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《Stahlbau》2018,87(7):704-705
Accounting for continuous beams in steel structures – Determination of support action of members under bending. In practice, the loss of the DIN 18801 design rule allowing a computation of the interior support action of continuous multi‐span members as for single‐span members neglecting the continuity across the interior support often induces discussions. Therefore, this article clarifies the original reasoning of the former design rule. The outcome of this investigation has led to a change of the National Annex for DIN EN 1993‐1‐1 which renders the application of the former design rule possible also in the frame of Eurocode 3. 相似文献
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《Stahlbau》2017,86(1):54-64
Safety aspects in the proof of stability of high voltage steel lattice towers. High voltage steel lattice towers are steel con structions that mainly consist of slender steel angles. The slenderness ratios for buckling are within the interval of ≈ 40 for corner bars to ≈ 160 for diagonal brace bars. In Europe the proof uses the linear static analysis according to VDE 0210‐1. Depending on the relative slenderness ratio the yield strength is reduced. A partial safety factor is, moreover, set. In Germany the buckling stress curve c is used according to VDE 0210‐2‐4. The European buckling stress curves are determined by real and numeric experiments. The reducing factor on the yield strength is described by an empiric formula for all slenderness ratios. The product calculated from reducing factor, yield strength and cross section or effective cross section is the characteristic load capacity. For safety reasons the characteristic load capacity is low determined. For all slenderness ratios at least 97.7 % of all experiments should have higher load capacities than the characteristic load capacity. Therefore the mean value of the load capacity is higher than the characteristic value. But the load capacity is scattering. The experiments show different coefficients of variance from 0.09 for low slenderness ratios to 0.05 for high slenderness ratios. Therefore the mean value of the load capacity exceeds the characteristic value more for low slenderness ratios and less for high slenderness ratios. This leads to different safety indices for bars with different slenderness ratios if all of them have the same‐semi probabilistic capacity utilisation of 100 %. 相似文献
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Dominik Kueres Carsten Siburg Katrin Wieneke Josef Hegger 《Beton- und Stahlbetonbau》2014,109(5):322-333
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Updated diagrams for fire design of steel structures based on Eurocode 3. The forthcoming design methods for steel structures subjected to fire in Eurocode 3 [1] differ considerably from the methods in the current German standard DIN 4102. The required fire protection material cannot be specified by simplified tables any longer. The structure will now be designed for the case of fire like it is done for ambient temperature. With this method the cost‐intensive structural fire protection can be optimized or even be avoided. However, the more realistic design comes along with a higher effort of calculation. To minimize this effort, in [3] a design tool was developed and published in [4]. In this tool the design methods of the Eurocode have been diagrammed for simple use. However, it is based on the prestandard and cannot be used any longer due to some changes in the current Eurocode. Therefore updated diagrams are presented and further diagrams are added to reduce the calculation effort for the design of steel structures in fire as much as possible. 相似文献
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《Stahlbau》2018,87(1):17-29
Brittle fracture of high‐strength bolts of large diameters at low temperatures. High‐strength structural bolting assemblies of the system HV are executed as preloaded bolting assemblies in highly loaded steel structures. More often these bolting assemblies are used up to M72 e. g. in wind energy towers. In addition to static and fatigue loads, these connections are exposed to low temperatures. In case of equal boundary conditions, the risk of brittle fracture increases with increasing thickness of the steel material. In principle, this relation also applies to increasing bolt diameters. Since no systematic investigations into the tendency to brittle fracture of high‐strength bolts with large diameter exist and the choice of steel material to avoid brittle fracture of high‐strength bolts is not covered in EN 1993‐1‐10, high‐strength bolts of large diameters are made of higher alloyed steels. In the frame of the IGF‐project ”Brittle Fracture of High‐Strength Bolts of Large Diameters at Low Temperatures“ systematic investigations into the low temperature behaviour of high‐strength bolts of the system HV were carried out for bolt diameters from M24 to M64 to assess the risk of brittle fracture for these components. This article presents the main results and conclusions achieved in the research project. 相似文献
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《Stahlbau》2018,87(5):476-490
Stability assessment of steel members with mono‐ and double symmetric I‐cross sections subjected to bending, axial compression and torsion. The simplified assessment method with reduction factors is still used for the design of steel members. The interaction formulae of EN 1993‐1‐1 apply to members with double symmetric I‐ and H‐sections as well as hollow sections. The formulae are not valid for members with scheduled torsion. An extension of the scope of the assessment method to mono‐symmetric cross sections and scheduled torsion is currently being evaluated in the context of the revision and further development of Eurocode 3. This publication reports on numerical simulations of the structural stability behavior of members with mono and double symmetric I‐/H‐sections in bending, axial compression and torsion, as well as the establishment of a simplified assessment method with reduction factors and its backgrounds. Hence, it provides a useful contribution to the current discussion. 相似文献
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Frank Fingerloos Heinz‐Werner Jedamzik Thomas Kranzler 《Beton- und Stahlbetonbau》2013,108(3):152-168
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Florian Kalkowsky Ralf Glienke Christoph Blunk Maik Drre Knuth‐Michael Henkel 《Stahlbau》2019,88(11):1079-1101
Design and execution of shear loaded blind rivet joints in steel lightweight constructions Blind rivet technology as a robust, fast and reliable joining technology is used wherever common joining technologies like welding and bolted connections cannot be used because of technological and design reasons or inefficiency. The areas of application for blind rivet technology in steel lightweight constructions are roof and wall claddings as well as the construction of high‐rack‐buildings and residential containers, which have emerged in recent years. Due to normative restrictions concerning the execution of joints with blind rivets in steel lightweight construction and the missing of appropriate design rules according to DIN EN 1993‐1‐3, these constructions fall under the supervision of building authorities. Therefore exists the demand from the building authorities for an experimental proof of usability. This paper presents results from systematic investigations of the shear and bearing resistance of blind rivets and joints produced with them. These investigations should serve as a generally valid extension of the previous design and execution rules of DIN EN 1993‐1‐3 in order to allow a safe design for shear loaded blind rivet joints and at the same time to reduce the time and effort for experimental investigations. 相似文献
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《Stahlbau》2018,87(4):323-331
Dedicated to Prof. Dr.‐Ing. habil. Joachim Lindner on the occasion of his 80th birthday For built‐up compression members, Eurocode 3 in part EN 1993‐1‐1 [1] includes the shear stiffness to account for the effect of shear deformations directly into the amplification factor when determining second‐order forces. Built‐up members loaded in bending are not treated at all in EN 1993‐1‐1 [1]. This article is based on a study [2] performed at Eindhoven University of Technology and introduces the concept of effective second moment of area to account for the influence of the finite shear stiffness of built‐up members. This article is largely based on [3] but is an updated and improved version. The effective second moment of area is checked by numerical models. The shear stiffness is derived for a simple configuration of a battened built‐up member and for more complex configurations and for laced built‐up columns shear stiffnesses are presented. The design rules for built‐up compression members in EN 1993‐1‐1 [1] are analysed and suggestions for modifications are made to include the concept of the effective second moment of area. It is advantageous that the concept of the effective second moment of area can be used for both built‐up columns and beams. For built‐up beams, the effective second moment of area including the shear stiffness allows the deflections to be calculated with the standard rules for flexural bending. 相似文献
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