bluuebunny/crossref_metadata_2025_split huggingface dataset:
Calibrated Design of High Strength Composite Columns
Authors: Kelpša Šarūnas , Beckmann Oliver , Guobys Raimondas , Schurgacz Przemyslaw , Augonis Mindaugas 
Published: September 2023

AbstractWhat does the general design method, described in EN 1994‐1‐1, mean in practice for the construction industry? Even though this method requires additional efforts, it provides improved design accuracy. High strength and high slenderness concrete filled steel tube composite columns with a solid steel core inside have undoubtable benefits. However, application of such columns requires the use of a general method of design and special knowledge not fully covered by Eurocodes.In order to utilize the general design method for ATLANT® Strong composite columns, Peikko has conducted an extensive development program. During the program, multiple tests were conducted on materials and the columns itself. The test results were used to calibrate models of Finite Element Analysis (ABAQUS), which allowed to investigate the behaviour of those columns even more extensively. Eventually, the general design method was implemented and calibrated, allowing reliable and optimized design.The paper contains an overview of ATLANT® Strong composite columns behaviour, the extensive testing program and calibration process to reach the optimal design of such columns. Additionally practical specifics, challenges and benefits are discussed.
Flexural behaviour of CFS stacked built‐up beams: experiments, finite element modelling and direct strength method
Authors: Rezaeian Hooman , Andarini Rhonita 
Published: September 2023

AbstractThis paper presents the initial results and findings from the experimental and numerical study of recently developed CFS stacked built‐up beams. The specimens are constructed by joining either three or four 75×150 lipped channel sections using screws. A cap of LC 89×41.3 with a nominal thickness of 1.2 mm screwed to the open flange to provide a closed section with a greater flexural capacity. A six‐point loading system was considered to study the flexural behavior of these built‐up beams. The load‐displacement curves, strength and failure modes are reported. A nonlinear elastic‐plastic finite element (FE) model is developed. The bending strengths are also calculated using the direct strength method (DSM) in the North American Specification (AISI) and Australian/New Zealand Standard (AS/NZs) for cold‐formed steel structures. Both results obtained from the FE and the direct strength methods are compared against the experimental.
Simplified Nonlinear Dynamic Analysis by Hexagonal Collapse Surface Model of Steel Frame Structure
Authors: Jainih Viliana , Choi Jae Hyouk 
Published: September 2023

AbstractBased on the need for effective evaluation of multistorey structures response to seismic loading, this research includes the study of simplified nonlinear dynamic analysis (SNDA) by hexagonal collapse surface model. Existing conventional analysis methods such as FEMA440, restrict the extended use of Nonlinear Static Procedure (NSP) and Nonlinear Dynamic Procedure (NDP) by using the equivalent one‐degree‐of‐freedom (SDOF) model on multi‐degree‐of‐freedom (MDOF) structure. A large error known as Multiple‐Degree‐of Freedom Effects occurs in the elastoplastic behavior. To overcome the limitations of this analysis technique, the understanding of it in the entire structural system due to the influence of the higher‐order vibration modes are investigated, in addition to distinguish the elastoplastic behavior of a structure more precisely. Based on the important collapse mechanisms that are probable to occur during earthquake response, the development of a simplified dynamic analysis technique in which higher‐order vibration mode components were extracted to construct the plastic collapse safety region of a structure. Simplified nonlinear dynamic analysis (SNDA) aims to develop such method whereby multiple vibration mode components are properly considered. Primary and secondary mode of vibrations are generally examined with multiple load patterns corresponding to the condition whereby several independent variables reach maximum concurrently. The formation of hexagonal plastic collapse surface from the probability limit analysis based on proportional load results was discussed. The target for this study is to investigate the competency of this simplified analysis approach in seismic response of structure evaluating techniques.
Simplified method for the vibration comfort assessment of steel‐concrete floors induced by crowd‐rhythmic activities
Authors: Asri Youssef El , Denoël Vincent , Couchaux Maël , Hjiaj Mohammed , Lukić Mladen 
Published: September 2023

