bluuebunny/crossref_metadata_2025_split huggingface dataset:
07.14: Rack uprights under combined compression and bi‐axial bending: Experimental testing, numerical analysis and European standard approach
Authors: Pastor Ma Magdalena , Bonada Jordi , Roure Francesc , Casafont Miquel , Somalo Ma Rosa 
Published: September 2017

ABSTRACTPallet rack uprights are thin‐walled mono‐symmetric perforated open steel cross‐sections subject to combined axial compression and bending. Loads (pallets of goods to be stored) are transmitted to uprights through the beams and the beam‐upright connections. Bending about the major axis (cross aisle direction) is induced to the upright by the eccentricity of the beam end plate and the moment transmitted by the semi‐rigid beam to upright connection. The bending about the minor axis (down‐aisle direction) is induced by eccentricity of the axis of the beam and the axis of the upright. The nature of these components, with perforations and buckling failure modes, together with combined actions, is a challenge in structural design.The main objective of this investigation is to provide a comprehensive empirical, numerical and analytical analysis of how bending combined with axial compression influences in the design load of pallet rack uprights.This paper presents experimental tests performed on uprights under combined compression and bending, and the FEA including nonlinear geometric and material behaviour. Both results are compared to the current European Standard, EN 15512, for Steel static storage systems.One type of cross section has been analysed, with a length that can produce different type of failure modes, mainly local and distortional buckling. The uprights have been analysed with different axial – bending combinations, which cover the field of combinations possible in the real load conditions of the rack.
07.23: Effect of loading rate on the pull‐through capacities of cold‐formed steel roof battens
Authors: Kathekeyan Myuran , Mahendran Mahen , Sivapathasundaram Mayooran 
Published: September 2017

ABSTRACTLocalised connection failure is the main shortcoming of cold‐formed steel roofing systems subjected to high wind suction loads. Pull‐through failure in the vicinity of roof batten to rafter connection is the major connection failure observed during recent high wind events. Both static and fatigue pull‐through failures occur based on the type of wind loads (static or cyclic loads). The loading rate to be used in the static and cyclic pull‐through failure tests is a moot point as the wind loading frequency can vary during wind events such as storms and cyclones. Therefore, it is necessary to understand the effect of wind loading frequency/rate on the pull‐through failures of steel roof battens. This paper investigates the influence of loading rate on both static and fatigue pull‐through capacities of steel roof battens by means of a series of static and cyclic tests conducted at various loading rates/frequencies. Initially, tests were conducted on roof battens made of two steel grades (G300 and G550) and two thicknesses (0.8 and 1 mm). The results showed a significant improvement in the pull‐through capacities during tests using higher loading rates. They also showed that the current static and cyclic pull‐through design rules/guidelines do not include the effect of loading rate. Secondly, to understand the influence of loading rate on the pull‐through capacity of battens, the effect of loading rate on the mechanical properties of steels was investigated using 40 tensile coupon tests. The effect of loading rate on both the tensile strength of steel used and the pull‐through capacity of roof batten was then compared. Using the results of comparison, the reasons for the increase in the static pull‐through capacity of roof battens with loading rate are discussed and, a recommendation is made in relation to the loading rate to be used with the new Low High Low (LHL) cyclic test. This paper presents the details and results of this study.
07.27: Experimental and theoretical investigation on the local collapse of liner trays
Authors: Georgescu Mircea , Ungureanu Viorel , Gruin Aurelian , Floricel Andra 
Published: September 2017

ABSTRACTLiner trays are thin‐walled cold‐formed steel sections of large channel‐type with two narrow flanges, two webs and one wide flange, very frequently used in practice both to resist perpendicular uniformly distributed loading from the wind and create a diaphragm effect at the level of industrial building cladding. When trying to evaluate the resistance of such elements by experiment, the specific constructional details play a major role and create quite complex problems in establishing a correct experimental setup, as close to reality as possible. Testing one single liner tray thus imposes correct simulation of real boundary conditions both on liner support and at mid‐span. Global collapse modes are not possible in such liner trays assembly while local modes are expected and impose the final value of experimentally measured resistance to perpendicular load. The correct introduction of real boundary conditions into the experimental setup will thus facilitate a measured value reasonably close to the one determined to code provisions. The paper describes the experimental and numerical investigations on liner trays. Aspects related to the experimental test setup and test results are emphasised.
07.28: Fastening to face sheets of sandwich panels
Authors: Misiek Thomas , Käpplein Saskia 
Published: September 2017

