bluuebunny/crossref_metadata_2025_split huggingface dataset:
Analysis of EHB Joints to Concrete‐filled Steel Columns: Combined Failure in Tension
Authors: Cabrera Manuela , Tizani Walid , Mahmood Mohammed 
Published: September 2021

AbstractStructural hollow sections are popular in the building industry as they offer many structural, economical and architectural advantages over other sections. However, their use is limited due to the difficulties in performing site bolting connections using standard bolts. Blind‐bolted systems were developed to overcome this limitation as they only require access to one side of the hollow section to tighten the bolt. This paper reviews the available information in the literature regarding the combined failure mode of the Extended Hollo‐Bolt (EHB) blind fastener. The assessment of the effects of bolt grade on the behaviour of the tension zone of the connection is also presented. A Finite Element (FE) model was developed, validated and used in a parametric study. It is concluded that the use of a higher bolt grade has clear effect on the component global load‐displacement curve and the failure mode. The failure of the connection is first controlled by the plastic resistance of the component, which is limited by concrete crushing accompanied with hollow section yielding. Then it depends on the strength of the bolt. An experimental test setup and variable ranges for the parameters affecting the connection behaviour in tension are proposed.
The bottom triangular cell: an improvement for patch loading resistance in launched bridges
Authors: Alonso Tomás Ripa , López‐de Lucía , López Abajo 
Published: September 2021

AbstractThis paper deals with the improvement in patch loading resistance achieved by a bottom triangular cell attached to a steel T‐shaped girder flange. As local introduction of the reaction from the bearings onto the webs during incremental launching is a specific limit state for structures designed with steel webs, the attachment of a bottom triangular cell allows using wider launching pads since T‐flange transverse bending is no longer critical; web panel slenderness is also reduced, achieving an increase in critical buckling load of the web panel. But, in addition and most important, a supplementary resistant mechanism is generated, as the bottom triangular cell also works a continuous beam in bending, spanning the vertical stiffeners, so that part of the local concentrated load is directly transmitted to the stiffeners, significantly increasing patch loading resistance of the web.The analyses carried out by hybrid beam and plate non‐linear finite element models show both resistant mechanisms: web resistance and the additional contribution of vertical stiffeners through the triangular cell bending stiffness. Finally, a numerical model is proposed for evaluating the contribution of vertical stiffeners to patch loading resistance, in order to improve present formulation.
New ideas for steel‐concrete composite bridges overpassing highways – VFT‐RS technology
Authors: Zanon Riccardo , Seidl Günter , Rademacher Dennis 
Published: September 2021

AbstractRoads overpassing highways or speedways are rather a common case, as such bridges occur in average every 2 km of highways in densely populated areas. Due to the high number and similar boundary conditions, the design and realization tends to be standardized and repetitive. The total length ranges mostly between 40 and 55 m, whereas the construction height is a limiting factor since minimum clearance heights must be guaranteed both for safety as well as for driving comfort. Due to these reasons, highway overpasses have been a field of application where steel‐framed composite decks have proven their efficiency for this task.Starting from Germany, the VFT technology (prefabricated composite beam) has spread in several European countries in the last decades as further development of the standard steel‐concrete composite solution. Its configuration fits perfectly to integral frame bridges built over existing infrastructure with the scope to minimize the traffic disturbance.In this paper a further step is proposed: the VFT‐RS technology. The change consists in using standard rolled sections by adapting them into the integral frame bridge configuration, further enhancing the structural efficiency with the benefits of high‐steel strength. The possibility of weathering steel or hot‐dip galvanization create the unique offer of a maintenance‐free solution.
Steel frames analyzed by use of advanced displacement mode‐based beam and joint elements
Authors: Hansen Anders Bau , Jönsson Jeppe 
Published: September 2021

AbstractThis paper addresses a linear elastic methodology for analysis of thin‐walled steel frames. The analysis is based on structural meaningful displacement modes that considerably reduce the number of degrees of freedom needed compared to a similar analysis using shell finite elements. The methodology allows the use of an adequate reduced number of higher order displacement modes. The methodology uses advanced beam elements to model the major structural elements within the frame and advanced joint elements to model the connections between the beam elements. Each joint element is a super element modeled by use of other finite elements such as shell elements. This allows the user to model virtually any geometry of the connection. Furthermore, the advanced beam element is formulated based on a linear combination of structural meaningful displacement modes belonging to each individual beam. Since the methodology is based on displacement modes of the (advanced) beams, it is possible to extract and identify critical displacement patterns for the frame as well as for each beam and joint within the frame. This gives the designer an in‐depth understanding of the behavior of the frame and hence a powerful tool to optimize its design.
Web Crippling Behavior of Sigma Purlins
Authors: Almatrafi Meshal , Theofanous Marios , Bock Marina , Dirar Samir 
Published: September 2021

