bluuebunny/crossref_metadata_2025_split huggingface dataset:
Stiffness of steel‐to‐timber connection under cyclic loading
Authors: Gocál Jozef , Odrobiňák Jaroslav 
Published: September 2019

ABSTRACTThe paper deals with experimental and theoretical analysis of a problematic structural detail occurring in contemporary combined timber‐steel road and pedestrian bridges – the connection of a steel crossbeam to a main timber girder. This joint is usually designed as a bolted connection and it is often required to behave as a rigid one in the plane perpendicular to the timber element in order to ensure the main timber girders against lateral and torsional buckling. The required stiffness of the joint is reached by its appropriate configuration, however, it is significantly affected by a dynamic character of loading, which causes gradual deterioration of the joint components finally resulting in possible decrease of the joint stiffness. In order to investigate this problematic detail more exactly, laboratory tests on specially prepared specimens were performed. The specimens were subjected to static and cyclic loading, as well. The joint stiffness is determined by means of component method that is rather well processed in the field of joints of steel structures. The input parameters for application of this method for combined steel‐to‐timber connection are specified on the basis of tests results. The aim of the research is to define how cyclic loading affects the stiffness of the investigated joint and to give some recommendations for practical modelling of this joint.
Connections in mixed structures with steel columns with threaded rods and normal strength concrete beams: Numerical analysis with incremental load
Authors: Gutiérrez Oscar , Bermúdez Carlos 
Published: September 2019

ABSTRACTThis research proposes to evaluate the suitability of a new type of hybrid or mixed joint for framed structures that are composed of H shape vertical elements made of structural steel and reinforced concrete with rectangular section horizontal elements. Researchers of Spanish origin have made the first experimental campaigns of these mixed joints using stud connectors welded to the flanges of the structural steel, which implies a follow‐up to the welding procedure. These researchers have concluded that these joints offer good resistance to static loading and that the contribution of strength by adherence and friction between the steel column and the concrete beam is important. In the framework of this research, relevant laboratory tests (cyclic load tests) will be carried out to evaluate and characterize the behavior of the joint in the event of seismic events, for areas of high seismic hazard, in addition, the modeling of the joint using the Finite Elements Method and the theory of mixtures of composite materials that anticipates their mechanism of failure. The innovative components of this research are the implementation of threaded rods, which will cross the flanges of the steel column and the evaluation of this joint under cyclic loading. This article will present and analyze the results of the first stage of this investigation, in which two partial models of the mixed joint with static load were made, which was applied at the end of each of the beams until producing its mechanism of failure. The results show an early failure mechanism on the outside contact surface between the two materials and deformations in the column outside the area embedded by the concrete.
Time‐optimized assembly of bridge bearings: Force‐fit gap compensation of steel‐connections with metal‐polymers
Authors: Kunde Carsten , Di Gregorio Luigi 
Published: September 2019

The time factor plays one of the major roles in today's steel building. Particularly in the field of traffic infrastructure operational interruptions caused by assembly or repair work cause financial and economic trouble.New solutions for repair and assembly aimed at reducing costs and time are therefore in great demand, whether in the form of new materials or innovative application methods. A novel gap compensation material based on high strength polymers developed in Germany reduces time and cost in steel construction and assembly. The material works as a “liquid shim plate” and joins steel elements with a 100% force and form fit connection. The product can be applied in situ without machining or disassembly flexibility and safety for construction and maintenance works.The “liquid shim material” DIAMANT MM1018 is the first of its kind to be awarded the general building authority approval (abZ) by the German Institute of Building Technology (DIBt) [1] and approved by German railways (Deutsche Bahn) through intern regulation.
Economic viability of demountable steel‐concrete composite beams
Authors: Gîrbacea Ioan Andrei , Nijgh Martin Paul , Veljkovic Milan 
Published: September 2019

ABSTRACTComposite beams are commonly used in current design practice due to their efficient material use and competitive execution. The shear connection is mainly achieved by means of headed studs welded on the top flange. However, the welded connectors obstruct the possibility of a non‐destructive disassembly required to reuse the steel beams and concrete slabs. Raised concern regarding sustainability aspects drive the construction sector to introduce a shear connector which enables the demountability of the flooring. Composite action can be enabled by a bolted connection consisting of an embedded bolt and coupler connected by an external injection bolt through the top flange of the steel beam. This paper aims to assess the initial investment costs and economic viability of two demountable steel‐concrete composite beam solutions. The investigated systems comprise of two different concrete flanges: a prefabricated solid deck and an in‐situ casted profiled sheeting slab. The cost inputs of the analysis were defined by industry experts based on assumed labour and material requirements. The unit price of the novel connector is significantly higher (approx. 15 times) compared to the regular headed welded stud. This justifies the need to optimize the connector arrangement in order to keep the cost per square meter as low as possible. Non‐uniform connector arrangements can be used to reduce construction time and costs with minor decrease in beam stiffness. A tool was developed to generate a batch of 13500 composite beam designs which were later analysed in terms of costs.
No standard lock gates for the new sea lock in IJmuiden, the largest lock in the world
Authors: van Lierop Pieter 
Published: September 2019

