bluuebunny/crossref_metadata_2025_split huggingface dataset:
Stainless Steel SHS and RHS Beam‐column Design Proposal
Authors: Zidlicky Bretislav , Jandera Michal 
Published: September 2021

AbstractPresented research investigates behaviour of stainless steel square hollow section (SHS) and rectangular hollow section (RHS) members loaded by compressive force and uniaxial bending moment combination. Experimental program of 20 eccentrically loaded pin‐ended compressed austenitic stainless steel member tests was carried out. Numerical model using geometrically and materially non‐linear analysis with imperfections (GMNIA) was created in finite element software Abaqus. Validation of the numerical model was made based on the data obtained from the experimental program. The validated model was used for a comprehensive numerical parametric study which covered austenitic, ferritic and duplex stainless steel types. Furthermore, member slenderness, cross‐section slenderness and ratio between compressive force and flexural buckling resistance were set as variables as well. Bending moment was considered uniform along the member length. Data obtained from the numerical parametric study were used for the comparison with the existing stainless steel SHS and RHS beam‐column design procedures. Furthermore, new interaction formulae were proposed and evaluated by a reliability analysis.
An experimental assessment of hot‐rolled carbon and stainless steel equal legs angles under compression
Authors: da S. Sirqueira Alan , da S. Vellasco Pedro C. G. , de Lima Luciano R. O. , da Silva André T. , Rodrigues Monique C. 
Published: September 2021

AbstractAlthough stainless steel mechanical properties are similar to their carbon steel counterparts, the nonlinear stainless steel characteristics naturally leads to diverse design recommendations. These peculiar features directly modifies the behaviour of the ultimate limit states related to instability. The Eurocode 3: Part 1‐4 (2006) stainless steel design standard can be utilised for hot‐rolled, welded and cold‐formed cross‐sections, but this standard prescriptions are very conservative due to the lack of tests. An instability limit state that presses for additional research is associated to hot‐rolled stainless steel angles. This paper is centred in experiments made on hot‐rolled carbon and stainless columns steel equal legs angles under compression. These experiments were carried out on 500 mm to 1000 mm columns lengths with failures involving flexural‐torsional buckling.
Static Behaviour of High‐Strength Steel CHS T‐Joints under In‐Plane Moment Loading
Authors: Kim Seon‐Hu , Lee Cheol‐Ho 
Published: September 2021

AbstractIn steel moment frames or vierendeel trusses comprised of hollow section members, T‐shaped joints are formed that are subjected to brace in‐plane bending moment (IPB). For mild steel, a large number of studies have been conducted on the behavior of tubular T‐joints subjected to IPB. However, the studies for high‐strength steel T‐joints are quite limited and mostly focused on axially loaded cases. In this paper, recent testing program conducted by the authors for high‐strength steel circular hollow section (CHS) T‐joints under IPB was presented. Supplemental numerical parametric study was conducted using the test‐validated nonlinear finite element (FE) analyses. In the FE analyses, various geometric shapes were considered such that the effect of key geometric factors and important failure modes could be identified. Based on the experimental and numerical results, a more rational deformation limit criterion under IPB loading was first proposed which can be applied to both mild and high‐strength steel joints. The chord plastification strength of high‐strength steel joints was evaluated using existing formulae and the required material factor for 700 MPa steel was suggested.
Stability Design of High Strength Steel Beams
Authors: Tankova Trayana , da Silva Luís Simões , Rodrigues Filipe 
Published: September 2021

