bluuebunny/crossref_metadata_2025_split huggingface dataset:
Axial Compressive Strength of steel members made of cold formed angle sections
Authors: Aghoury Mohamed El , Hanna Maged , Ibrahim Sherif , Elhalous Rawan 
Published: September 2021

AbstractCold formed sections often fail in three basic modes which are local, distortional, and global. Local and distortional modes are characterized by entire deformations, whether translation or bending of the plates forming the section. Current design codes determine the ultimate strength of short to intermediate cold formed angle columns based on the local‐global interactive failure modes. However, these cold formed angles sections fail in flexural‐torsional mode. Thus, the predicated ultimate loads are either unsafe or excessively safe depending on boundary conditions. Therefore, in this study the ultimate axial strength of pined‐pined columns composed of cold formed angles subjected to axial compressive force are determined numerically. A nonlinear finite element model has been developed using ABAQUS software. 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 parameters studied include, the angle leg width‐thickness ratios, overall member slenderness ratios. Further, Lipped as well as plain angles are considered in the study. Finally, results have been compared with the predicted strengths determined by the American specifications and the newly developed direct strength method, DSM.
Application of the Saint‐Venant theory to thin‐walled sections warping
Authors: Vié Dominique 
Published: September 2021

AbstractThe Saint‐Venant theory proposes an exact solution to the elastic equations for beams including warping strains due to shear force and torsion. It has been at the centre of recent developments in the field of beam theory: normal stress may at first be determined as if plane sections would remain plane but under torsion and shear force, restrain warping introduces secondary normal stress.For thin‐walled sections, the analysis of warping due to torsion is conventional and uses the concept of sectorial area. However, the problem of shear flows due to shear force is generally solved by using an energy approach in which warping only appears indirectly. By introducing a static moment function, similar to the sectorial function used for torsion, this paper proposes to take explicit account of the warping of thin‐walled sections under the effect of shear force. In the case of sections with straight walls, it is convenient to use third degree polynomials. The proposed method can easily be calculated with a spreadsheet and may be extended to any type of arch, in particular those which consist of B‐spline functions or NURBS.Different examples are analyzed.
Steel FRC slab in compression in composite steel‐concrete frame joints
Authors: Cervenka Petr , Dolejs Jakub 
Published: September 2021

AbstractThe objective of the research is a steel fiber‐reinforced concrete slab in compression in a composite frame joint. EN 1998‐1 relates only to composite joints with common concrete slab. This standard prescribes two mechanisms: mechanism 1 acts in the concrete slab with a concentrated compressive force on the column flange; mechanism 2 consists of struts and tie model, where concrete struts compress the concave parts of the column cross‐section. By these mechanisms, it is prescribed inaccurate formula for the effective width calculation of a common concrete slab in compression in the nodal zone, as the standard procedure does not consider the contribution of the confinement effect to the resistance of mechanism 1. Mechanism 1 represents a direct bearing of the concrete slab against the column flange. There is a concrete slab in compression confined by transverse reinforcement, slab continuity around the column flange and friction on the column flange. Moreover, some publications describe different inclination of the concrete struts of mechanism 2. The resistance of mechanism 2 significantly depends on this inclination. The aim of this work is to derive a more accurate formula for calculation the effective width of the steel fiber‐reinforced concrete slab in compression in the nodal zone. Experiment with real‐sized isolated composite joint, validation of ATENA numerical models and parametric study of composite joints with fiber‐reinforced concrete slab are the main steps of this research.
Development of a new design approach for composite dowels positioned close to the concrete surface
Authors: Broschart Yannick , Kurz Wolfgang , Wolters Kevin , Christou Georgios , Claßen Martin 
Published: September 2021

AbstractComposite dowels as shear connectors between steel profiles and concrete sections have been investigated for decades. The long‐term aim is to implement a consistent design concept within Eurocode 4 ‐ covering both, the fields of bridge and building construction. Especially in building construction, where the concrete slabs are dimensioned increasingly slimmer in contrast to bridge construction, the composite dowels are positioned unavoidably close to free concrete surfaces. This causes additional failure modes, leading to the overall failure of the structure, which have not been entirely investigated yet. At University of Kaiserslautern more than 30 push‐out tests were performed within a joint research project in cooperation with RWTH Aachen University. These tests were focused on the resistance of composite dowels close to the concrete surface in dependence of varying influence parameters. Some results showed a significant reduction in shear strength and deformation capacity, mostly accompanied by the spalling of the concrete cover. Simultaneously, numerical simulations were calibrated and utilized to get a deeper understanding of the load transfer mechanisms and to interpolate between existing experimental results. On the basis of experimental measurements and numerical simulations a load transfer model was developed with a corresponding design approach to calculate the theoretical resistance.
A comparison between cyclic and monotonic behavior of composite diaphragm interfaces under high shear force
Authors: Rezaeian Hooman , Clifton George Charles , Lim James B.P. 
Published: September 2021