AbstractThis paper presents a design‐oriented method for a simplified prediction of the vibrational response of regular floors induced by crowd‐rhythmic activities. The method is based on a frequency domain load model, along with the stochastic vibration theory. An application of the method is illustrated on an existing steel‐concrete composite floor belonging to an open‐plan office, with a total area of about 385m2. Four rhythmic activities with experimentally identified load parameters are investigated. The individuals performing these activities are assumed to be uniformly distributed over the floor, with their numbers ranging between 1 and 64. The prediction of the floor response reveals that the floor presents tolerable levels of acceleration for up to 16 persons in general, while remedial measures should be undertaken to reduce the response of the floor subjected to larger crowd sizes. The proposed method might represent a first step in the development of the floor serviceability assessment for vibration comfort in the forthcoming editions of Eurocodes for practical application.
Fatigue performance evaluation of stiffener‐to‐deck plate weld in orthotropic steel decks based on generative adversarial network
Authors: Liu Bingfeng , Xin Haohui , Liu Jielin , Veljkovic Milan 
Published: September 2023

AbstractThe stiffener‐to‐deck plate welds are one of the weak areas of orthotropic steel decks (OSDs). Accurate evaluation of fatigue performance of stiffener‐to‐deck plate welds is important for the design and service of OSDs. Traditional fatigue performance evaluation method of stiffener‐to‐deck plate welds based on S‐N curves requires a large amount of experimental data as support. However, fatigue tests are time‐consuming and costly‐approach. In this paper, generative adversarial network (GAN) was used to augment hot spot stress range data and fatigue life of rib‐to‐deck welded joints based on a small amount of test data. Then, the least‐squares regression was used to fit S‐N curves base on original data and generated data. The fitted S‐N curves were compared with experimental curve. Compared with the S‐N curve fitted by a small amount of original data, the S‐N curve fitted by generated data is closer to the experimental result, which indicates that the fatigue data generated by GAN has the potential to be an effective tool in the fatigue performance evaluation of fatigue critical details.
Optimisation of the damping properties of steel structures using adhesively bonded joints
Authors: Damm Jannis , Albiez Matthias , Ummenhofer Thomas 
Published: September 2023

AbstractAdhesives offer both good damping properties and very high strengths. The possibilities for using the positive damping properties in particular to optimise dynamically stressed steel structures have rarely been explored to date. In this paper, comprehensive numerical and experimental investigations are presented. In numerical investigations on dynamically loaded, representative steel structures, the potential for damping of structures by adhesively bonded joints is analysed. Numerical investigations show that the vibration amplitudes of adhesively bonded structures are more than 95 % lower than those of welded reference structures in the relevant resonance case. Based on this, the damping properties of adhesively bonded tubular steel joints in a scale relevant for construction industry were experimentally investigated. Different geometry and test boundary conditions are investigated in a parameter study. The loss factor of tubular joints is a maximum of 0.38, which is relevant for steel construction. Based on the results of experimental investiga‐tions, a methodology is presented for the analytic determination of the damp‐ing properties of adhesively bonded tubular joints for various specimen ge‐ometries and stress boundary conditions. For this purpose, dimensional anal‐ysis is carried out using the Buckingham Pi Theorem.
Effect of heat treatment on microstructure and pseudoelasticity of a memory‐steel
Authors: Mohri Maryam , Leinenbach Christian , Lignos Dimitrios G. , Ghafoori Elyas 
Published: September 2023