ABSTRACTIn several applications the need to anchor loads in sandwich panels arises. This is normally done by introducing the load into one face, using mechanical fasteners such as screws or rivets for tensile and shear forces or contact for compression forces. Nowadays the most common example for these applications are fastening of solar cells (PV‐modules) on sandwich roof panels or fastening of additional façade layers on sandwich wall panels.The paper deals with the different possibilities of introducing forces into the panels, covering both flat or lightly profiled faces used for walls and profiled faces used for roofs. Special attention is paid to design, including verification of fastenings, web crippling of profiled faces and effect on global load‐bearing behaviour of the sandwich panels.In a second step, delamination caused by tensile forces is investigated in more detail: Pull‐out failure is generally the acceptable failure mode and can be achieved by keeping a minimum edge distance. But if repeated loads such as wind loads are acting on the fasteners, the governing failure mode tends to be delamination at lower load levels. Small cracks in the bond layer grow until final failure of the connection or even of the complete sandwich panel by reducing the wrinkling strength of the face. To study both, the influence of the edge distance and the effect of repeated loads, experimental tests and numerical investigations were performed. The results are presented and discussed.ECCS TC7 TWG7.9 and CIB W056 are currently working on a document dealing with point and line loads acting on sandwich panels. Fastening to face sheets of sandwich panels is one of several topics. Thus the present paper may be regarded as a position paper, showing the state of the art related to a specific single item of the document and giving additional references related to this topic.
07.31: Fire performance of LSF walls with web stiffened channel sections using finite element analysis
Authors: Dias Yomal , Keerthan Poologanathan , Mahendran Mahen 
Published: September 2017

ABSTRACTLight‐gauge steel framed (LSF) walls with plasterboard lining are increasingly used in modern building construction due to their numerous advantages. Their fire performance has been investigated using both numerical and experimental studies in the past for lipped channel section (LCS) and welded hollow flange section (HFC) studs. A new riveted HFC stud was also considered. However, no attempt was made to use a structurally and economically optimum stud section in the wall configurations. This paper investigates the fire performance of a new stiffened channel section (SCS) as LSF wall studs. The proposed section succeeds in delaying both local and distortional buckling modes. At ambient temperature, the member compression capacity of each stud section, normalized to its squash capacity, was used to compare the performance of the three sections. It was found that the performance of SCS is equivalent to the LSB and superior to the LCS. The fire performance of LSF wall studs made of LCS, LSB, and the proposed section has also been assessed for three common wall configurations using finite element (FE) analyses. The walls were exposed to the standard ISO 834‐1 fire curve on one side. Stud time‐temperature profiles were developed for the three wall configurations using finite element thermal analyses and validated using available full‐scale fire test data. Fire Resistance Levels (FRL) of load bearing and non‐load bearing walls were determined and validated using previous experimental and numerical results. For the same load ratio, the three stud sections perform similarly, giving close FRL values for each of the configurations considered. Due to the elimination of the necessity for welding or riveting, it is proposed that SCS is used to develop structurally and economically optimum LSF walls compared to those made using LCS and welded or riveted HFC sections. FRL versus Load Ratio curves were developed for the full range of load ratio using both steady and transient state FE analyses. Using them, the susceptibility of cavity insulated, non‐load bearing LSF walls to failure due to structural inadequacy was also identified.
07.36: Strength of combined sigma cold formed section columns
Authors: Aghoury M. El. , Hanna M.T. , Amoush E.A. 
Published: September 2017

ABSTRACTThe high strength‐to‐weight ratios of cold‐formed steel framing systems make them competitive in modern construction markets. Generally, Cold‐formed steel sections are shaped to suit the particular application. Lipped channel sections are the most used sections, however, sigma sections need more effort in fabrication but they have high strength‐weight ratios compared with the lipped channel sections. In this paper, the strength of pined‐pined columns composed of combined back to back sigma cold formed sections is studied numerically by a non‐linear finite element analysis. Four nodes isoparametric shell element that allows both geometric and material non‐linarites is used. The effect of geometric imperfections is included in the model. The boundary conditions considered allow the columns ends to rotate about the major and minor axis. The parameters studied include, the cross section proportions such as the flange, web, and lip dimensions as well as the connectors spacing. The two sections are assumed to be connected through their webs. Further, several columns heights are considered to study the different modes of failure. The numerical model is validated by experimental study carried out by the authors. Findings reflect that sectional (local/distortional) buckling governs the failure shape of short columns. Finally, the results have been compared with the predicted strengths determined by the Eurocode‐3 and the American specifications (AISI, DSM).
08.14: Behaviour of innovative demountable shear connectors subjected to combined shear and axial tension
Authors: Varsani Harshad , Tan Ee Loon , Singh Balbir 
Published: September 2017