AbstractUsing a novel experimental test setup, the behaviour of composite floor slab interfaces having different deck rib orientation and end anchorage detail has been investigated. In the first floor slab configuration, the deck rib orientation was parallel to the supporting beam. For the second and third floor slab configurations, the deck rib orientation was perpendicular to the supporting beam. In the second floor slab, the steel deck did not continue over the top flange in order to give a solid rib of concrete surrounding the shear studs along the secondary beam. The third floor slab used the standard end anchorage detail adopted in Europe, in which the steel deck continued over the top flange and shear studs were welded to the steel beam through the steel deck. Three nominal identical specimens of each detail were constructed and tested. The first specimen of each detail was tested monotonically and the second and third ones tested cyclically.In the elastic range, the results of reversed cyclic loading were found to be similar to those of the monotonic tests, with the backbone curves being very similar. The ultimate in‐plane shear strength of all three was lower than that of the monotonic tests by around 15%. Under cyclic loading, the envelope response of slippage was similar to the monotonic loading response. Slippage of specimens was found to be insignificant in the elastic range even after the yield point, a very small amount of slippage was observed until the specimen reached the ultimate shear strength. Then the slippage increased relatively significantly and the load dropped, with the rate of load decrease being different between configurations.
Comparison of HST and WO Shear Connector Behaviour in Composite Slim Floor
Authors: Baharom Shahrizan , Hosseinpour Emad , Majdub Mohamed S. 
Published: September 2021

AbstractComposite steel‐concrete slim floor construction is an economical floor system proposing minimum floor depth and fast construction besides architecture requirements. In this system, the concrete slab is supported on the lower flange of the steel beam using either in‐situ or pre‐cast technique, which eliminates the use of the down‐stand beam, hence giving a flat look. Hollow steel tube (HST) shear connector is proposed to avoid premature failure that could occur in concrete and steel beam web when the web openings (WO) connectors were used. In this paper, the comparison of push‐out test results between HST and WO to evaluate their ultimate shear load and ductility performance of these type of connectors. The varied parameters were the concrete compressive strength and shape of the HST and WO; the circular, rectangular and square. The results showed that the circular and square HST connectors achieved shear capacities 6.3 and 8.0 times higher than those with the WO type, respectively. Furthermore, the ductility of the specimens increased by 3‐4 times when the HST was used compared to WO. It shows that providing the HST significantly improved its ultimate shear load and ductility performance compared to WO.
Numerical Study of Composite Steel Cellular Beam System Using Demountable Shear Connectors
Authors: Dai Xianghe , Lam Dennis , Sheehan Therese , Yang Jie , Zhou Kan 
Published: September 2021

AbstractSteel concrete composite beams have been increasingly adopted in practice due to their advantages with respect to their structural features and constructability. However, in conventional composite beam systems the composite action is applied via the shear connectors welded at the top flange of the downstand steel beam and embedded in the concrete slabs, making the disassembly of the beam system and reuse of any component impossible. This paper presents a numerical study of a new composite beam system with a steel cellular beam, metal deck flooring and using demountable shear connectors. According to the experimental study, this composite beam system made the demounting, reassembly and member reuse possible, and did not compromise the loading capacity. In the numerical study presented in the paper, the finite element model was developed and validated against the results obtained from the experimental study. The parametric study further examined the effects of concrete strength, shear connector arrangements etc. The comparison and analysis clarified the mechanism of the demountable shear connector and the effect of construction method on the load capacity of the composite beam system, and provided a deeper insight into the behavior of this type of shear connector. Through this numerical study, the structural merits of the composite beam system using demountable shear connectors were highlighted.
Experimental study of flexural behaviour of high strength steel (HSS) ‐ Engineered Cementitious Composites (ECC) composite beam with profiled steel sheeting
Authors: Nguyen Cong‐Luyen , Lee Chi‐King 
Published: September 2021

AbstractDue to its high compressive strain of at least 0.5%, which is higher than both the yield strain (0.35%) of high strength steel (HSS) and the compressive strain (0.23%) of normal strength concrete (NSC), Engineered Cementitious Composites (ECC) is a material with high potential to replace NSC in HSS composite beam construction. This study reports an experimental investigation on the flexural behaviour of HSS‐ECC composite beam fabricated by using HSS I‐section in conjunction with hybrid polyethylene‐steel fibers (PE‐ST) ECC slab. Shear connection between the HSS I‐section and the top PE‐ST ECC slab was constructed by using normal profiled steel sheeting and headed shear studs. A HSS‐ECC composite beam and a HSS‐NSC composite beam were cast and tested under four‐point bending. The test results revealed that a large area of HSS I‐section in HSS‐ECC composite beam yielded compared to only a small yielded area of which in the HSS‐NSC counterpart despite the fact that both composite beams have identical configuration and silimar mechanical properties. The HSS‐NSC beam underwent longitudinal shear failure while in contrast, the HSS‐ECC beam failed by flexure and exhibited great ductility.
Experimental study on the shrinkage behaviour of steel concrete composite slab
Authors: Yamamoto Masashi , Imagawa Yusuke , Ohyama Osamu 
Published: September 2021

