders in between. The first phase is considered related to mainly torsional deformations and can hence be seen as a torsional buckling phase. The second phase is associated with progressively lesser shear stiffness of the material and plate bending is introduced. In the third phase, the shear stiffness is wiped out and plate bending is assumed to resist the buckling entirely. The first phase is modelled as the inelastic torsional buckling of a thin plate, restrained so as to avoid any other instability mode. This includes the description of the inelastic torsion of a thin plate. For that purpose, the plate is assumed to be composed of an infinite number of rectangular hollow cross sections. This first phase mainly governs the buckling stress and the ductility of the flange. Herein, the term ductility is used for deformation capacity in general, and hence by ductility of a compressed flange is ment the amount of axial shortening during which the flange is able to resist a compressive mean stress equal to or exceeding the yield stress. The second phase is not considered in the modelling. Instead, the first phase is directly followed by the third phase in the model. In this third phase, the flange buckle is considered as a yield line mechanism. In this yield line buckle model, the effect of stress redistribution is accounted for. The two models are linked together to a unified model and hence this model is able to approximately describe the mean stress-mean strain relation of a locally buckling flange. Using this model, a parametric study is performed in order to investigate the dependence of the flange buckling behaviour on various parameters. It is concluded that parameters like the plastic modulus, length of yield plateau, initial imperfections, and residual stresses have only a relatively moderate effect on the buckling process. Quite naturally, the parameters that has the most effect on the buckling behaviour is the width to thickness ratio and the yield stress. However, according to the procedure in the codes, these parameters are combined in the definition of a so called slenderness parameter, defined as the square root of the yield stress over the critical stress. Hence this parameter is in the codes assumed as the only governing parameter with respect to local buckling. The parameter study however reveals this approach as not entirely correct. From the theoretical model, it seems like this approach is unfavourable to high strength steel. In order to verify the conclusions from the theoretical modelling, experiments were made on crusiform stub columns. In all 22 specimen were compressed and the specimen were made of two materials, namely Weldox 700, with a nominal lower yield strength of 700 MPa and hence representing high strength steel, and SS 1312, with a nominal lower yield strength of 220 MPa thereby representing the ordinary steel grades. Hence for each material 11 stub columns with varying slenderness with respect to flange buckling were tested. The experimental results agreed fairly well with the results from the theoretical model.

  • 12.
    Möller, Mikael
    Luleå University of Technology, Department of Civil, Environmental and Natural Resources Engineering, Structural and Construction Engineering.
    Some conciderations on structural steel plasticity1993Licentiate thesis, monograph (Other academic)
  • 13.
    Möller, Mikael
    et al.
    Luleå University of Technology, Department of Civil, Environmental and Natural Resources Engineering, Structural and Construction Engineering.
    Hallin, Lars
    TUV Nord Sweden AB, Helsingborg.
    Veljkovic, Milan
    Luleå University of Technology, Department of Civil, Environmental and Natural Resources Engineering, Structural and Construction Engineering.
    Limit Analysis Interaction Formulae for Thin-Walled and Moderately Thick-Walled Pipes Subjected to Pressure and Pipe Bending2014In: ASME 2013 Pressure Vessels and Piping Conference: July 14-18, 2013, Paris, France / [ed] S. Krishnamurthy, New York: American Society of Mechanical Engineers , 2014, Vol. 3: Design and analysis, article id V003T03A077Conference paper (Refereed)
    Abstract [en]

    The primary stress pipe equations in the ASME code, subsection III, Ref. [1], and similar codes add stress contributions from pressure and bending and impose a limit on this sum, while a limit on the pressure hoop stress is imposed separately. The equations constitute interaction formulae for the resistance of the pipe cross-section to the combined action of pressure and bending, similar to the limits on primary membrane and primary membrane plus primary bending stress for a rectangular section. For the latter, an analytical limit load solution is found e.g. in Ref. [2]. In this paper, closed-form limit analysis collapse interaction formulas are derived by means of limit analysis for thin-walled as well as moderately thick-walled straight pipes subjected to internal pressure and pipe bending. The analytical solutions are confirmed by means of non-linear finite element analysis. Moreover, the resistance to combined loading as predicted from the derived interaction formulas is compared to the resistance according to the ASME code primary stress pipe equations and the deviations are elaborated.