ABSTRACTIn the Dutch city of IJmuiden, a new sea lock is currently under construction. With a lock chamber of 500 m long and 70 m wide, it will be the largest lock in the world. The latest generation of seagoing vessels will be able to access the harbour of Amsterdam using this lock. At the same time, at an altitude of 8.85 meters above sea level, the Netherlands are protected from the rising sea water for the next two centuries. The lock must be constructed in between of the existing operational locks. Because of this lack of space, the water levelling system is incorporate in the rolling gates. The required performance of the gates as well as the drive mechanism, in terms of reliability, availability, maintainability, safety and robustness), was highly governing during the design process, and resulted in a final design that cannot be described as standard.
A Repairable Connection for Earthquake‐Resisting Moment Frames
Authors: Richards Paul W. 
Published: September 2019

ABSTRACTMost steel moment frames are designed so that the beams act as structural fuses during earthquake loading. This approach, while effective for life safety, has poor resilience because it is difficult to replace beams in a building. A repairable steel moment frame connection has been developed that may be attractive to engineers and constructors. The connection has a fuse plate bolted to the beam bottom flange which experiences shear yielding during severe earthquakes, protecting both the column and the beam. After an earthquake, the fuse plates can be removed and replaced to unlock residual frame deformations and prepare the building for another event.Full‐scale experiments were conducted to validate the performance of this repairable connection. Two tests were performed with a W690×125 beam and a W530×196 column. The tests demonstrated rotation capacities of at least 0.05 rad, which exceeded AISC requirements for special moment frames. The fuse plate was effective in preventing beam damage in each test, and the second test demonstrated that the connection could be repaired by replacing the fuse plate.
Splice Connection Details for Eccentrically Braced Frame Replaceable Links
Authors: Bozkurt Mehmet Bakır , Topkaya Cem 
Published: September 2019

ABSTRACTEccentrically braced frames (EBFs) can be used as a lateral load resisting system in seismic prone regions. A typical EBF consists of links, beams, columns and braces. Links are the fuse members providing energy dissipation during an earthquake. After a seismic event, damaged links need to be replaced with the new ones to recover initial stiffness and ductility of the structure. A comprehensive experimental research program has been undertaken to develop new replaceable link details. One of the proposed details is based on splicing the beam outside of the link and braces. In this type of a replaceable link, both the bearing type and slip critical type connections can be employed with different levels of bolt pretension. Four nearly full scale EBFs with replaceable links were tested to study the effect of the type of connection and gap size adopted in splice connections. The results indicate that both the bearing and slip critical type of connections can be employed for the splice connections if the bolts are fully pre‐tensioned and frictional faying surfaces are provided.
Seismic Response of Steel Structures with Properly Detailed Tension‐Only Steel Braces
Authors: Flogeras Antonios K. , Papagiannopoulos George A. , Karabalis Dimitris L. 
Published: September 2019

ABSTRACTThis paper summarizes the results from non‐linear time‐history seismic analyses of tension‐only concentrically braced 3‐D steel structures. Such braces can be produced by a cheap and easy to fabricate detailing process which allows the brace to slide when in compression and to develop a resisting force when in tension. A comparison between steel structures designed with the proposed tension‐only braces and with buckling‐restrained braces is performed on the basis of commonly used seismic response and demand indices. It is shown that tension‐only and buckling restrained braced structures may exhibit similar behaviour. Nevertheless, column overstress in compression is larger for the tension‐only braced structures. Preliminary conclusions regarding the use of the proposed tension‐only braces as a seismic force‐resisting system for steel structures are drawn.
Seismic Response of Steel Structures Equipped with the Seesaw System
Authors: Katsimpini Panagiota S. , Papagiannopoulos George A. , Karabalis Dimitris L. 
Published: September 2019

ABSTRACTThis work provides seismic response results from non‐linear seismic analyses of low‐rise 3‐D steel structures equipped with the seesaw system. In particular, seismic response results involving height wise distributions for peak interstorey drift ratios (IDR) and peak residual interstorey drift ratios (RIDR) as well as plastic hinge formations are obtained for 2‐ and 8‐storey fixed‐base steel structures. Additionally, soil‐structure interaction is considered for these steel structures and its effect in the aforementioned seismic response results is discussed. It is concluded that the seesaw system constitutes an attractive solution for low‐rise 3‐D steel structures as buckling problems associated with common steel braces are eliminated and their damping capacity increases considerably.
Calibration of welding simulation parameters of fillet welding joints used in an orthotropic steel deck
Authors: Spyridoni Kallia , Xin Haohui , Hermans Marcel , Veljkovic Milan 
Published: September 2019