AbstractSteel concrete composite slabs are widely adopted in civil engineering and their numbers are rapidly increasing in Japan. A steel concrete composite slab is connected between concrete and a bottom steel plate by a shear connector. FaB‐Tec Japan Corporation developed a rigid type of shear connecter with a pipe that passes through the long hole on the steel rib. The load‐carrying capacity and durability of this design have been confirmed to be equal to or more than those of the headed stud and perfobond‐rib because the long hole of the steel pipe is filled with concrete. However, the time‐dependent behaviour, especially drying shrinkage, of this type of slab remains unclear. A steel concrete composite slab contains more steel than reinforced and prestressed concrete slabs; the effect of drying shrinkage is therefore expected to be greater owing to the steel restraint. To address this question, drying shrinkage tests were performed on steel concrete composite slabs and reinforced slabs. The change of stress resultants induced on the concrete, reinforcing bar and bottom steel plate was obtained by solving the simultaneous equation derived from the equilibrium conditions for stress resultants and the compatibility condition of strain and curvature.
Curved Sandwich Panels
Authors: Lange Jörg , Groche Peter , Schäfer Stefan , Grimm Sören , Moneke Mathias , Reising Jakob , Kehl Marvin 
Published: September 2021

AbstractDue to their excellent combination of space enclosing, heat insulating and supporting function, steel sandwich panels – mostly flat – are used for roofs and walls of standard industrial buildings. Because freely formed structures generally are playing an increasing role in contemporary architecture, curved sandwich panels would offer a high potential to architectural design. Simultaneously, the advantageous load‐bearing capacity could further increase the benefits of their usage. The necessary design strategy, the manufacturing technology for the curved cover plates and their overall mechanical behavior – all of these 3 main keys have been investigated in an interdisciplinary research project with architects, structural‐ and mechanical engineers. It has been one of the main goals in this project to find an applicable, efficient strategy for singularly produced panels (lot size 1: serial production with quantity = 1) in favour of a maximum flexibility for individual geometries.
Applications of digital manufacturing to steel frames: The Intermeshed Steel Connection
Authors: Al‐Sabah Salam , Laefer Debra , Hong Linh Truong , Huynh Minh Phuoc , Le Jia‐Liang , Martin Tony , Matis Pantelis , McGetrick Patrick , Schultz Arturo , Shemshadian Mohammad E. , Dizon Roseanne 
Published: September 2021

AbstractDespite wide use of terms such as “digital manufacturing” and “digital fabrication” in the constructional steel industry, actual use to date is mostly limited to research and development activities. In contrast, other heavy industries, such as automotive and aerospace have moved much faster and implemented many aspects of digital manufacturing and fabrication in product creation and traditional workflows. As a foil to the current state of the industry, this paper presents the erection, and disassembly of a simple, two‐storey frame that employs an alternative steel connection that can be manufactured using current plasma, laser, and water jet technologies, referred to as the intermeshed steel connection (ISC). The field demonstration described in this paper shows the connection's ability to reduce on site erection time, substantially reduce the number of site bolts, eliminate site welding, and allow for easy deconstruction. The connection has been under testing and development through a consortium of the University College Dublin, Queens University Belfast and, the University of Minnesota.
Chord failure resistance of 3D cut welded connections with CHS columns and through I‐beams
Authors: Di Benedetto Sabatino , Latour Massimo , Rizzano Gianvittorio 
Published: September 2021

