bluuebunny/crossref_metadata_2025_split huggingface dataset:
19.05: CLT‐steel composite slimfloor construction: An investigation of mechanical behaviour using finite element software
Authors: Okutu Kwesi , Davison Buick , Carr Jon 
Published: September 2017

ABSTRACTA new method of constructing multi‐storey buildings has been investigated using Cross‐Laminated Timber (CLT) panels acting as floor slabs with a steel framed support structure. Conventionally, concrete slabs are used for floor systems but timber panels weigh approximately one third of the equivalent concrete slabs, and hence the superstructure mass is significantly reduced, smaller sections can be used and thus less steel is needed overall. Further economy can be gained if composite action that can be generated between the CLT flooring and supporting steel beams. This paper presents the findings of a detailed finite element study to examine the composite performance of steel‐CLT beams taking into account the method and degree of shear interaction, the determination of a suitable effective to width to account for shear lag, the position of the CLT relative to the beam (i.e. above the beam as in conventional composite construction or within the beam depth to form a slimfloor type system) and the layup and orientation of the laminations in the floor units. After briefly outlining the advantages of using a CLT‐steel hybrid system, this paper explains how a detailed numerical model which captures the key features of the system was developed and validated and then present the results of a parametric investigation into the generation of composite action in a CLT‐steel hybrid system.
19.10: Hyperbolic paraboloid shape shell structure: As roof for an outdoor music stage
Authors: Simoni Thomas , Nordestgaard Peter Madsen 
Published: September 2017

ABSTRACTThis paper concerns the design, calculations and construction of a hyperbolic paraboloid steel shell structure used as a roof for an outdoor music stage. The structure was calculated using FEM analysis and constructed using standard steel trusses and trapezoidal steel plates. The steel structure is lined with wood and covered with roofing felt.
21.02: Strengthening of orthotropic steel decks using UHPC: UHPC‐concrete instead of asphalt layer for additional at least 50 years in service
Authors: Unterweger Harald , Novak Friedrich 
Published: September 2017

ABSTRACTOrthotropic steel bridge decks for slender and long spanned girder bridges were frequently built in the 60ties and 70ties of the last century in Europe. In the design of such bridge decks only the ultimate load carrying capacity was considered, without fatigue aspects. Due to the dramatic increase of heavy traffic in the European road network, sometimes the calculated remaining fatigue life is exhausted, after only 50 years of service life.In the paper the relevant results of a research project are presented, with the challenging aim to increase the service life of such orthotropic bridge decks to at least 50 years after strengthening. The research activities were based on a very slender orthotropic deck, with a slenderness of elr/tdp = 36 for the deck plate. Two significant details for fatigue of such a representative bridge deck have been analysed. Detail D1 represents the welded connection of the longitudinal rib to the deck plate and Detail D2 is the welded connection of the longitudinal rib to the cross girder. Extensive numerical studies were done for the strengthening solution with an UHPC‐concrete layer. First the present remaining service life was calculated using a finite element model of the steel deck. The beneficial effect of the asphalt layer is considered by an increased wheel contact area. The current fatigue load model FLM‐4 from the Eurocode with 5 lorry types and 3 different axle types was executed and the gross weight of each lorry type was adapted to weigh in motion measurements at an Austrian highway bridge. For determining the stress reduction factors in the details D1 and D2 after strengthening the finite element model had to be extended with the UHPC‐concrete layer. The concrete cracking was conservatively considered with an effective Young modulus Ec,eff = Ec/4. For both details at least 50 years in service can be guaranteed with an UHPC‐pavement that has a thickness of 80mm. Based on these studies full scale tests on an orthotropic deck specimen were done, including overload effects (increased axle loads) and severe temperature effects (simulation of a cold rain event on a very hot summer day) to stimulate concrete cracking. The full scale tests together with the numerical studies showed very good results with regard to the remaining fatigue life. Therefore in the near future a prototype application on an Austrian highway bridge is intended.
21.03: Reusability indicator for steel‐framed buildings and application for an industrial hall
Authors: Hradil Petr , Talja Asko , Ungureanu Viorel , Koukkari Heli , Fülöp Ludovic 
Published: September 2017

ABSTRACTThis paper introduces a new method for the assessment of reusability of components and structures of steel‐framed buildings. It enables classification of various building parts and products through a procedure to calculate, weight and aggregate recyclability indicators and thus it helps to explore their potential to a second life. In connection with life cycle analysis (LCA), such an indicator provides valuable information for the Module D of the European standard EN 15804 and the Environmental Product Declarations.The method is applied on an existing typical industrial hall structure. Five different end‐of‐life scenarios were investigated for selected components, including recycling of the material as scrap, but also the careful deconstruction with components prepared for future reuse after cleaning, sorting, inspection and packaging. As an example, both cost and environmental burdens are compared in the life‐cycle study of a selected girder.The results clearly show the significant reduction of environmental impacts achieved with reuse. However, we conclude that the reuse processes could be made more competitive with further reduction of life cycle costs. The higher reuse costs originate from the quality checks, manual work during deconstruction, storage and long transport distances. Adoption of cost effective deconstruction, sorting and inspection technologies can significantly improve the economic benefits in the studied reuse scenarios.
22.03: Acoustic ceiling designed for trains passing at 250km/h: Holmestrand – The first station in the world inside a mountain entrance hall
Authors: Karlsson Stefan , Eidet Espen , Holmstrøm Peter , Kærn Jens Christian 
Published: September 2017