AbstractEN 1993‐1‐1 gives stability design rules for columns, beams and beam‐columns up to S460, whereas EN 1993‐1‐12 gives additional guidance for S500 up to S700. Recent studies on flexural buckling of welded H, I and box columns in steel grades S460 to S960, even though limited, show that improved curves can be used for members in high strength steel (HSS). This enhanced behavior is usually attributed to the improved material properties but mainly due to the more favorable residual stress distribution. Furthermore, the behavior of unrestrained beams in HSS has not been studied. At present in EN 1993‐1‐1, the design rules for lateral torsional buckling of beams are not dependent on the steel grade, meaning that the code does not distinguish between beams in conventional strength steel or HSS. In pursuit of answer to the mentioned shortcomings, within the European Project STROBE evaluation of the European stability design rules is carried out. The research is based on experimental programme covering 14 full‐scale tests, residual stress measurements, advanced numerical models and analytical derivations. This paper provides a summary of the experimental programme, the results for lateral‐torsional buckling of beams are discussed and further compared with the current code recommendations.
Post‐Fire Mechanical Properties of Steel S900MC
Authors: Abebe Zemenu , Shakil Saani , Lu Wei , Puttonen Jari 
Published: September 2021

AbstractThis paper discusses mechanical properties after one heating and cooling cycle using experimental tests. The material tested was steel S900MC, which has the nominal yield strength of 900 N/mm2. The specimens were tested with being first heated up inside a furnace to a pre‐defined temperature, then cooled down to the room temperature. I n order to study the effects of cooling rates on mechanical properties, two different cooling methods were used: cooling inside furnace, and cooling in the air.The results indicated a clearly reduction of the strength when the steel was cooled from the temperature above 500 °C. The steel reduced 40% of its yield strength after cooled from 700°C, while only 20% remained when cooled from 900°C. The elastic modulus was regained to its original value after the steel was cooled from temperatures below 500°C, whereas about 80% was regained when the steel was cooled from 900°C. Cooling temperatures between 700°C and 900°C produced a large scatter among all the mechanical properties. The cooling rate did not affect the mechanical properteis when the maximum temperature remains below 700 °C before the cooling starts. However, when exposed to an elevated temperature above 700°C the effect is visible. The air‐cooled specimens had higher strength and lower ductility than furnace cooled specimens. The results of this study will help to evaluate the load‐bearing capacity and reusability of the steel members after fire‐exposure.
Evaluation of material properties of 3D printed carbon steel for material modelling
Authors: Tarus Iulia , Xin Haohui , Veljkovic Milan , Persem Nicolas , Lorich Laurent 
Published: September 2021

AbstractA procedure and material properties of tensile coupon specimens are presented. The coupon specimens were cut from the plates printed by ArcelorMittal Global R&D Bars & Wires. For this, a welding robot based on Wire Arc Additive Manufacturing (WAAM) procedure and welding wire AWS 5.18 ER70S‐6 Böhler K56 were used. The specimens were cut in different directions to the printing direction, to investigate possible material anisotropy. Surface milled and as printed specimens were investigated focusing on the influence of surface irregularities on the material behaviour. 2D Digital Image Correlation (DIC) was used for evaluating engineering stress‐strain diagrams, E‐modules and Poisson ratios for each specimen.Obtained results clearly indicate that 3D printing technology was appropriate, showing material properties rather close to the rolled mild steel and minor anisotropy, E=200GPa, fracture strain above 25%, strength/yield stress beyond 1,3, for fy=420 MPa. Roughness of the surface was just 0,2mm for the thickness of 3,7mm, obtained using the wire diameter of 3mm.Finite Element Method (FEM) was used to validate the experimental results and to calibrate damage material properties. Results of uniaxial coupon specimens, the stress‐strain curve, is divided in 3 stages: the elastic stage, the plastic stage and the coupled plastic stage. The coupled plastic‐damage stage is further decomposed into the plastic‐dominated zone and the damage‐dominated zone. The true stress‐strain curve after necking is calibrated by FEM.
Comparative Assessment of the Seismic Behavior of Reduced‐Core Length and Conventional Buckling‐Restrained Bracing Systems
Authors: Moeini Milad Ehteshami , Razavi S. Ali , Imanpour Ali 
Published: September 2021

