Welding of girders with thick plates — Fabrication, measurement and simulation

Pasternak, Hartmut; Launert, Benjamin; Krausche, Thomas

doi:10.1016/j.jcsr.2015.08.037

Cited by 29 publications

(31 citation statements)

References 2 publications

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“…Na rysunku 5. przedstawiono uproszczony rozkład naprężeń resztkowych w przypadku elementów spawanych [4]. Zasięg strefy wpływu ciepła HAZ (Heat-Affected Zone) zależy od przyjętej metody spawania MAG (Metal Active Gas -spawanie elektrodą topliwą w osłonie gazów aktywnych; na wykresie 5b zaznaczono linią ciągłą) lub SAW (Submerged Arc Welding -spawanie łukiem krytym; na wykresie 5b zaznaczono linią przerywaną) oraz od referencyjnej wartości granicy plastyczności łączonych elementów.…”

Section: Rozdzielenie Imperfekcji Materiałowych I Geometrycznychunclassified

Wpływ Imperfekcji Na Techniczne Zwichrzenie Stalowych Belek Walcowanych I Spawanych

2017

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WPŁYW IMPERFEKCJI NA TECHNICZNE ZWICHRZENIE STALOWYCH BELEK WALCOWANYCH I SPAWANYCHW pracy przedstawiono zagadnienie wpływu imperfekcji materiałowych i geometrycznych na techniczne zwichrzenie stalowych belek walcowanych i spawanych poddanych jednokierunkowemu zginaniu względem osi większej bezwładności przekroju y-y. Obliczenia metodą elementów skończonych przeprowadzono w odniesieniu do belek walcowanych na gorąco, wykonanych z kształtowników szerokostopowych HEB i wąskostopowych IPE oraz belek spawanych o takich samych proporcjach przekroju. Analizowano elementy o wstępnym wygięciu odpowiadającym pierwszej formie zwichrzenia oraz pierwszej formie giętnej wzglę-dem osi mniejszej bezwładności przekroju z-z. Naprężenia resztkowe po walcowaniu i spawaniu elementów modelowano z użyciem wstępnych pól naprężeń. Wykonano geometrycznie i materiałowo nieliniowe analizy GMNIA. Do obliczeń numerycznych wykorzystano program metody elementów skończonych ABAQUS/Standard. Słowa kluczowe: stalowe belki dwuteowe spawane i walcowane, naprężenia rezydualne, imperfekcje geometryczne, zwichrzenie, MES, GMNIA WprowadzenieElementy stalowych konstrukcji realnych obarczone są imperfekcjami geometrycznymi oraz materiałowymi, które są pozostałością procesu wytwarzania tych elementów. W niniejszej pracy autorzy w praktyczny sposób przedstawili wybrane podejścia do modelowania wpływu różnego typu imperfekcji na nośność stalowych belek poddanych jednokierunkowemu zginaniu. W tym celu wykonano analizy GMNIA przy użyciu metody elementów skończonych.

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Section: Rozdzielenie Imperfekcji Materiałowych I Geometrycznychunclassified

Wpływ Imperfekcji Na Techniczne Zwichrzenie Stalowych Belek Walcowanych I Spawanych

2017

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“…The slenderness range relevant for RS was found close to 1,0 [7]. For that reason, the slenderness � was varied in steps of 0,2 from 0,6 to 1,4.…”