  • 14.
    Möller, Mikael
    et al.
    Luleå University of Technology, Department of Civil, Environmental and Natural Resources Engineering, Structural and Construction Engineering.
    Johansson, Bernt
    Collin, Peter
    Luleå University of Technology, Department of Civil, Environmental and Natural Resources Engineering, Structural and Construction Engineering.
    New analytical model of inelastic local flange buckling1997In: Journal of constructional steel research, ISSN 0143-974X, E-ISSN 1873-5983, Vol. 43, no 1-3, p. 43-63Article in journal (Refereed)
    Abstract [en]

    This paper deals with analytical modelling of inelastic local flange buckling of compressed I-beam flanges. A short discussion of the relevance of different constitutive models for the inelastic material behaviour is carried out. It is claimed that what is known as the `plastic buckling paradox' is not at all a paradox but a result of improper use of plasticity theory. An analytical model for the inelastic local buckling of an I-beam flange is proposed. The model considers the buckling process as being composed of two pans. The first is associated with inelastic torsional buckling of a compressed flange and the second part corresponds to a yield line plate buckling configuration which includes the effect of stress redistribution due to large deformations. The transition between these phases is left out in the model. The model is capable of predicting approximately the force-deformation relation of a locally buckling stocky flange for different stress-strain relations. The model is evaluated against experiments and the agreement is found quite reasonable.

  • 15.
    Noury, Pourya
    et al.
    Luleå University of Technology, Department of Civil, Environmental and Natural Resources Engineering, Structural and Construction Engineering.
    Pavlovic, Marko
    Luleå University of Technology, Department of Civil, Environmental and Natural Resources Engineering, Structural and Construction Engineering.
    Möller, Mikael
    Luleå University of Technology, Department of Civil, Environmental and Natural Resources Engineering, Structural and Construction Engineering.
    Veljkovic, Milan
    Luleå University of Technology, Department of Civil, Environmental and Natural Resources Engineering, Structural and Construction Engineering.
    Assessment of environmental influence on fatigue crack growth in an Electron Beam (EB) welded flange connection2014Conference paper (Refereed)
  • 16.
    Pétursson, Hans
    et al.
    Luleå University of Technology, Department of Civil, Environmental and Natural Resources Engineering, Structural and Construction Engineering.
    Möller, Mikael
    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.
    Low-cycle fatigue strength of steel piles under bending2013In: Structural Engineering International, ISSN 1016-8664, E-ISSN 1683-0350, Vol. 23, no 3, p. 278-284Article in journal (Refereed)
    Abstract [en]

    Clamped abutment piles for integral abutment bridges experience both a compressive normal force and bending load cycles stemming from daily and yearly temperature variations. This paper describes experiments using full-scale models of clamped piles to demonstrate that a steel pipe pile can accommodate large inelastic deformations under strains six times greater than the yield strain for several hundred load cycles. This indicates that by permitting pile strains in excess of the yield strain (which is not permissible under most current design codes), integral abutment bridges could be erected with spans of up to 500 m and a projected service life of 120 years. The tests were carried out as a step towards the development of design rules for determining the capacity of piles for integral abutment bridges.

1 - 16 of 16
CiteExportLink to result list
Permanent link
Cite
Citation style
  • apa
  • harvard1
  • ieee
  • modern-language-association-8th-edition
  • vancouver
  • Other style
More styles
Language
  • de-DE
  • en-GB
  • en-US
  • fi-FI
  • nn-NO
  • nn-NB
  • sv-SE
  • Other locale
More languages
Output format
  • html
  • text
  • asciidoc
  • rtf