AbstractThe buckling‐restrained braced frame (BRBF) is an appropriate lateral system for resisting seismic excitations. This system has high lateral stiffness and stable hysteretic loops mainly due to restraining global buckling of the brace core under compression. Even though BRB is an improved version of the conventional brace, it is not yet an ideal system since there are deficiencies regarding the performance of this system. Notable decrease of lateral stiffness after yielding of the BRB cores and significant residual drifts are instances of the deficiencies in BRBFs, which have been recognized as problematic and costly in recent earthquakes.Reducing the core length of the BRB can effectively increase the lateral stiffness as well as decreasing the drifts and residual drifts of the structure without any increase in the cross‐sectional area of the core. In this research nonlinear static pushover analyses have been conducted on 4 buildings including 4 and 9 story structures with conventional and reduced core length BRBs with diagonal and inverted chevron brace configuration. Both pinned and rigid end‐connections were considered for the beams in the braced bays. A 4‐story dual SMRF‐BRBF was included for better assessment of the contribution of frame action to the structural behavior. The results indicate that the reduced length BRBs have much better seismic behavior. Furthermore, they are replaceable, repairable and more cost‐efficient compared to conventional BRBs.
On the resistance of arbitrarily ring‐stiffened welded bins subject to axial compression
Authors: Jäger‐Cañás Andreas , Li Zheng , Pasternak Hartmut , Taras Andreas 
Published: September 2021

AbstractRing‐stiffened flat bottom tanks are widely used in many industries for the storage of liquids, such as oil, fertilizers, water, sewage and sludge. Material efficiency is achieved by combining thin plates with ring‐stiffeners. When the bin is covered by a dome or cone roof, high meridional forces due to live or snow loads may trigger axial buckling of the shell. Ring stiffeners are beneficial, not just against buckling due to wind, but to reduce the risk of stability failure of tanks and silos caused by meridional compression as well.This paper presents the outcome of a parametrical study concerned with axial buckling and the most effective placement of the stiffening rings depending on the stiffener distance, cross‐sectional area and slenderness of the cylinder. Buckling curve parameters are deduced using the modified capacity curve. These allow the direct application of the analysis results in a hand calculation procedure that enables practitioners to take into account the benefits, which come with ring stiffeners against buckling due to axial compression.
Experimental Investigation of Steel Frames Equipped with Easily Replaceable Components
Authors: Andreotti Roberto , Giuliani Giulia , Tondini Nicola , Bursi Oreste S. 
Published: September 2021

AbstractModern techniques of structural design are effective in preventing structural collapse due to earthquake actions. Nevertheless, repairability has become an important issue to deal with in order to minimise the economic and environmental impact of structural damage. In this respect, this paper presents the design of experimental tests on full‐scale specimens of steel frames to be tested according to hybrid simulation. This work is conducted within the ongoing European research project DISSIPABLE that seeks to test easy to replace structural components installed in steel buildings. In fact, by including these Dissipative Replaceable Devices (DRD) into the building, it is possible to provide full post‐earthquake functionality after damage. Three are the devices that will be tested, namely DRD1, DRD2 and DRD3, which are going to be briefly presented in the paper. Five hybrid tests will be performed and major details will be given to the numerical modelling of the components and the identification of the substructures to be employed in the tests. Finally, the design of the physical substructure and the test setup will be briefly described.
The effect of rotational component of earthquake excitation on the response of steel structures
Authors: Pnevmatikos Nikos , Konstandakopoulou Foteini , Papavasileiou Georgios , Papagiannopoulos George , Broukos Pantelis 
Published: September 2021

AbstractThis work is on the influence of the rotational component of earthquake excitations to the response of steel structures. In most studies, seismic input is being modeled only using the translational component of the ground acceleration, while the rotational one is ignored. This was due to the observation that the rotational component had minimal effect on low‐rise buildings. Hence, the accelerometers used would not measure it, leading to a lack of records. Nowadays, technology provides such instruments and relative records are made available. Indicative of that is that elastic design response spectra for rotational components are introduced to the design codes. In this paper, the results on structural response and internal forces due to the rotational component of a seismic excitation on the steel structures are examined. Dynamic time history analysis and response spectrum analysis of different steel structures are performed (a) considering the rotational component of the excitation and (b) without it. From the numerical results it is shown that the impact of rotational component in structural response and internal forces of the steel structures is significant and should not be ignored during structural design.
Incremental Dynamic Analysis of Concentric X‐Braced Frames Designed to the TBEC 2018
Authors: Kor Efecan , Ozcelik Yigit 
Published: September 2021