ABSTRACTThe Holmestrand station will be located inside a rock cavern, with two separate tracks for platforms and two tracks for through trains in the same hall. Hence the entrance hall will be designed to allow high speed trains to pass at 250 km/hour, creating challenges concerning pressure, fatigue, wind speed and noise levels within the station hall.The steel structure comprises of a suspended ceiling inside the station of more than 12,000 m2. The ceiling shall prevent drip from the rock and act as an acoustic silencer. In addition, great emphasis has been placed on the architectural configuration. The primary steel is designed for a life time of 100 year.The ceiling is divided into 3 parts, one above each platform and one above the tracks.Main beams and cross beams form a grid that is suspended from the mountain by individual hangers of adjustable lengths. On top of this grid a corrugated aluminium plate prevents drip from the rock, and below this grid acoustic panel is fitted to reduce noise problems. All steel between the rock surface and the corrugated plate on top of the ceiling consists of duplex steel. Below the corrugated steel plate the main and cross beams are hot dip galvanized (HDG) to minimum 200 μm and the acoustic panels are sandwich elements with perforated steel surface. All joint connections are bolted and most of them with preloaded stainless steel bolts. There are many friction grip connections that lead to testing prior to assembly of the preloaded stainless steel bolts and the friction surfaces for the different material combinations.In addition to duplex steel, HDG steel and aluminium the ceiling above the platforms is also supported by weathering steel for architectural reasons. Thus the detailing required special attention in order to secure the required service life without accelerated corrosion from either galvanic effects as combination of different materials are used or the detailing of e.g. weathering steel.The new 14 km double track through the town of Holmestrand will greatly improve the rail services on the Vestfold line. Rambøll is responsible for designing 7 km of this line. Total Cost: NOK 6.6 billion.The work for Rambøll started in 2010 and the station opened on November 27, 2016
22.04: New design for transmission line towers in Denmark
Authors: Gludsted Martin , Nielsen Mogens G. , Skouboe Henrik , Steenholt‐Eliasson Karl Emil 
Published: September 2017

ABSTRACTIn these years, Europe puts a great effort into reducing the CO2 emission. Consequently, a more flexible and strong electricity transmission grid is needed, to be able to carry power from e.g. the offshore wind farms to consumers. Furthermore, the grid must be able to reach international markets.The tendency of the public opinion reacting against new power transmission lines is not only a Danish phenomenon, and various design competitions on overhead transmission line towers have been going on recently in Europe.The Danish TSO Energinet.dk has recently replaced a 174 km overhead transmission line in Jutland with a new overhead line, contributing to the Danish effort to reduce the CO2 emission. The line is the backbone of the grid with a transmission capacity that has been increased 3 times.Overhead transmission lines have a great impact on the landscape which is why much effort has now been put into creating a new design that minimizes the visual impact on the landscape in order to obtain public acceptance for the new line.The transmission line consists of new design towers, made as steel pole structures. The tower design is shorter and leaner than traditional lattice towers for better aesthetics, less environmental impact, and a shorter installation process due to the monopile foundation.The use of steel and alternative design has made it possible to obtain the aesthetic and functional goal: To minimise the visual impact on the surrounding landscape while also providing a resistant and durable solution.The total costs of the structures have been optimised by using steel monopiles for foundations. This has increased the speed of the rollout and decreased the impact on the surroundings and the costs of installation.The outstanding architectural design has been done by Bystrup Architects. Ramboll has done the detailed structural design for Energinet.dk.Energinet.dk is currently designing new overhead transmission lines for Denmark together with Bystrup Architects and Ramboll. During the design process, the design is being optimised with respect to aesthetics, the structural and the foundation requirements.
P03.01: The influence of the connections between concrete and steel on the joints modelling
Authors: Campian Cristina , Pop Maria , Chira Nicolae 
Published: September 2017

