bluuebunny/crossref_metadata_2025_split huggingface dataset:
06.07: Comparison of Blast Performance of Steel Modular Buildings with Anchored and Sliding Foundations
Authors: Erkmen Bulent 
Published: September 2017

ABSTRACTA two‐module blast‐resistant steel building with overall dimensions of 12 m by 6 m floor plan and 3.4 m height was designed to resisted 80 kPa free field overpressure with 140 microsecond duration. The building was designed to remain within “high damage/response” level when it is anchored to its foundation. The effect of anchored and unanchored or sliding (free‐to‐slide) foundation on blast performance of structural elements on the wall and roof, foundation loads, building sliding, and building total friction and kinetic energy were investigated using nonlinear dynamic finite element analysis tools. The comparison of analyses results revealed that building foundation reactions and maximum deflection demands for structural members can significantly decrease with unanchored foundation. For unanchored foundation, several friction coefficients (i.e., 0.2, 0.5, and 0.8) for the interaction between the building and its foundation were considered. The analyses results show that the maximum relative deflections of the structural members of the building with unanchored foundation to be between 43% and 120% with an average of 80% of that for the building with anchored foundations. The most significant effect of unanchored foundation on blast performance of the building was the significant decrease in the foundation maximum horizontal reaction, which was approximately 15% to 60% of that for the building with anchored foundation. However, the unanchored foundation had negligible effect on building vertical foundation reactions. The computed maximum sliding displacements were approximately 10 m, 2 m and 0.3 m for the building with unanchored foundation for friction coefficient of 0.2, 0.5, and 0.8, respectively. For the building with unanchored and anchored foundations, both friction energy and kinetic energy versus time plots were very similar for initial stages of the blast loading. The overall results show that providing even limited permissible sliding between blast resistant structures and their foundation can significantly reduce their foundation reactions and improve blast performance of structural members. A controlled‐sliding mechanism between blast resistant structures and their foundation with steel cables is recommend to improve blast performance of the structure while limiting maximum sliding within desired permissible limits.
07.01: New developments in the Direct Strength Method (DSM) for design of cold‐formed steel sections under localised loading
Authors: Nguyen Van Vinh , Hancock Gregory J. , Pham Cao Hung 
Published: September 2017

ABSTRACTA consistent and simplified Direct Strength Method (DSM) for design of cold‐formed (or thin‐walled) sections under localised loading, which is called web crippling, is proposed. The development of this method proposes generalised equations for design of thin‐walled sections under the four different localised load cases which are the interior one‐flange (IOF), the end one‐flange (EOF), the interior two‐flange (ITF) and the end two‐flange (ETF). The same parameters are used in the DSM equations for both the IOF and EOF load cases. However, the ITF and ETF load cases require different parameters in the DSM equations to predict the capacities of structural members. The equations contain both an inelastic reserve component and a yield load component which are different from those proposed previously in this regard.This paper briefly introduces the calculation of the buckling load and the yield load. From these two main input variables, DSM equations are used to determine the capacities of structural members under localised loading. Calibration is performed against all available experimental data to validate the accuracy of the DSM predictions.
07.02: Distortional‐global interaction in lipped channel beams: Part I: Mechanics and elastic behaviour
Authors: Martins André Dias , Camotim Dinar , Gonçalves Rodrigo , Dinis Pedro Borges 
Published: September 2017

ABSTRACTThis work aims at presenting and discussing Generalised Beam Theory (GBT) numerical results concerning the elastic geometrically non‐linear behaviour of simply supported lipped channel (LC) beams under uniform major‐axis bending and experiencing distortional‐global (D‐G) interaction, making it possible to shed fresh light on the mechanics underlying this coupling phenomenon. Two LC beams geometries are considered, each exhibiting a different type of D‐G interaction, namely (i) “true D‐G interaction” (close global, McrG, and distortional, McrD, critical buckling moments), containing three critical‐mode initial geometrical imperfection shapes (two global, due to the lack of symmetry, and one distortional) and (ii) “secondary global‐bifurcation interaction – SGI” (McrD«McrG), containing a critical‐mode distortional initial imperfection. In order to clarify the surprising behaviour of the beam undergoing a SGI, an additional beam is analyzed, deemed to exhibit a “pure” distortional post‐buckling behaviour. The GBT results provide the evolution, along given equilibrium paths, of the beam deformed configuration (expressed in modal terms), relevant displacement profiles and modal participation diagrams. The knowledge acquired has visible impact on the development of rational design rules for CFS beams affected by D‐G interaction, a topic addressed in a companion paper.
07.05: Fatigue life assessment of cold‐formed steel roof battens
Authors: Kathekeyan Myuran , Mahendran Mahen 
Published: September 2017