ABSTRACTA common problem of orthotropic steel decks is fatigue failure under cyclic loading. The fillet welded connection between the deck and longitudinal stiffeners is a position where cracks are generally found. Residual stresses induced by welding influence fatigue crack initiation and propagation. An effective way of predicting the stress distribution in complicated 3D welded joints is via three‐dimensional subsequent thermo‐mechanical finite element analyses. The methodology of numerical modelling of the welding procedure in order to predict the induced residual stresses is presented in the paper. Predicted results are verified by temperature and distortion measurements derived during a small‐scale welding experiment. In the case of the thermal analysis, a double ellipsoid heat source model is used to simulate the heat input. Convection and radiation heat loss coefficients used in FEA are calibrated by the experimental results. The validated numerical procedure is then applied to a typical orthotropic steel deck joint to predict the residual stress distribution.
Influence of material on inelastic behaviour and local buckling of SHS Members under cyclic loading
Authors: Nagai Tomoaki , Ochi Kenshi 
Published: September 2019

ABSTRACTPrevious studies on the influence of different manufacturing process on mechanical properties of cold‐formed, hot‐rolled and cold‐formed with subsequent heat treatment square hollow sections have proposed the FEM analysis with the Chaboche model for cyclic behaviour of Square Hollow Sections. Previous test and numerical results showing the ultimate behaviours with local buckling and hardening/softening under cyclic bending can be simulated with accuracy. In order to investigate the relations of fracture and maximum bending stress at the corner of the sections, these previous studies used the model of the section with 45 degrees around the member axis. This paper presents the results of the FE analysis with standard axis of the Square Hollow Sections. FE analyses were carried out to examine the effects of the material properties and diameter to thickness ratio on the load‐deformation curves. Based on the cyclic loading protocol as experimental procedures, numerical results are compared with loading history each other. The section with high yield ratio steel shows the higher bending strength than low at lower magnitude loading cycles. The behaviours at the maximum magnitude cycles get closer for all material sections. The required rotation capacity for classification with seismic design is compared with the results of FEA for the SHS members.
New Eurocode for Towers, Masts and Chimneys
Authors: Nielsen Mogens G. 
Published: September 2019

ABSTRACTThe Eurocodes are under revision these years as part of the maintenance of the codes for design of structures in Europe under the responsibility of CEN/TC 250. The primary purpose of the maintenance of the Eurocodes is to include the newest knowledge within the field, secondary also to reduce the number of Nationally Determined Parameters (NDPs) to make the Eurocodes more harmonised. Furthermore, will the changes reflect practical experiences gained using the existing codes. However, it is CEN/TC 250 policy to minimise corrigenda to stabilize the Eurocodes.Eurocodes for Steel Structures consist of several parts, among these EN 1993‐3‐1 ‘Towers and Masts” (1) and EN 1993‐3‐2 “Chimneys” (2). These two parts are going to be merged into EN 1993‐3 ‘Towers, Masts and Chimneys’. A Project Team SC3‐T11 consisting of 5 members from 5 countries is preparing the new draft EN 1993‐3.However, some parts of these specific standards are related to safety; these will be moved from the old parts to the new EN 1990 ‘Basis of structural Design’. Other parts, related to the wind load will be moved to the updated version of EN 1991‐1‐4 ‘Actions on Structures, General Actions, Wind Actions’.The Author is the chairman of the Project Team preparing the new draft of the Eurocodes for Towers, Masts and Chimneys (EN 1993‐3). He has been engaged with Ramboll for more than 30 years, and has been involved in design of towers and masts over most of Europe.This paper will give an overview over the changes related to towers & masts and chimneys and describes how the number of NPDs will be minimized.
A calibrated verification model for fatigue assessment of road bridges
Authors: Leander John , Skoglund Oskar 
Published: September 2019

ABSTRACTThe format suggested in the Eurocode for fatigue verification of road bridges is under scrutiny in this paper. The model is easy to use in practice, which is important for design purposes, but its accuracy has been questioned. For this reason, a reliability‐based evaluation of the safety level has been performed and is briefly recapitulated in this paper. It shows a large scatter in reliability index ranging from unacceptably low to overly conservative. A calibration of the existing model has been performed showing a more consistent reliability level. Results from comparisons of the existing and calibrated models are shown for real bridges considering the influence on design stress ranges. The results show that the Eurocode model is conservative for short span bridges subjected to low traffic volume. For other cases, the Eurocode model is non‐conservative.
Biaxial compression in class 4 orthotropic steel panels using Eurocode methods
Authors: Gren Simon Mathias , Hansen John Elnegaard , Kærn Jens Christian 
Published: September 2019