AbstractConcentrically braced frames (CBF) are an efficient lateral force resisting system which provides significant lateral stiffness and lateral strength. One of the commonly used configurations of CBFs are cross braced (X‐braced) frames where braces are placed diagonally between the beam‐column joints of adjacent stories. The current Turkish seismic code, Turkish Building Earthquake Code 2018 (TBEC), was published in 2018 and superseded the former code, Turkish Earthquake Code 2007 (TEC) as of January 2019 with several differences such as introduction of yield mechanisms for CBFs, seismic hazard levels, and calculation of earthquake loads. Due to these differences, CBFs designed to TBEC are expected to yield different member sizes compared to TEC. Although the seismic behaviour of CBFs designed to TEC is well‐understood, that of CBFs designed to TBEC is still unknown and there has been no study on this topic. This study aims to assess the seismic performance of X‐braced frames designed to TBEC. To this end, a two‐story X‐braced frame was considered, and the seismic collapse performance of this frame was evaluated by adopting incremental dynamic analysis (IDA) under a set of twelve ground motions. The results of this preliminary study have provided insight into the collapse performance of CBFs designed to TBEC.
The Elastic Buckling Coefficient of a Rectangular Longitudinally Profiled (LP) Steel Plate with All Edges Simply‐supported
Authors: Xu Dongdong , Wang Yuanqing , Ban Huiyong , Liu Xiaoling , Liu Ming 
Published: September 2021

AbstractThe longitudinally profiled (LP) steel plate is a steel plate that having a special longitudinal shape which is continuously changed in the rolling direction by a special rolling process. It has many advantages, such as reducing the weight of structure, decreasing the number of the weld seem and improving seismic performance, which has widely application in ships, bridges and other areas. It will have broad application in the field of bridges construction in China. However, the local stability of the LP plate is less investigated in recently years. In this paper, the energy method was used to study about elastic buckling coefficient of a rectangular LP steel plate with all edges simply supported. Based on the Galerkin and Rayleigh‐Ritz method (GRM), the elastic buckling coefficient was obtained by transforming into a method that to solve the eigenvalues of the feature matrix. the result was verified by FEA method. And the curves of the elastic buckling coefficient with the relevant parameters such as aspect ratio and thickness change rate will be giving.
Equivalent bow imperfections for design by second order inelastic analysis
Authors: Walport Fiona , Gardner Leroy , Nethercot David 
Published: September 2021

AbstractThe stability of compression members is typically assessed through buckling curves, which include the influence of initial geometric imperfections and residual stresses. Alternatively, the capacity can be obtained more directly by carrying out a second order analysis using equivalent bow imperfections that account for both geometric imperfections and residual stresses. For design by second order elastic analysis, following EN 1993‐1‐1 recommendations, the magnitudes of the equivalent bow imperfections can either be back‐calculated for a given member to provide the same result as would be obtained from the member buckling curves or taken more simply as a fixed proportion of the member length. In both cases, a subsequent linear axial + bending cross‐section check is required. For design by second order inelastic analysis, there are currently no suitable recommendations for the magnitudes of equivalent bow imperfections and, as demonstrated herein, it is not generally appropriate to use equivalent bow imperfections developed on the basis of elastic analysis. Equivalent bow imperfections suitable for use in design by second order inelastic analysis are therefore established in the present paper and shown to yield reliable results when compared to benchmark results and current design guidance.
Development of a procedure for analysis and design of access scaffold
Authors: Mercier Charlotte , Khelil Abdelouahab , Mahmoud Firas Al , Blin‐Lacroix Jean‐Luc 
Published: September 2021