AbstractThis paper investigates the mechanical behaviour of a novel typology of steel beam‐to‐column connection made by welding circular hollow section (CHS) columns with through‐all double‐tee beams. Such connection represents an alternative to the classical configuration with the I‐beam simply welded to the external surface of the hollow profile for which Eurocode 3 part 1.8 provides specific design rules resulting from the “ring model” theory. The main features of connections with through‐all beams derive from a change of the resisting mechanism which leads to a significant increase of stiffness and resistance. Nevertheless, such a change of the mechanical behaviour, strictly affected by the different plasticity pattern, has not been embedded in the ring model theory, yet. Instead, experiments and finite element (FE) simulations have been carried out proving that the resistance exhibited by CHS to through‐all axially loaded plates is about 2‐3 times higher than resistance referred to CHS to branch plates. The last‐mentioned connections represent the basic components in order to assess the flexural strength of connections made by CHS and I‐beams. This means that doubling the resistance of connections with beam welded to the external surface of the column, as some studies have proposed, leads to a significant underestimation of the resistance.Within this framework, in this paper the flexural resistance of connections with CHS columns and through‐all I‐beams is assessed by developing experimental tests and analytical models aiming to propose a new design equation. Specifically, two cyclic ad two monotonic tests on real scale beam‐to‐column connections have been executed at the laboratory of the University of Salerno. Subsequently, finite element (FE) models have been calibrated and verified against the experimental results. Then, the developed FE models have been extended to perform parametric analyses to be used to verify the accuracy of a new theoretical approach able to predict the resistance of such a kind of connections. The theoretical approach has been developed basing on the upper‐bound theorem and exploiting the previous knowledge based on the so‐called ring model. The proposed formulation, when compared to the available experimental data and FE simulations, have proved to exhibit a high accuracy.
A Study on the Shear Lag Effects in Longitudinally Welded Connections Subject to Eccentricity
Authors: Orloff Kenneth L. , Rassati Gian A. , Swanson James A. , Burns Thomas M. 
Published: September 2021

AbstractIn United States design specifications, shear lag in longitudinally welded connections is accounted for by means of a tabulated factor, which until 2010 was only applicable to plate‐type members having equal length welds on each side, subject to the further constraint of having a minimum weld length equal to the distance between the welds. This created the paradox that connections with longitudinal welds shorter than the distance between the welds were considered by the Specification to have no capacity at all. Research in extant literature based on historical experimental data developed alternative factors that augmented and replaced the previous approaches, making them applicable to longitudinally welded plates, angles, channels, tees, and wide‐flange shapes having equal or unequal weld lengths, and without any weld length‐to‐connection width limitation. This paper presents the results of an experimental study of shear lag effects in longitudinally welded tension members under both in‐plane and out‐of‐plane eccentricity. Forty specimens were tested representing twenty configurations and the experimental results were compared to three theoretical values – (a) the shear lag factor from the 2016 American Institute of Steel Construction (AISC) Specification, (b) the shear lag factor based on a bi‐planar model found in literature, and (c) the shear lag factor from the 2010 AISC Specification. It is concluded that the shear lag factor provided in the 2016 AISC Specification offers the best prediction of the capacity of longitudinally loaded welded connections subject to both in‐plane and out‐of‐plane eccentricity.
The Behaviour of Shear Anchors with Different Grout Properties
Authors: Spremić Milan , Gluhović Nina , Jakovljević Isidora , Marković Zlatko 
Published: September 2021

AbstractDuring the assembling of a steel structure with anchors, grout should be used in connections between steel elements and a reinforced concrete support element. In horizontal and vertical joints, grout is used as a good construction practice for solving geometric tolerance problems. Grout can be used with cast‐in anchors or post‐installed anchors. However, the relation between anchor shear resistance and characteristic grout compressive strength is not described in detail in technical regulations. The behaviour of a connection considering achieved slip tolerances should match the boundary conditions set in the global analysis. In the support joint, grout properties could influence the value of the slip between a steel part and a concrete part of the joint. Slip value could be significant for the relevant design cases featuring the interaction of shear force and tension force. In this paper, results of the push‐out test conducted on anchors are presented. Based on the experimental test, the finite element analysis was performed to investigate the shear connection behaviour. According to the preliminary results, it can be concluded that a grout strength and a grout thickness influence the connection response when serviceability loads are applied, although they do not influence the ultimate load bearing capacity of anchors. In some cases, using the contemporary solutions of high strength grout materials, the slip between steel and concrete parts in the connection could be reduced.
Intelligent Steel Structures – Measurement‐Based Model Updating Concepts for Innovative Design Strategies
Authors: Kraus Matthias , Chowdhury Sharmistha , Wudtke Idna 
Published: September 2021

AbstractStructural systems are in general quite sophisticated in terms of interactions between individual members with respect to their stressing and resistance. In addition, the stochastic nature of different loads and resistances, respectively, is quite different. A consistent statistical representation of the random variables for a structural component/member is therefore quite complex. In this context, the implementation of intelligent structures and the incorporation of the measuring data can help to improve the prediction of random variables for a certain member and therefore to update models in the design process. Depending on the obtained measurement data, the updating can either refer to the statistical representation quality of different values, but also to the quantity of random variables or even to the update of the mechanical model and its boundary conditions. For that reason, a classification of updating possibilities in the context of the design process described by different hierarchical levels is useful. The aim of this article is to give an overview and insight on corresponding concepts of sensor‐based design strategies for steel structures. In addition, first research results regarding the effect of measurement‐based updating on the quality improvement of the design process is presented.