AbstractThe pseudoelasticity behavior of memory‐steels has recently gained attention for applications in seismic‐resistant structures. The pseudoelasticity can be used to reduce residual deformations in building structures subjected to seismic loading. Fe‐based shape memory alloys (Fe‐SMA), which is also called as memory‐steel, have gained much attention because of their strong shape memory behavior and low material manufacturing cost, which justify their large‐scale application in construction. This research investigated the effects of heat treatment on microstructure and pseudoelasticity of a memory‐steel (Fe‐17Mn‐5Si‐10Cr‐4Ni‐1(V,C) %wt.). Various solution‐annealing treatments from 1000 to 1200 °C for 2 h and aging from 650, 750 and 850 °C were applied to investigate the microstructural evolution and pseudoelasticity behavior of the alloy. The results showed that increasing the solution annealing temperature caused grain growth and pseudoelasticity loss. On the other hand, the precipitation of (Cr,V)Cs after aging resulted in an improved pseudo‐elasticity. The large elastic strain field, which forms near the carbide precipitates, improves the pseudoelasticity. Furthermore, precipitates can provide preferential nucleation sites for the martensite phase and a high density of stacking faults in the austenite matrix. The study concludes that the best pseudoelasticity behavior was achieved after an aging at 750°C for 6 h.
Seismic behaviour of high‐strength steel bolted extended end‐plate connections
Authors: Hu Fangxin , Wang Zhan 
Published: September 2023

AbstractCyclic loading tests on 690MPa high‐strength steel bolted extended end‐plate connections were conducted to quantify their plastic resistance and plastic rotational capacity under seismic loading conditions. It was found that current formulae in Eurocode 3 Part 1‐8 still arrived at good predictions on plastic resistance of those connections. It was demonstrated that given the bolt grade and diameter, the end plate with an intermediate thickness led to the largest plastic rotation. Such an intermediate, or optimal, end‐plate thickness indicates that the upper limit of the end‐plate thickness, which is now specified in Eurocode 3 Part 1‐8 to ensure a sufficient rotation capacity, should be levered up by about 40% for 690MPa high‐strength steels in seismic design. In such a manner, the maximum plastic rotation of the high‐strength steel end plate was around 0.02rad. In addition, the high‐strength steel shear panel was able to develop a plastic rotation of at least 0.035rad, thus qualified as high‐ductility class (DCH) in Eurocode 8. The weak shear panel contributed for more than 70% of the total plastic rotation capability.
Effect of Intermediate Stiffeners in an Optimization of Axially Compressed Built‐up Thin‐Walled Column Cross‐Sections According to the Eurocode 3
Authors: Sulpinas Mantas , Daniūnas Alfonsas 
Published: September 2023

AbstractThis paper aims to propose an optimized thin‐walled built‐up cross‐section for axially compressed columns, which can be feasibly produced and utilized in building assemblies. The European standard Eurocode 3 [1] was employed, along with an optimization solving algorithm, to calculate the performance of axially compressed thin‐walled columns. The analysis considered the buckling capacity of the column, encompassing local, distortional, and global buckling modes. 3 types of box cross‐sections were examined: without web stiffeners, with web stiffeners bent inwards, and with web stiffeners bent outwards. The cross‐sections were constructed by connecting 2 “C” type or “Sigma” type profiles through their flanges. In the calculations, the thickness of the overlapping parts of the flanges was assumed to be equal to the thickness of the profiles. Experimental investigations have shown that this assumption, where the overlapping parts of the flanges are considered equal to the profile thickness, is conservative and reliable [2]. Consequently, the built‐up cross‐section can be treated as one rigidly connected entity [3]. The results of the calculations reveal that the optimized built‐up axially compressed column cross‐section with web stiffeners exhibits a higher level of effectiveness, with a cross‐sectional area up to 23% smaller compared to the optimized cross‐sectional area of columns without web stiffeners.
On the assessment of non‐conformities. Is execution of steel structures a craft with zero defect tolerance?
Authors: Volz Michael , Spannaus Max , Nagel Sven 
Published: September 2023