ABSTRACTComposite steel‐concrete beams are being used increasingly in construction due to its benefits over beams consisting of the steel component alone. Composite steel‐concrete beams comprise of a steel component which is under tension and a concrete component which is under compression. Shear connectors at the steel‐concrete interface connect the two components together as well as resist shear forces. However, in some applications such as in composite coupling beams and infill walls, these shear connectors have to resist uplift forces in addition to shear forces. Therefore, there is a need to carry out experimental testing to investigate the performance of shear connectors under combined loading. Furthermore, the steel and concrete components of a composite beam cannot be separated without destroying the components since the shear connectors are welded to the steel beam and embedded in concrete. If the steel is to be reused, it has to be remelted which requires energy that usually comes from unsustainable sources. Hence research has been carried out on demountable shear connectors as they allow demounting and easy separation of the steel and concrete components. The performance of three types of innovative shear connectors subjected to combined shear and tensile loading was investigated experimentally. A pull‐out test was first being carried out with each type of shear connector to determine the tensile capacity of each type of shear connector. This was then followed by a series of modified push tests that were carried out to determine the interaction between shear and tension loading on each type of shear connector. Tensile capacity which had been determined from pull‐out tests was applied in increments of 25 % to each group followed by shear loading until failure of the shear connector was observed. A comparison of the results was carried out with shear‐tension relationships for traditional headed studs proposed by other researchers. Based on the experiment investigation carried out, significant reduction in shear strength was observed when tensile force was applied. Demountable headed studs had a much higher ductility than AJAX Oneside and Hollo bolts.
08.17: Experimental behaviour of high‐strength thin‐walled concrete filled steel tubular stub columns
Authors: Lume Gavin , Rasmussen Kim J. R. , Tao Zhong , Han Lin‐Hai 
Published: September 2017

ABSTRACTDeveloped more than 80 years ago, the design procedure of concrete filled steel tubes (CFST) has several limitations that can still be found in most current international design standards. The two main limitations that present themselves are the lack of ability to achieve material enhancement when using high strength materials and restrictions on the geometry of the steel tube thickness to the overall column diameter. This geometric limitation is placed on the design to ensure that the steel tube remains ‘compact’. In complying with these constraints it is assumed in the design equations that local buckling of the steel tube will not take place before the ultimate global buckling load is achieved.With the introduction of higher strength materials, specifically when dealing with steel, the strength increase leads to the design of sections with increased slenderness. As the section becomes more slender, the ability to maintain the compact section limitations in the design codes becomes increasingly difficult. This paper looks at an experimental study on very thin‐walled steel tubes filled with high‐strength concrete and how localised buckling affects their compressive capacity.Adopting a diameter to thickness ratio of 200, 24 circular tubes were constructed using a high‐strength cold‐formed steel sheet, with yield stresses above 500MPa and filled with 100MPa concrete. Employing both thin‐walled sections and high strength materials, the effects of localised buckling in these composite members when subjected to compression has been studied. The experimental programme explored four main conditions; when both the steel and concrete were loaded and bonded together, when the concrete core inside the CFST was loaded, when the steel tube in the CFST was loaded and when the concrete core without the steel tube was tested.By studying the failure modes of both the concrete and the steel tube when acting compositely and individually, the experimental work shows that there is valid evidence to support the theory that even when using high strength materials in slender sections, confinement to the concrete core is provided. Finally, the results of the experimental work have been compared to the compressive design capacities predicted by current international design codes, showing that these provisions are conservative.
08.18: Influence of composite beams on the seismic behaviour of EBF
Authors: Vătăman Adina , Ciutina Adrian , Grecea Daniel 
Published: September 2017

ABSTRACTThe Eccentrically Braced Frames (EBF) represents a structural typology largely used in case of steel structures located in seismic zones due to their possibility to dissipate the seismic input energy through plastic hinges formed in the dissipative “link” element. In case of seismic‐resistant eccentrically braced frames with composite beams, the current design practice suggests avoiding the disposition of shear connectors in the expected plastic areas, thus taking into consideration shear plastic hinges that occur only in the steel beam or link element. The existing experimental results show however that this consideration is not realistic, as the behaviour of full‐composite beam with connectors disposed over the link is closer to the case in which the beam is disconnected over the link element as suggested by the modern seismic norms: the response characteristics (resistance, stiffness and ductility) of composite beams with or without connection over the link length are very in fact close and different from the case of pure steel link element.The paper presents the results of a parametrical numerical study based on experimental results, with the main purpose of investigating the extent of the composite behaviour of EBFs with short links subjected to lateral seismic loads.
08.22: Axially compressive behaviours of steel tubes filled with post‐pouring concrete and precast segments containing DCLs and FC
Authors: WU Bo , PENG Chengwei 
Published: September 2017