ABSTRACTThe paper analyses the behaviour of two types of beam – column connections that consists of steel welded joints and composite beams to steel columns joints. The connection under were simulated with a three‐dimensional numerical model using finite element analysis (FEM) by using the commercial package program Abaqus v.6.11.The behavior of the studied connections are represented in terms of moment – rotation relationship. The initial stiffness, rotation capacity and the ultimate moment capacity are showed. The effects of the distribution of the forces and also the internal moments, and also the deformation capacity from a frame are taken into consideration.The behavior of the studied connections are represented in terms of moment – rotation relationship. The initial stiffness, rotation capacity and the ultimate moment capacity are showed. The effects of the distribution of the forces and also the internal moments, and also the deformation capacity from a frame are taken into consideration.Based on the results of the joints models approached in the finite element program are extracted to compare the joints in term of moment capacity and ultimate rotation under hogging moments, and thus the entire moment–rotation to each joint configuration.Finally, the composite connection's behavior is discussed in detail, conclusions and some recommendation are presented.
P04.01: Failures of stiffened ducts stressed by temperature
Authors: Dolejš Jakub , Pošta Radek 
Published: September 2017

ABSTRACTSteel pipelines are an important part of industrial technology equipment in many sectors. Ducts with a ratio of pipe diameter to wall thickness of up to 150 are generally considered as simple beams, ducts with a higher ratio have to be considered as shell elements. Technical literature provides a number of methods for designing such structures stressed by various kinds of loads. Failures that have occurred in recent past suggest that the existing common design method for industrial piping shows some insufficiencies. This paper is focused on the study of stiffened steel shells stressed by temperature changes. Due to a high temperature load, there is a big temperature deformation of the whole system. This deformation caused by temperature differs within particular parts of the system. As the high temperature source is inside the pipe, the highest temperature is on the inner surface of the shell. The variation of the temperature in the shell and the partial warming of the ring stiffener is caused by heat conduction. Due to the different temperatures of the surrounding environment the stiffener is always colder compared to the shell. The research is focused on the shell behaviour close to the ring stiffener, which represents the area most tending to cracks initiation and their expansion due to the low‐cycle fatigue phenomenon. The research procedure consists of several sub‐parts. In the first part, the authors focus on determining the thermal load based on the theory of heat transfer. The resulting heat transfer coefficients were verified by measurements performed on the real structure. These findings served as boundary conditions for numerical modelling in Ansys. The resulting values of strain and stress were one of the inputs for the subsequent analysis of lifetime prediction from the viewpoint of low cycle fatigue. The number of cycles to failure (creation of macro‐cracks) for various types of structural solutions has been determined in the final part of research.
01.25: The influence of end–plate joints stiffening on the rotation capacity
Authors: Ostrowski Krzysztof , Kozłowski Aleksander 
Published: September 2017

ABSTRACTThe methodology for the rotation capacity determination of the end‐plate beam to column connections using statistical methods has been presented in the paper. Especially, the influence of stiffeners on the rotation capacity of the joints was studied. Additionally, the assessment of the joint behaviour without stiffeners was conducted. The analysis was carried out on the basis of the numerical experiment plan in which five basic variable factors were examined: the height of the beam profile (profile HEA, hb = 290 ÷ 490 mm), the height of the column profile (profile HEB, hc = 300 ÷ 500 mm), the thickness of the end‐plate (tp = 10 ÷20 mm), the distance from the upper flange to the axis of the bolts (cg1 = 60 ÷ 120 mm), the horizontal spacing between the bolts (w = 135 ÷ 200 mm). The response surface of rotation angle was obtained with the use of FEM analysis (ANSYS software) on the basis of the Hartley's numerical experiment plan (PS/DS‐P:Ha5).This paper presents the methodology for flush end‐plate connection shaping and requirements, which should be introduced to the models for numerical calculations, when the analysis is conducted for objects subjected to large deformations. Material characteristics and geometrical properties were determined on the basis of the Multistage Hierarchical Validation of FEM models. The study was performed for the steel S235 and for the bolts grade 10.9 (ISO 4014).
01.28: Modelling of bolted connections by the finite element method
Authors: Vilela Paula Moura Leite , Carvalho Hermes , Queiroz Gílson 
Published: September 2017

ABSTRACTThis paper presents the modelling of a complete bolted connection based on a model with one bolt connecting two or three plates. Initially, the behavior of this model with one bolt is analyzed by comparing it with existing bibliography for 3 different types of applied load: tension, shear and a combination of these two. This model includes all necessary considerations: contacts between the plates and the nut, head and shank of the bolt; contact between the plates, as well as friction between them; and pre‐load on the bolt. The model also responds properly to loads parallel and perpendicular to the contact surface between the plates, including prying action effects. These calibrated models are then introduced as super‐elements in empty spaces left on the full connection, through a relatively simple process using the finite element software ANSYS® [1]. Upon filling these spaces, two complete connection models will be evaluated: one with a single plate and another between two T‐stubs. The results obtained with these models will be compared with experimental tests existing in the literature, consisting basically in load‐deformation and ultimate strength curves. These two connection types have a practical application in the way they will be analyzed, and also as part of more complex connections: bolted girder splices (in the region of web beam), beam‐to‐column connections with splice plates or end plate connections, beam splices with end‐plates, as well as many other connections.
02.02: FE welding residual stress simulation: Influence of boundary conditions and material models
Authors: Gkatzogiannis Stefanos , Knoedel Peter , Ummenhofer Thomas 
Published: September 2017