AbstractIs a non‐conformity in the weld seam of a bridge a reason to refuse acceptance or even a safety risk? Behind this lies the controversially discussed question of whether non‐conformities to the technical design standards, e.g. the evaluation groups according to DIN EN ISO 5817, constitute “acceptance criteria” or “quality guidelines” for steel construction. Often the economic success of a project depends on the answer to this question. Nevertheless, there is currently no uniform procedure on how to deal with deviations and which methods are permitted in addition to reworking or rejecting components to prove usability. This regulatory gap is unsatisfactory for all project participants and the subject of many legal disputes. Particularly due to the simplified applicability and the increasing sensitivity of non‐destructive testing methods and the associated partly detective checks of steel structures, irregularities are detected that no longer reflect the original quality‐assuring idea of non‐destructive testing. The actual component function thereby recedes into the background and the question arises as to whether one can or even must demand zero‐defect tolerance from steel construction as a craft. In our article we go into the background of these questions and give recommendations for action based on our project experience, which should help to carry out even large and complex projects to everyone's satisfaction. Using individual examples, we show the connection between design rules and execution standards and explain the possibilities in the evaluation of detected non‐conformities.
Structural behavior of sigma‐type thin‐walled cold‐formed steel beams reinforced with CFRP textile
Authors: Rzeszut Katarzyna , Dybizbański Maciej Adam 
Published: September 2023

AbstractThe purpose of the research presented in this article was to verify the advanced numerical model. The model was made in ABAQUS software using the finite element method (FEM). The verification consisted of comparing the force‐displacement relationship for the numerical model and results from full‐scale laboratory tests. The research conducted concerns the strengthening of thin‐walled cold‐formed steel sigma beams with CFRP mats. The originality of the proposed strengthening method lies in the fact that the mats are bonded across the cross‐section to form a segmental closed cross‐section. Full‐scale laboratory tests were conducted on three Σ200×70×2 beams subjected to four‐point bending. SikaWrap 230 C CFRP mats and SikaDur 330 adhesive were used to reinforce the beams. The mats were applied to the edge bends of the beams at a width of 300 mm. It was stated that the current numerical model, despite its high degree of sophistication, does not fully meet the conditions obtained in the laboratory.
Numerical Behaviour of Blind‐Bolted Beam Connections to Square Hollow Sections with Different Infills
Authors: Gunes Sahin , Theofanous Marios , Skalomenos Konstantinos , Baniotopoulos Charalampos 
Published: September 2023

AbstractThis paper reports the development and validation of an advanced FE model that can predict the overall behaviour and failure modes of blind bolted T‐stub to unfilled tube (UT), concrete‐filled tube (CFT) and foam‐filled tube (FFT) joints in tension. The joints investigated were made of S355 Square Hollow Sections (SHS) either empty or with concrete or polyurethane infill, connected to a rigid T‐stub using HB 10 hollow bolts. Associated experimental results are used for model validation purposes. The main modelling assumptions and relevant simulation strategies in terms geometric and material modelling are discussed and the resulting models are shown to accurately replicate the experimentally observed response in terms of yield load, failure load, observed failure modes and available ductility of the connections. The favourable performance of connections employing SHS with a polyurethane infill compared to the empty and concrete filled SHS in terms of both strength and ductility is highlighted.
Length and Boundary Condition Effects in the Buckling of Cylinders Under Different Load Combinations
Authors: Al‐Lawati Hussain , Al‐Balushi Abdullah , Al‐Habsi Abdulrahman 
Published: September 2023

AbstractThe newest version of shells buckling standard prEN 1993‐1‐6 (2021) adopts linear elastic buckling stress expressions for steel perfect cylinders under axial, circumferential, and torsional effects separately. However, there are no explicit detailed rules that cover the influence of two or more loading combinations on the cylinder buckling resistance, considering a full‐length domain and different boundary conditions. Consequently, this paper looks into such a topic, which will be a useful reference for future research extensions. The examined cylinders were subjected to three loading configurations: axial plus pressure, axial plus torsion, and axial, pressure, and torsion altogether. The finite element (FE) buckling capacities were compared with the prEN 1993‐1‐6 (2021) buckling strengths, from which several findings were obtained. Aspects such as the load configuration applied to a cylinder, the length domain in which a cylinder falls, and the boundary type of a cylinder's ends each led to distinctive and complex descriptions of buckling behavior. The outcomes of this study will in turn assist in developing the current standard prEN 1993‐1‐6 (2021) and its recommendation ECCS EDR5 (2013), particularly the chapter that is relevant to cylindrical shells of constant wall thickness under general loading.
Progressive collapse analysis of steel frames via a nonlinear SDOF model
Authors: Dimopoulos Christoforos 
Published: September 2023