ABSTRACTWhen designing class 4 steel sections in accordance with EN1993‐1‐5, two different methods are proposed; The Effective Section Method (ESM) and the Reduced Stress Method (RSM). The ESM is generally known for leading to results closest to the post‐buckling capacity, with the RSM considered more conservative. The RSM is much more general though, and a combination formula is present for combining longitudinal stresses, transverse stresses and shear stresses, whereas a suitable combination formula is not available for the ESM.In connection with the steel design of the orthotropic composite deck on the Queensferry Crossing, an investigation into the suitability of the ESM was made. This, as it was believed that the use of this method would lead to the most cost‐efficient design. The Queensferry Crossing (1) has stay cable planes positioned near the middle of the deck, leading to a transverse continuous compressive stress in the bottom steel plate. As EN1993‐1‐5 (2) does not provide a method for combining longitudinal stresses with continuous transverse stresses when using the ESM, a need for a suitable combination formula was evident.In this paper a combination formula for combining longitudinal stresses, uniform transverse stresses and shear stresses in an orthotropic steel panel using the ESM is proposed. A typical panel from the Queensferry Crossing is used, when results from the ESM and RSM are compared for various stress distributions, with results from a fully non‐linear FE shell model. A good relation between the ESM and the fully non‐linear FE shell model is found, when the combination formula is used, and it is shown that significant savings to the steel quantities can be made by utilizing this combination formula.
Steel structures for the new “Seilbahn Zugspitze” – on top of Germany! Topic: Fabrication & Construction
Authors: Walder Markus 
Published: September 2019

ABSTRACTStahlbau Pichler with Headquarter and Production in Bolzano (I) from 17 December 2015 until 21 December 2017 has been responsible for fabrication, construction and installation of the new upper and lower station of the new areal tramway “Seilbahn Zugspitze” in Garmisch – Germany. In 2 years more than 1.100 tons of steel structures have been put on “top of Germany” optimizing logistics, installation and also fabrication. One of the biggest challenge of the project was the altitude of 3.000m above sea level of the construction site with no road access, so that all material had to be delivered to the site with a special material ropeway. Another challenge was that the construction site was always open to the public, because the client did not want to close the cableway for guests and last but not least temperature and wind had a big influence on the whole construction process.
TWO‐STAGE‐MODEL FOR THE PROGNOSIS OF FATIGUE LIFE: APPLICATION TO BUTT WELDS
Authors: Röscher Stefanie , Knobloch Markus 
Published: September 2019

ABSTRACTThis paper presents a Two‐Stage‐Model to determine the fatigue life. The model follows the distinction between the crack initiation and the crack propagation according to the phenomenological background. The first stage uses the local notch‐strain concept to predict the number of cycles for crack initiation Ni considering the cyclic material behaviour as well as the load‐time history. The second stage calculates the crack propagation based on a linear‐elastic fracture mechanics‐approach. Using the X‐FEM‐Method in combination with cyclic loading, an arbitrary, solution‐dependent crack path was achieved to determine the number of cycles for propagation Np. The Two‐Stage‐Model was applied to butt welds to determine the total fatigue life Nf. The study investigated the ability of the model to consider the influence of the weld geometry. The results are presented by means of SN‐Curves for initiation life, propagation life and total fatigue life and compared to experimental results.
Performance of large‐scale fatigue tests
Authors: Dürr André , Bucak Ömer , Roth Jakob 
Published: September 2019

ABSTRACTThe fatigue strength for the design of steel structures is generally determined experimentally by fatigue tests. Because the results of fatigue tests usually have a large scatterband, there is a larger number of tests for every construction detail required. For cost reasons, the fatigue tests are therefore performed generally with small‐scale specimens.In recent years there were performed several large‐scale fatigue tests for the examination of the size‐effect on the fatigue strength of welded steel structures at the University of Applied Sciences Munich. Especially the resonance testing system using attached external vibrators is an appropriate and cost‐effective method for performing fatigue tests with large‐scale specimens. With this method large‐scale fatigue tests with specimen dimensions comparable to real structures up to 18 m girder lengths and weights up to overall 20 tons were carried out in different research programs.Within this paper the test set‐up of these large‐scale fatigue tests is shown. The paper summarizes the obtained results for the typical construction detail of the transverse stiffener welded on plates and rolled sections (HISTAR‐profiles) with flange thicknesses up to 100 mm and for the construction detail of welded K‐joints made of hollow section profiles with wall‐thickness up to 60 mm.