AbstractDue to their thin‐walled nature and complex geometry, cold‐formed steel purlins are prone to a variety of instabilities. In most applications, purlins rely on the attached sheeting to restrain member buckling and hence their cross‐section is optimized to maximize their cross‐sectional resistance to local and distortional buckling caused by sagging bending moments under the action of a uniformly distributed load. Sigma purlins are a family of cold‐formed steel members with folding‐lines along their webs. The non‐straight geometry of their web is beneficial in terms of reducing the local slenderness of the web, however it increases their susceptibility to web crippling in case the purlins are subjected to concentrated transverse loads and hence it may reduce the overall moment resistance. This study reports a series of experimental tests on sigma purlins interior‐one‐flange (IOF) loading condition. The tested specimens employ two different section geometries and three different bearing plate widths. The test results show that all the specimens failed by web crippling, however two distinct failure modes and corresponding load‐deformation curves are observed depending on the section geometry. To investigate further the effect of web geometry on the IOF web crippling strength of sigma sections, an FE model was developed and validated against the reported test results. Following successful replication of the experimental observations, a comprehensive parametric study was performed and several sigma sections were numerically tested. Furthermore, the applicability of a novel slenderness‐based design approach previously proposed by Duarte and Silvestre for the web crippling design of channel sections is assessed and design recommendations are proposed.
Analysis of tapered composite hybrid steel inverted T‐section beam models and RC flange
Authors: Melhem Abdul Qader , Elrafidi Hussein 
Published: September 2021

AbstractThe aim of this paper is to investigate analytical and experimental flexural behavior of a latest composite beam model. The cross section comprises tapered inverted steel T‐beam embedded within the RC concrete slab, by simple steel reinforcement bar bent in to L‐shape as shear connectors welded to web. The slab is reinforced with longitudinal and transverse bars fixed on the top of L‐shape connectors. The paper shows the structural behavior difference between the composite model with a tapered inverted steel T‐beam and the composite model with non‐tapered inverted steel T‐beam. Failure modes either by cracking of compression concrete or L‐shape connection failure, will be investigated. Suggested designing curves and valuable equations will be presented. This model is of a great bid for roofs and fast accommodations, due to its convenience, flexibility, cost‐effective and availability of its low‐priced components.
On the Load‐Bearing Behaviour of the Steel‐Concrete‐Steel Composite (SCSC) Plate
Authors: Palotás Bálint , Takács Patrik , Fink Josef 
Published: September 2021

AbstractThe presented innovative steel‐concrete‐steel composite (SCSC) plate is being researched at TU Wien, Institute of Structural Engineering, Research Unit Steel Structures. The research aim is to use the SCSC plate for single‐track short‐span railway bridges in Austria. The SCSC plate is projected to be a load‐bearing structure in transverse direction, transferring the loads to the main steel girders of the cross section. Based on finite element analyses using ABAQUS, the complex load‐bearing behaviour of the SCSC plate will be described in this paper. In addition, an engineering model will be presented to reproduce the ABAQUS calculation results. With a spring framework model it is possible to consider cyclic loading and inelastic slip. This yields an increase of the global vertical displacements, which are discussed in the paper.
Study on the ductility of open‐rib and re‐entrant composite slabs
Authors: Soltanalipour Milad , Ferrer Miquel , Marimon Frederic 
Published: September 2021

AbstractComposite slabs with profiled steel sheeting and cast‐in‐place concrete are a conventional structural flooring system worldwide. The partial connection method (PCM) is a design method limited to slabs showing a ductile longitudinal shear failure. The ductility is defined in Eurocode‐4 in terms of additional strength after certain initial slip is produced, regardless of the steel sheet profiling shape. This article shows that the slip behavior is significantly different depending on the shape of the sheeting profile. On the one hand, the slip magnitude in reentrant slabs can be large enough to drive the two materials to their yielding stresses; on the other hand, in open‐rib profiles, the slab failure is due to the vertical release of the concrete, when the slip overpasses certain geometric limit. This failure mode is generally produced much before the materials reaches their yielding stresses. This finding is consistent with both the experimental and FEM results carried out in this study.
Experimental and Numerical Study of Compression Zone in Steel Connections
Authors: BOUGOFFA Sabra , DURIF Sébastien , MEZGHANNI Omar , BOUCHAIR Abdelhamid , DAOUD Atef 
Published: September 2021