AbstractProgressive collapse is a dynamic loading incident triggered by the sudden loss of critical elements. Design codes provide simplified rules to consider the dynamic effects via the use of Dynamic Increased Factors in order to avoid complex and time‐consuming nonlinear time history analyses. In this paper, a nonlinear single degree of freedom (SDOF) system is presented that captures the dynamic response of steel frames subjected to a column removal scenario. The model takes into account inertia, damping effects and assumes an elastoplastic nonlinear resistance for the system. A closed‐form analytical solution for the dynamic equation of motion is derived and then is applied to a frame to simulate the response under a column removal scenario. A nonlinear finite element model developed in OpenSees was used to verify the accuracy of the analytical model. The results showed that the nonlinear response of the frame for the selected hazard event can be well captured with the proposed model.
The influence of hinged and rigid connections on the seismic behaviour of “Inverted Y” bracing systems
Authors: Köber Helmuth , Stoian Marina , Marcu Ramona 
Published: September 2023

AbstractThe present paper intends to illustrate the seismic behaviour of different configurations for a ten storeyed “inverted Y” eccentrically braced frame provided with rigid and/or pined beam/column and diagonal/column connections. Four configurations were analysed for the “inverted Y” braced frame, sized for the forces produced by the same code seismic base shear force. In the first configuration, rigid connections were used for all kind of structural elements. The second configuration had hinged beam/column and diagonal/column connections. In case of the third configuration, rigid connections were used among all kind of structural elements and additional potentially plastic zones with reduced cross‐sections (resembling the “dog‐bone” detail) were considered along the girders and braces, near the member ends connected to the columns. The fourth configuration had hinged diagonal/column connections and additional potentially plastic zones were considered only along the frame girders, near the girder ends connected to the columns. The behaviour of each frame configuration during static and dynamic nonlinear analyses was observed. The extreme values for deformations and member forces were compared. The steel consumption was estimated for each of the four considered configurations.
Development of Improved Equations for Live Load Moment Distribution in Interior Girders of Shallow Steel Tub Girder Bridges
Authors: Barth Karl , Michaelson Gregory , Pyrialakou V. Dimitra , Woldegabriel Brook , Mason Joshua 
Published: September 2023

AbstractThe focus of this paper is the development of improved live load distribution factor (LLDF) prediction equations for interior beams of press‐brake‐formed tub girder (PBFTG) bridges. PBFTGs consist of cold‐bent standard plate widths and thicknesses to form a trapezoidal box girder. Based on a survey of literature and field testing performed on PBFTG bridges across multiple states in the United States, the empirical equations found in the American Association of State Highway and Transportation Officials Load Resistance and Factor Design Bridge Design Specifications (AASHTO LRFD BDS) have been found to be conservatively applicable to shallow steel tub girder bridges. Improvements can be made to AASHTO LRFD BDS provisions relating to shallow steel tub girders and their respective live load distribution factors (LLDFs). To overcome this gap in design and analysis, rigorous three‐dimensional finite element analysis tools were developed and benchmarked against field implementations. The tools were used to analyze the live load distribution behavior of an interior girder of a matrix of approximately 18,000 PBFTG bridges. From the result of the analysis, statistical methods were employed to produce simplified empirical equations to better predict live load moment distribution in PBFTGs. The simplified equations are to be used in conjunction with line girder analysis to further simplify the design of shallow steel tub girder bridges and expand their application in the short‐span bridge market.