ABSTRACTMetal roofs of low‐rise buildings are exposed to highly fluctuating and prolonged suction wind uplift pressures during cyclones. The high suction pressures on roofs lead to premature, low cycle fatigue failures of roof members. Steel roof batten made of thin, high strength cold‐formed steel (CFS) is one of the vulnerable roof members that fails prematurely during cyclones. Pull‐through failure in the vicinity of batten to rafter connection is one of its common failure modes. A preliminary study on this topic revealed that the fatigue pull‐through capacity of a commonly used industrial roof batten is 45% of its static pull‐through capacity. Therefore, in order to assess the fatigue capacity and performance of all available CFS roof battens, a series of constant amplitude cyclic tests was conducted on thin‐walled steel roof battens. Critical parameters which influence the pull‐through failure, such as the steel batten grade, thickness and screw fastener diameter, were considered in the test series. S‐N curves were developed for each combination of the selected critical parameters, and the respective fatigue limits were obtained. Test results led to a simple modification to the recently developed static pull‐through capacity equations in order to include the effects of fatigue. They also improved the understanding of the fatigue behaviour of roof battens. In addition, a series of multi‐level cyclic tests was included in this study to investigate the suitability of the currently available Low‐High‐Low (LHL) cyclic test method. This paper presents the details of this study, and the results.
07.10: Elastic buckling strength of light‐gauge built‐up member from lipped C‐section under compression
Authors: Takahashi Daimu , Ikarashi Kikuo , Kobashi Tomoki 
Published: September 2017

ABSTRACTIn a cold‐formed steel structures, the plate thickness is thin. Therefore, plates can be connected by drilling tapping screws, or similar processes. Cold‐formed steel structures differs from conventional steel frames in that cold‐formed steel structures does not require welding. This construction method is simple and has excellent workability. In addition, cold‐formed steels can be used in built‐up members having various cross‐sectional shapes by connecting. In particular, built‐up members formed by lipped channel sections are widely used as vertical frame members, because they have a large bending stiffness relative to their cross‐sectional area. The built‐up member that joins the cold‐formed steels back‐to‐back with drilling tapping screws is one among them. When designing a built‐up compression member, it is important to understand the effect of spacing between interconnections and boundary conditions. However, it is not clear whether the connection interval of chord members affects the elastic buckling strength. Therefore, the spacing of connection is given an upper limit. In addition, previous studies have assumed that the cross section of the end is uniformly compressed. Accordingly, other boundary conditions have not been considered. This study considers steel with a thickness of less than 2.3 mm and discusses how spacing between interconnections and boundary conditions influence the elastic buckling strength.
07.12: On the design of cold‐formed steel beams with holes in shear using the direct strength method
Authors: Pham Song Hong , Pham Cao Hung , Hancock Gregory J. 
Published: September 2017

ABSTRACTThe Direct Strength Method (DSM) design rules for cold‐formed steel members in shear have been incorporated recently into the North American Specification for the Design of Cold‐Formed Steel Structural Members (AISI S100‐12) and are being implemented in the Australian Cold‐formed steel structures standard (AS/NZS 4600:2005). Recent studies have shown that the DSM can be used for beams with web openings subjected to shear by modifying the shear load at buckling (Vcr) and shear load at yielding (Vy) to include the influence of openings. This paper presents a buckling study on cold‐formed steel beams with various aspect ratios and with a wide range of web opening locations and sizes using the Finite Element Method (FEM) in order to determine Vcr. An artificial neural network (ANN) is then applied to learn and establish the relationship between the relative geometrical dimensions of perforated members and the shear buckling coefficients (kv). As a result, a simple equation is derived to approximate kv, which is used as input to the modified DSM design equations.
07.13: On extending the direct strength method to the design of cold‐formed steel built‐up columns
Authors: Abbasi Mandana , Khezri Mani , Rasmussen Kim J. R. 
Published: September 2017