ABSTRACTTo improve the construction efficiency of steel tubes filled with demolished concrete lumps (DCLs) and fresh concrete (FC) at construction site, a new fabrication method is proposed in this paper, and the axially compressive behaviours of four columns prepared using this method have been experimentally investigated and compared with those of the control column. According to the proposed fabrication method, the segments containing DCLs and FC are precast first, and then are placed into the steel tube. Finally, post‐pouring concrete is employed to fill the space between the steel tube and precast segments. In this way, the processing of DCLs is not involved at the construction site, and thus the efficiency of construction can be enhanced significantly. The parameters considered in the compressive tests included the number of the precast segments in the steel tube (S1=one segment, S2=two segments, and S3=three segments), and the cross‐sectional dimensions of the precast segment (C1=331 mm×331 mm, and C2=303 mm×303 mm). The outer diameter and thickness of the steel tubes were, respectively, 500 mm and 5.7 mm. The 150 mm cubic compressive strength of the post‐pouring concrete was 32.8 MPa. The replacement ratio of DCLs in the precast segments was 40%, and the 150 mm cubic compressive strengths of the demolished concrete and fresh concrete used in the precast segments were 31.5 MPa and 47.4 MPa, respectively. The control column was a steel tube filled with DCLs and the post‐pouring concrete simultaneously. The five columns had the same height as 1800 mm, and the weight of DCLs adopted in the control column was the same as that employed in other four columns. In this paper, failure patterns of the five specimens are presented, and influences of the aforementioned parameters on the specimens’ axially compressive behaviours have been discussed. It is found that the columns prepared using the new fabrication method have similar failure modes as compared with the control column, and the number and sectional size of the precast segments have different impacts on the column's axially compressive performance.
08.23: Performance and design of shear‐keys in hybid RC beam and steel column systems
Authors: Moharram Moustafa I. , Bompa Dan V. , Elghazouli Ahmed Y. 
Published: September 2017

ABSTRACTThis study describes experimental and numerical investigations into the inelastic performance of hybrid structural configurations consisting of reinforced concrete (RC) beams connected to steel columns by means of fully‐embedded structural steel profiles (shear‐keys). Experimental observations from a series of fourteen full‐scale hybrid steel/RC specimens are presented. To provide further insights into the key response characteristics, detailed numerical analyses for the tested configurations are also carried out. The numerical studies are undertaken using nonlinear finite element procedures which are validated against the experimental results from the hybrid tests presented in this paper. The ability of the numerical models to provide faithful predictions, using a consistent set of material parameters, provides a high level of confidence in the reliability of the simulation techniques. Data from the numerical models are then sutilised to evaluate the shear‐force distribution along the length of the shear‐key. The contribution from the shear‐key to the overall vertical force transferred to the column is comparatively assessed amongst the various configurations presented. For more simplified design considerations, an idealised distribution of the effective shear forces along the shear‐key is also proposed in the current study. Bases on the findings, recommendations for the practical design of shear‐keys in hybrid specimens are suggested and discussed.
08.28: Push out tests of a novel shear connection mechanism for use in demountable precast composite beams
Authors: Feidaki Eliza , Vasdravellis George 
Published: September 2017

ABSTRACTThe production of steel and concrete is responsible for the 15% of CO2 emissions worldwide, whereas demolition of buildings produces a significant amount of waste that goes to landfill. Steel‐concrete composite floors are currently constructed using a monolithic connection between the concrete slab and the shear studs. This practice makes the deconstruction of composite floors problematic. More sustainable solutions can be achieved by developing composite floor systems that offer the advantages of easy and rapid deconstruction and reuse of structural components. This paper presents a novel steel‐concrete composite floor system using precast hollow‐core slabs and a demountable yielding shear connection mechanism. Horizontal pushout tests were performed aiming at: a) studying the physical behaviour of the proposed shear connection; and b) evaluating the construction and deconstruction procedures by disassembling and reassembling one push out specimen. The experimental results showed that increased ductility and strength can be achieved by altering the geometrical characteristics of the yielding mechanism. All the component parts of the connection were undamaged and reusable apart from the yielding mechanism. Numerical models for push out tests were created using the Abaqus software. Comparison of the experimental with the numerical solution showed that the strength of the steel yielding mechanism can be reasonably predicted.
08.41: Renewal method for aged steel bridges with polymer cement mortar
Authors: Taniguchi Nozomu , Satake Shinya , Lin Weiwei , Hiroe Masaaki , Kubo Takeaki 
Published: September 2017

ABSTRACTThis research offers a new composite‐revamping method for railway bridges by assuming composite remodelling process of existing steel bridges having no specific fissure damages or serious corrosions and effectively making use of relatively new materials to it. Effects of noise reduction and improved stiffness were further confirmed through Impact tests (vibration and noise measurement tests) in order to prove the efficacy of the composite remodelling. By the tests, it can be confirmed that the composite structuring work tended to reduce the vibration level by around 10 to 35 dB and the all pass (AP) value by about 30 dB. In addition, the stiffness increases from the bridges of only steel members. The remainder life of the structure is extended by this effect. These effects are confirmed by the experiments for railway bridges.