AbstractTo study the compression zone in steel connections, web panels loaded by double opposite patch loading are analyzed using experimental tests and finite element model. The panels are stiffened by transverse stiffeners with different configurations considering partial or full height and different positions (intermediate or edge). A total of 24 panels, hot rolled and welded I sections, have been tested. The stiffeners are welded to the web panels or the web and flanges. The resistances of the stiffened panels are obtained from the load‐displacement curves. The results of the experimental tests are compared with those given by the finite element model based on shell elements using CAST3M software. The comparison makes it possible to validate the nonlinear model considering the elastic‐plastic behavior of materials, the failure modes and the ultimate strengths. Results of the finite element model show compatibility with the results of tests that allows the model to represent the behavior of compressed stiffened I sections. The finite element model is used to explain the behavior of the stiffened panels through parametric study.
Comparative Study of Steel Design Provisions Using AISC‐360, CSA S16, EC3, JSCE and AIJ‐2017
Authors: Cordova Misael , Mahamid Mustafa 
Published: September 2021

AbstractThe study presented herein introduces a comprehensive comparison study between AISC‐360, CSA S16‐09, EC3 EN‐1993, JSCE‐2009 and AIJ‐2017 design specifications of structural steel members. This comparison provides a summary of the key provisions in all standards considered in this study. This study can be used as a guide for engineer that execute projects in at least one of the areas where these provisions rule. Thus, for Engineers that design projects around the world, this study gives them the opportunity to verify the element design base in dominant local provisions. The study provides graphs and tables that easily show the similarities and differences in the limit states and relevant provisions across the various design standards. The results of several analysis show similar tendency despite the use of different procedures and factors the various design specifications require.
Behaviour and design of fixed‐ended steel equal‐leg angle section columns
Authors: Behzadi‐Sofiani Behnam , Gardner Leroy , Wadee M. Ahmer , Dinis Pedro B. , Camotim Dinar 
Published: September 2021

AbstractThe mechanical behaviour and design of fixed‐ended steel equal‐leg angle section members subjected to axial compression are addressed in this study. First, the critical buckling behaviour is described. Experimental data on steel equal‐leg angle section columns collected from the literature are then used for the validation of numerical (shell finite element) models, developed within the commercial package ABAQUS. Validation is performed by means of comparisons between the test and numerical results, considering ultimate loads, failure modes and the load‐deformation responses, all of which are shown to be generally in good agreement. A numerical parametric study is then presented considering steel angle section columns with a wide range of slenderness values. The behaviour and load‐carrying capacity of the columns is shown to be dependent on, not only the column slenderness, but also the ratio of the elastic torsional‐flexural buckling load to the elastic minor‐axis flexural buckling load. Finally, the collected experimental and generated numerical results are used to develop a new design approach for fixed‐ended steel equal‐leg angle section columns, reflecting the observations made. The proposed approach offers improved accuracy and consistency in strength predictions compared to the existing codified design rules.
Experimental and numerical study of the behavior of HSLA and DP cold‐formed high‐strength steels at elevated temperature
Authors: Xia Yu , Yan Xia , Gernay Thomas , Blum Hannah 
Published: September 2021

AbstractDue to the rapid development in steel manufacture, a new generation of structural cold‐formed advanced high strength steels have been developed. However, due to the variations in chemical composition, their material properties have not been fully understood, which includes the mechanical performance when exposed to fire. Therefore, a series of steady‐state elevated temperature tests were conducted on dual phase (DP) and high‐strength low alloy (HSLA) steels with different thicknesses and nominal yield strengths up to 700 MPa to investigate their performance in the range of 20°C to 700 °C. This paper presents detailed results and discussion of the experimental study. A two‐stage plus linear model based on Ramberg‐Osgood equation is proposed to depict the stress‐strain relationship for the materials at elevated temperature. The prediction of the new material model and common existing material models to represent the material properties of steel at elevated temperatures are compared to the test data and current code predictions.
Influence of the degree of utilization on the structural behaviour of stainless steel frames subject to fire
Authors: Segura Guillermo , Pournaghshband Asal , Afshan Sheida , Mirambell Enrique 
Published: September 2021