ABSTRACTThis paper presents a numerical investigation of the effects of discrete fasteners on the buckling behaviour of cold‐formed steel (CFS) built‐up columns and concludes with the assessment of the applicability of the current direct strength method (DSM) to the design of these members. To this end, the compound strip method is first utilised to accurately model the buckling behaviour of CFS built‐up columns under axial compression via introducing connecting elements to represent the contribution of discrete fasteners. A series of elastic buckling analyses with different levels of composite action are carried out to obtain the “signature curves” corresponding to the considered CFS built‐up sections. The performed studies comprise of variations in cross‐sections, end boundary conditions and fastener spacing. Utilising the developed numerical techniques, the ultimate strength of the sections are estimated and an adjustment procedure is suggested to extend the current DSM equations to the design of CFS built‐up columns. The proposed adjustment is verified against the existing experimental data and shown to be capable and accurate in capturing the expected behaviour of CFS built‐up members with or without stiffeners.
07.15: Experimental and numerical investigation of cold‐formed steel built‐up stub columns
Authors: Meza Francisco , Becque Jurgen 
Published: September 2017

ABSTRACTThis paper describes a numerical and experimental programme carried out at the University of Sheffield on built‐up stub columns fabricated from cold‐formed steel. A total of 20 built‐up columns with four different cross‐sectional geometries were tested between fixed end conditions. Two of the cross‐sectional geometries were assembled using M6 bolts and the other two using M5.5 self‐drilling sheet metal screws. The connector spacing was varied among specimens of the same cross‐sectional geometry. The cross‐sections were assembled from flat plate, plain channels and lipped channels with nominal thicknesses ranging from 1.2 mm to 2.4 mm. The initial geometric imperfections of each specimen were recorded prior to testing and their material properties were determined by means of tensile coupon tests. Single lap shear tests were also carried out in order to study the connector behaviour of the bolts and the screws used to assemble the specimens.As part of the numerical part of the study, the test specimens were modelled using the commercially available ABAQUS software package. The recorded geometric imperfections, the measured material properties and the connector behaviour data obtained from the lap shear tests were incorporated into the FE models. Special attention was paid to the connector modelling in order to find an effective and simple way to represent their actual behaviour. The FE models were further used to quantify the effect of the connector behaviour on the buckling response of cold‐formed steel built‐up stub columns.
07.24: Behaviour of gypsum sheathed cold‐formed steel stud walls under lateral loadings
Authors: Selvaraj Sivaganesh , Madhavan Mahendrakumar 
Published: September 2017

ABSTRACTGypsum board is a common sheathing material for a steel wall panel systems being used with cold‐formed steel (CFS) studs. However, the effect of sheathing material to the panel system is under study by many researchers. Therefore, an experimental investigation was carried out to investigate the behaviour of CFS wall studs studs under flexural loading. A total of 24 full scale single stud panels were tested on unsheathed and both side sheathed panels. The parameters studied were C channel dimensions, sheathing thickness and fastener spacing. The experimental results were compared with the design specifications of AISI and found to be conservative.
07.30: Ways of improving the stability design calculations of cold‐formed columns
Authors: Belyy Grigoriy , Kuznetsov Aleksei 
Published: September 2017