AbstractThe European design code for temporary work equipment and especially for scaffolding, NF EN 12811‐1, defines the cross‐section non‐linear plastic resistance criterion, which requires including initial imperfections in the global analysis of the structure. At the same time, the European design code for steel structures, Eurocode 3 Part 1‐1, establishes the buckling resistance criteria enabling to free ourselves from the modeling of initial imperfections. However, they do not offer the opportunity to exploit the non‐linear plastic resistance capacities of the cross‐section. Moreover, these buckling resistance criteria are often based on hypotheses and lead to inconsistencies between the verification with cross‐section criteria or with buckling criteria. The objective is to develop a procedure for analysis and design of access scaffold. The developed approach takes into account the interaction between section resistance and instability phenomena, and includes the influence of initial imperfections, such as initial defect of aplomb, lack of straightness and residual stresses. As far as possible, these effects will be decoupled. In order to verify the efficiency of the proposed procedure, several examples of typical scaffolding structures have been studied and the results prove the performance of proposed formulations.
Effects of warping torsion on the buckling behaviour of slender box sections
Authors: Derler Christoph , Unterweger Harald 
Published: September 2021

AbstractWelded steel box sections are applied in various fields like in bridges as well as in structural engineering and industrial constructions. Apart from square‐shaped sections, these sections have the tendency to warp under torsion. Therefore – in case of torsional loading – restraints of the member's longitudinal displacements always result in additional stress components, the so‐called warping normal stresses and warping shear stresses. Due to the complex distributions of this warping stress components, frequently simplifications are done in practice within the design for ULS. It means, that only the St Venant shear stresses are considered, without taking into account the warping stresses. The neglect of these locally restricted warping stress fields seems accurate according to the ductile material behaviour of steel, as long as no part of the member is susceptible for local buckling. Within this paper a comprehensive study for slender box sections is presented, whether a buckling analysis with only the St Venant shear stresses, provides sufficient safety against buckling. The investigation included members under pure torsion as well as combined loading – consisting of axial force and torsion or bending and torsion. The ultimate load carrying capacity of the box section member was compared with the isolated buckling capacity of the individual plates with all‐round hinged supports, under only St. Venant shear stresses, while neglecting all additional occurring warping effects.
Bolted angle members in compression –new design model including joint stiffness
Authors: Unterweger Harald , Kettler Markus , Zauchner Paul 
Published: September 2021

AbstractPrevious research activities at Graz University of Technology, highlighted the fact that the joint stiffness has substantial influence on the compression member capacity of bolted angles.Consequently, analytical models for the estimation of appropriate spring stiffness values have been developed for several practical applications in buildings and two‐bolt connections at both member's ends. The investigated connection details comprise a fixed gusset plate (e.g. as attachment to concrete walls), a joint to the flange of an I‐shaped girder and a joint to the web of an I‐shaped girder via a gusset plate. Based on that, a design model was developed for bolted angle members with rotational spring restraints at both member's ends and an eccentric compression loading N, in order to calculate the compression member capacity Nr.This paper presents the design model in detail. In addition, the background of the model is shown, with a comprehensive calibration and validation procedure based on real tests and numerous numerical tests, respectively. Based on that, also complex failure modes, such as lateral torsional buckling, can be covered by the proposed model.
Stability Study of Cantilever‐Beams – Numerical Analysis and Analytical Calculation (LTB)
Authors: Kraus Matthias , Crişan Nicolae‐Andrei , Wittor Björn 
Published: September 2021

AbstractAccording to Eurocode, the computation of bending strength for steel cantilever beams is a straightforward process. The approach is based on an Ayrton‐Perry formula adaptation of buckling curves for steel members in compression, which involves the computation of an elastic critical buckling load for considering the instability. NCCI documents offer a simplified formula to determine the critical bending moment for cantilevers beams with symmetric cross‐section. Besides the NCCI recommendations, other approaches, e.g. research literature or Finite‐Element‐Analysis, may be employed to determine critical buckling loads. However, in certain cases they render different results. Present paper summarizes and compares the abovementioned analytical and numerical approaches for determining critical loads and it exemplarily analyses corresponding cantilever beam capacities using numerical approaches based on plastic zones theory (GMNIA).