ABSTRACTA series of finite element weld simulations was carried out for single‐pass welds. Two multi‐phase ferritic steel grades with yield strength of 355 MPa were investigated. Methods for selecting efficiently the boundary conditions of unrestrained and clamped‐down plates were simulated with satisfying results. Furthermore, the influence of the tangent modulus, the coefficient for thermal expansion and the applied model of hardening behaviour on the final field of calculated welding residual stresses (WRS) was analysed. Values, which provide better agreement with experimental results, along with those that lie on the safe side were highlighted.
02.04: Experimental and numerical analyses of butt‐welded S460 joints
Authors: Wudtke Idna , Sirtl Christin , Kraus Matthias 
Published: September 2017

ABSTRACTFor the development of reliable calculation approaches regarding the load bearing capacity of welded steel components, knowledge about stress‐strain relations in the weld and the heat affected zone is required. A three dimensional stress state, particularly in case of highly divergent material properties in the spatially concentrated areas of welded connections, mainly influences the response of the structure. This paper presents the experimental and numerical study of single‐pass butt‐welded joints under tensile loading. Furthermore, it depicts the determination of material properties in the weld and heat affected zone by means of miniature tensile tests. Miniature specimens are taken from the base material, the weld and the heat affected zone of connections with matching base and filler material by water jet technology. The varying material ductility, yield stress and ultimate strength, are illustrated experimentally depending on the origin of the miniature specimen (weld, heat affected zone, base material) and using a modified single‐pass butt‐welded joint under tensile load. The stress‐strain‐curves obtained by means of miniature tensile tests are used for the numerical simulation of a welded connection under tensile loading. The comparison of numerical results of welded connections with local strain measurements shows good agreement.
03.14: Steel connections with thermal barrier for nearly zero‐energy buildings (NZEB)
Authors: Larbi A. Ben , Couchaux M. , Bouchaïr A. 
Published: September 2017

ABSTRACTThis paper summarises the results of a study assessing the thermal and mechanical performances of two solutions of thermal breaks for external steel structures (balconies, passageways …) attached on a façade with external thermal insulation. The first solution is composed of a PVC plate and an acoustic insulation between the end‐plates of the attached beams and the support (floor slab, concrete wall …). The second one is composed of a PVC plate between a saddle and the support and an acoustic insulation under the beam flange. This solution should be used only in the case of a steel structure with supporting elements (columns, cables…) as it does not transfer bending moments. The thermal performances were evaluated by numerical simulations. They showed a reduction by 30 to 65% of the thermal bridge at the attached steel structure connections. The rate of reduction depends on the configuration of thermal break (thickness of insulation, anchor bolts…). As deformable layers are used, between the steel plates and the facade support, the thermal breaks are unconventional steel connections with mechanical performances to be deeply investigated. Thus, an experimental program including static and cyclic tests is performed on various configurations of end‐plates and saddle with thermal breaks to evaluate their mechanical behaviour considering the stiffness and the resistance.
In‐Situ and Real‐time Monitoring of Mechanochemical Preparation of Li2Mg(NH2BH3)4 and Na2Mg(NH2BH3)4 and Their Thermal Dehydrogenation
Authors: Biliškov Nikola , Borgschulte Andreas , Užarević Krunoslav , Halasz Ivan , Lukin Stipe , Milošević Sanja , Milanović Igor , Novaković Jasmina Grbović 
Published: September 2017

AbstractFor the first time, in situ monitoring of uninterrupted mechanochemical synthesis of two bimetallic amidoboranes, M2Mg(NH2BH3)4 (M=Li, Na), by means of Raman spectroscopy, has been applied. This approach allowed real‐time observation of key intermediate phases, and a straightforward follow‐up of the reaction course. Detailed analysis of time‐dependent spectra revealed a two‐step mechanism through MNH2BH3⋅NH3BH3 adducts as key intermediate phases which further reacted with MgH2, giving M2Mg(NH2BH3)4 as final products. The intermediates partially take a competitive pathway toward the oligomeric M(BH3NH2BH2NH2BH3) phases. The crystal structure of the novel bimetallic amidoborane Li2Mg(NH2BH3)4 was solved from high‐resolution powder diffraction data and showed an analogous metal coordination to Na2Mg(NH2BH3)4, but a significantly different crystal packing. Li2Mg(NH2BH3)4 thermally dehydrogenates releasing highly pure H2 in the amount of 7 wt.%, and at a lower temperature then its sodium analogue, making it significantly more viable for practical applications.