ABSTRACTThe article presents the theoretical basis of engineering approach to the stability resistance calculation of cold‐formed columns subjected to an axial or eccentric compression. The research is based on an analytical stability solution and Eurocode provisions in terms of determining the reduced cross‐section in a combined action loading. It is demonstrated, that the reduced cross‐section, defined by the limit state of the column without reduction, in most cases has sufficient accuracy for engineering practice. Taking this assumption into account the engineering algorithm is designed for stability calculations by: flexural mode relatively the major axis; flexural‐torsional mode relatively the minor axis and overall mode. The results of stability calculations are demonstrated on examples of pin‐pin end restrained cold‐formed columns with high degree of section reduction. Stability resistance coefficients depending on column slenderness and load eccentricities are given. The degree of reduction influence on the overall stability is highlighted. The comparison with Eurocode results and authors experimental studies is also given.
07.32: The flexural strength behavior of profiled steel sheet – with hot rolled plate panel system with bolted connection
Authors: Govindan Senthil kumar , Madhavan Mahendrakumar 
Published: September 2017

ABSTRACTAn investigation on a new lightweight floor system using cold‐formed steel (CFS) sheet connected to the hot rolled steel (HRS) plate by bolts were carried out in the present study. A total of 18 numbers of specimens with varying lengths (short, moderate and long), bolt spacing (L/4, L/6 and L/8) and thickness (0.45mm; 0.45mm + 0.45mm) of CFS trapezoidal sheet were studied in three‐point bending to understand the moment carrying capacity and flexural behavior (deflection, stiffness and rotation) for composite panels in two phases. Phase I was based on single trapezoidal CFS sheet whereas the phase II was based on doubling the thickness by nesting (placing one sheet on top of another) two sheets together. The test results indicate that entire phase II specimens attained 50% to 80% higher ultimate load compared to phase I specimens. Moreover, significant increase in stiffness observed in all the phase I and phase II specimens with a decrease in spacing between the bolts. In general, it can observed that moderate length (1200 mm, l/d = 29.4) specimens was attained maximum moment carrying capacity compared to shorter (700 mm, l/d =14.7) and longer (1700 mm, l/d = 44.1) specimens. In addition, the mode of failure changed from local bending to tearing of CFS sheet under the maximum moment region with increase in span length.
08.03: Mechanical model to predict the resistance of the shear connection in composite beams with deep steel decking
Authors: Odenbreit Christoph , Nellinger Sebastian 
Published: September 2017

ABSTRACTThe resistance of a typical shear connection with headed shear studs in a composite beam is analysed in the normal case in accordance with EN 1994‐1‐1. The reducing effect of a trapezoidal metal decking onto the ultimate load bearing capacity is considered with empirically derived reduction factors and equations, which have been developed in the last century between the late 70th and the early 80th. The RFCS research project “DISCCO” [1] investigated the shear stud resistance with novel types of steel decking. In many cases, the shear resistance, which was predicted by EN 1994‐1‐1 [2] was not reached in tests.In the respective experiments with composite beams and deep decking, a concrete cone failure mode was identified and not a pure shear failure of the stud. This failure mode acted in combination with the load bearing capacity of the shear stud, which formed one or two plastic hinges in the shaft – depending on the available geometry.Based on these observations, new equations have been developed to predict the shear connection's resistance with more accurcy. The yield hinge mechanism of the shear stud, which was developed by Lungershausen [3], was extended by the above mentioned load bearing component ‘concrete cone’. The formulae consider the geometry of the stud and the steel decking, the material strength of the stud and of the concrete material. The statistical evaluation of the developed equations shows a good accordance with test results.
08.10: Experimental study of ferritic stainless steel composite slabs
Authors: Lauwens Kathleen , Douchy Jonas , Fortan Maarten , Arrayago Itsaso , Mirambell Enrique , Van Gysel Ann , Rossi Barbara 
Published: September 2017