AbstractStainless steel is known to have a better behaviour at elevated temperatures than carbon steel. This, combined with its aesthetic appeal and corrosion resistance, makes stainless steel structures an attractive alternative to carbon steel structures. However, EN 1993‐1‐4 does not establish design rules associated with global analysis of stainless steel frames and EN 1993‐1‐2, devoted to carbon steel, provides a conservative approach for the fire design of stainless steel structures. Hence, current European codes do not provide efficient design guidelines for stainless steel frames subject to fire and therefore the response of this type of structures should be assessed by means of experimental tests and/or numerical analyses.The main objective of the paper is to assess the nonlinear structural response of stainless steel frames subjected to fire, focusing the investigation on the influence of the degree of utilization. A comprehensive numerical analysis on Class 1 and Class 3 stainless steel frames and Class 1 carbon steel frame subjected to fire is carried out varying the degree of utilization. Calibration of the FE models has been carried out as a part of a study of transient thermo‐mechanical models, which are needed to assess the response of stainless steel frames subjected to fire.
The General Method for the fire design of I‐section web‐tapered beams
Authors: Maia Élio , Real Paulo Vila , Lopes Nuno , Couto Carlos 
Published: September 2021

AbstractThe present investigation describes a numerical and parametric study on the validation of the General Method (GM) for the fire design of web‐tapered steel beams using GMNIA. The GM (clause 6.3.4 of EN 1993‐1‐1) covers the safety check of structural elements with complex support conditions and/or of non‐prismatic members. However, the fire part of the Eurocode 3 (EN 1993‐1‐2) gives no further indication regarding its applicability at elevated temperatures, apart from adapting the methodology to fire using the reduction factors for steel material properties, which is identified as a gap in the current version of the norm.Previous investigations by the authors have shown overly conservative results for the General Method and a calibration of the EN 1993‐1‐2 buckling curve has previously been proposed, although the parametric performed in that study was not extensive enough for a full validation. With that in mind, the present paper has improved these shortcomings by further upgrading the Eurocode 3 formulation and validating the proposal against numerical data from more than 25000 GMNIA simulations.
Collapse Mechanism of a Space Structure Under Fire Conditions
Authors: Naqvi Shariq , Fu Feng 
Published: September 2021

AbstractThis paper investigates the collapse mechanism of a long span space structure under fire. The mechanical and thermal properties of a space structure change drastically when subjected to a fire. The nature in which the space structure fails is dependent on a number of factors including fire load, shape and properties of the space structure and its materials. In order to fully analyze how a space structure would fail in these conditions, a multi‐physics thermal mechanical analysis model was built in ANSYS software. The chosen prototype space structure, Kings Cross Wester Concourse roof is modeled. The models were created using a series of complex features and were made to be geometrically sound with alignments between each member. Coupled steady state thermal and static structural analysis was performed and collapse mechanism of the space structure under fire were investigated the effectiveness of using finite element analysis software for large assemblies' analysis is also discussed.
Development of Flexural Buckling Rules for the New AISC Stainless Steel Design Specification
Authors: Meza Francisco J. , Baddoo Nancy , Gardner Leroy 
Published: September 2021

AbstractThis paper presents the development of flexural buckling curves for austenitic and duplex stainless steel welded I‐sections and structural hollow sections, which are proposed for implementation in the new AISC stainless steel specification. The proposed buckling curves were developed following the same type of reliability analysis employed to develop the flexural buckling curve included in AISC 360 Specification for Structural Steel Buildings for carbon steel, considering all the experimental data available in the literature and a large number of numerical results. In order to facilitate their implementation, the proposed curves follow a similar form as the AISC‐type of curve included in AISC 360, with the only differences being the addition of a yield plateau and the values of selected coefficients used to adjust the shape of the curves.Three different buckling curves are proposed: one buckling curve for circular hollow section (CHS) columns and I‐section columns buckling about the major axis; one for rectangular hollow section (RHS) columns; and one for I‐section columns buckling about the minor axis. The proposed curves represent a significant improvement with respect to the currently available stainless steel flexural buckling curve included in AISC Design Guide 27, providing an increase in strength predictions of up to 55%.
Statistical data for system‐based reliability analysis of stainless steel structures with hollow sections
Authors: Arrayago Itsaso , Rasmussen Kim J.R. , Real Esther 
Published: September 2021

AbstractCurrent codes for steel structures, including AISC 360‐10, AS4100 and Eurocode 3, are in the process of evolving from the current member‐based design method to direct system‐based approaches that allow evaluating the strength of structures directly from numerical simulations. However, these codes do not provide adequate safety factors nor reliability requirements for structural systems. Thus, it is necessary to build a rigorous structural reliability framework to investigate acceptable target reliability indices for structural systems and to provide adequate system safety factors. While this framework has been developed based on advanced Finite Element analysis for carbon steel structures in recent years in the form of the Direct Design Method (DDM), it does not exist for stainless steel structures. This paper presents the first step towards developing a system‐based reliability framework for stainless steel structures by providing statistical distributions of the key parameters governing the strength of systems composed of stainless steel cold‐formed hollow sections. The distributions are based on a comprehensive database collected from the literature including data on the main sources of uncertainty: geometric properties, imperfections and material parameters.