Section: Load Bearing Capacitymentioning

confidence: 99%

Residual Stress Influence on the Flexural Buckling of Welded I-Girders

Launert

Rhode

Kromm

et al. 2016

Residual Stresses 2016

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Abstract. The nonlinear analysis became a common tool to precisely assess the load-bearing behavior of steel beam and column members. The failure level is significantly influenced by different types of imperfections, among geometric also structural imperfections (residual stresses). Here are still gaps in the knowledge. Nowadays, 3-D welding simulation developed to a level where it could provide reliable estimation of weld-induced distortion and residual stresses. Nevertheless, modelling and computational effort are still in a less practicable range. In this study a simplified procedure to implement residual welding stresses in continuous large scale members is proposed and the influence on the ultimate limit state of slender members in compression is evaluated for two common structural steel grades. The results showed significant improvements in the utilization of load bearing capacity compared with simplified design methods. The comparatively general approach in this study offers potential for future optimization. IntroductionWelded I-girders are used in different applications in steel construction (e.g. industrial buildings, bridges) due to either dimensions and/or efficiency through customizable plate thicknesses, shapes and/or materials. Many standards, including Eurocode 3 (EC 3) permit the use of non-linear finite element analysis (FEA) for the design of steel structures. The development in this field allows performing "experiments" in computing software instead of the laboratory or expensive in-situ experiments. Still, the implementation of imperfections (including residual stresses due to weld manufacturing) remains a major task in the performance of such analysis. Unlike geometrical imperfections, residual stresses (RS) are not standardized. For that reason, more or less founded simplified distribution functions as proposed by the Swedish design code BSK 99 [1] are used. Limitations on the applicability of this model are not reported except for the plate thicknesses which should not exceed 40 mm. However, the influence of RS seemed somewhat overestimated for many cases comparing conventional structural steel S355 and S690QL. As in the EC 3, direct proportionality of the tensile and compressive RS (the latter are the main interest in this study) and the yield strength is assumed. An opposite effect was recently noticed in [2,3] showing relatively reduced RS in high strength steel. A significant overestimation of RS was generally noticed if the chords are narrow. A lower limit is missing. Additionally, the correlation with the plate thicknesses only is doubted since no record is taken of actual welding parameters. Hence, a new approach was required. This contribution (as part of a national research project [2]) presents an improved general

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“…Recent research investigations are focused on improvements and refinements of original Eurocode's recommendations in order to develop a consistent methodology for design of steel columns, beams and beam-columns [2], [3]. [7] (see Fig. The above mentioned investigations have been so far limited to the LTB resistance of rolled sections.…”

Section: Introductionmentioning

confidence: 99%

“…Standard residual stress patterns according to recommendations: a) European[5]; b) Simplified residual stresses distribution dependent upon the welding technology MAG or SAW according to[7]: a) Stress block; b) Evaluation of HAZ geometric parameter c w…”

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confidence: 99%

05.27: Resistance of mono‐axially bent beams of welded I‐sections: FEM verification of Eurocode's buckling curve formulation

2017

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Present Eurocode's approach to design of steel I-section beams is based on the analytical resistance evaluation yielding from the interaction resistance criteria established for beam-columns that cover two design situations: a) the flexural in-plane failure (second order biaxial bending and compression), and b) the flexural-torsional out-of-plane failure (second order spatial bending, warping torsion and compression). The Eurocode's unified resistance ultimate limit state criteria of I-sections are depended upon the technological aspects of steel section production via the buckling curve differentiation for the evaluation of reduction factors for buckling in compression and lateraltorsional buckling in bending about the major axis. This paper attempts to verify the Eurocode's buckling resistance criteria in case of welded I-section in mono-axial bending on the basis of finite element simulations and on the separate inclusion of material and geometrical imperfections. The finite element shell model is utilized and built within the ABAQUS software. The Eurocode's resistance criteria are verified by results of FEM simulations in case of moment gradient loading conditions. Concluding remarks in relation to analytical formulations presented in Eurocode 3 are drawn.

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Welding of girders with thick plates — Fabrication, measurement and simulation

Cited by 29 publications

References 2 publications

Wpływ Imperfekcji Na Techniczne Zwichrzenie Stalowych Belek Walcowanych I Spawanych

Wpływ Imperfekcji Na Techniczne Zwichrzenie Stalowych Belek Walcowanych I Spawanych

Residual Stress Influence on the Flexural Buckling of Welded I-Girders

05.27: Resistance of mono‐axially bent beams of welded I‐sections: FEM verification of Eurocode's buckling curve formulation

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