ABSTRACTSteel‐concrete composite floors are commonly used in construction due to their favourable weight‐to‐depth ratio and erection time. Typically, concrete is poured onto a galvanised steel deck acting as formwork. However in case of floors exposed to corrosive environments, stainless steel is likely to be chosen over galvanised steel. Besides its better corrosion resistance, stainless steel also offers desirable aesthetic appearance and good mechanical properties. Composite slabs can fail in bending, vertical shear or longitudinal shear. The latter failure mode is the most common, and its prediction depends on values obtained through full‐scale tests. However, for stainless steel decks, no specific treatment exists in current design standards. This paper investigates the longitudinal shear resistance of stainless steel composite slabs through an experimental study. One short and three long span slabs, made using a Cofraplus 60 ferritic EN1.4003 stainless steel corrugated deck, are tested in accordance with Eurocode 4, annex B.3 [1]. The Partial Shear Connection (PSC) method is used to assess the longitudinal shear resistance. The experimental results together with the results provided in [2] are used to draw conclusions on the applicability of ferritic stainless steel decks in composite floors.
08.13: Structural performance assessment of steel frames with reinforced concrete walls
Authors: Vogiatzis Tzanetis , Avdelas Aris 
Published: September 2017

ABSTRACTIn recent years, there has been a growing interest towards the use of a composite structural system consisting of steel frames with reinforced concrete walls (SRCWs) as an economical alternative within earthquake resistant wall systems. The SRCW system is classified as Composite Structural Systems Type 1 in EN 1998‐1:2004. It has been shown that the SRCW system has the potential to be applicable as a lateral‐resistance system for low‐to‐moderate rise buildings located in earthquake‐prone regions as it has the potential to offer strength appropriate for resisting the lateral forces from earthquakes and stiffness adequate for controlling drift. Within the frame of this paper, analytical studies are conducted in order to obtain a better understanding of the SRCW system structural performance. Numerous three dimensional (3D) nonlinear Finite Element (FE) models have been developed using ANSYS software package. The detailed developed 3D FE models include the horizontal and vertical boundary steel elements, the discrete reinforcing bars, discrete stirrups as longitudinal and transverse confinement reinforcement, the shear connectors, the top and seat angles and the web angles including the bolts. Results and findings of this study are indicative of effectiveness of the headed studs geometry and material properties.
08.15: Axial behaviour of concrete filled lean duplex stainless steel square hollow sections
Authors: Lam Dennis , Yang Jie , Mohammed Asif 
Published: September 2017

ABSTRACTStainless steel hollow sections have been used in building constructions for a number of years due to their durability and superior mechanical properties. However, they are less favourable than the carbon steel counterpart owing to their relatively high cost. A new, low nickel content stainless steel (EN 1.4162) or commonly referred as ‘lean duplex’ has been developed; which has over two times the strength of the more familiar austenitic stainless steel but at approximately half the cost. This more economical alternative would definitely be an attractive option to the construction industry. This paper presents the behaviour of axially loaded concrete filled composite stub columns with lean duplex stainless square hollow sections. A series of tests was performed to consider the behaviour of short composite stainless steel columns under axial compressive loading, covering lean duplex stainless steel square hollow sections filled with normal to high strength concrete. Based on the experimental studies, a modified equation based on the current Eurocode 4 on steel concrete composite structures is proposed.
08.16: Static shear capacity of small‐scaled pin shear connectors
Authors: Wolters Kevin , Kopp Maik , Feldmann Markus , Claßen Martin , Schäfer Johannes 
Published: September 2017

ABSTRACTThrough the use of high‐strength steel as well as high‐strength (HSC) and ultra‐high‐performance concrete (UHPC) in composite constructions slender, wide spanning and highly sustainable composite surface elements can be implemented for the use in architecturally sophisticated structures. Due to their favourable ratio of strength to weight, the high‐strength concrete and steel allow a significant reduction of the dimensions of load‐bearing elements compared to normal‐strength materials. Thus, for certain fields of application the theoretical thicknesses of concrete chords can be reduced to less than 30 mm. However, for such slender composite structures and concrete chords the applicability of conventional shear connectors like headed studs is no longer given. The systematic connection of the composite cross sections requires novel, small‐scale shear connectors transmitting anchorage and shear forces through the composite joint.Therefore, the focus of the paper is on the local static load‐bearing and slip capacity of the pin‐structures due to shear forces. The paper presents the experimental and numerical results as well as the engineering models with the resulting design equations.