bluuebunny/crossref_metadata_2025_split huggingface dataset:
Behavior of geopolymer concrete‐filled circular steel tube members
Authors: Fang Han , Visintin Phillip 
Published: September 2021

AbstractBehavior of geopolymer concrete‐filled circular steel tube members was experimentally investigated. Four column specimens and one beam specimen were prepared using fly‐ash based geopolymer concrete. The material properties for both circular steel tubes and the geopolymer concrete infill were measured. The column specimens were tested under concentric and eccentric compression while the beam specimen was tested under three‐pointing bending, aiming to investigate the behavior of the structures subject to compression or combined loading. The load‐deformation behavior, compressive and bending strengths and failure mode of the specimens observed through the experiments are also reported in this paper. The compressive load and moment interaction relationship was developed using the experimental results. The measured ultimate compressive loads and ultimate moment capacity were also compared with the predictions obtained based on European and American Standards. It shows through the comparison that the predictions based on the standards are conservative. Therefore, the European and American Standards can be applied to safely design the structures.
Structural Performance of Blind Bolt Shear Connector under Static Loading
Authors: Mirza Olivia , Hosseini Seyedeh Maryam , Mamun Mohammad Shafiqul , kuikel kiran , Mashiri Fidelis 
Published: September 2021

AbstractThe main goal of this research paper is to determine the shear strength of blind bolt shear connectors for composite structures under static loading. The blind bolt shear connectors are not commonly used in composite structures due to the lack of detailed research regarding the structural performance of these types of connections. Whereas, the use of blind bolt shear connectors in strengthening and retrofitting of existing composite structures can be potentially sustainable and a cost‐effective approach. Hence, in this paper, the mechanical behaviour of blind bolt shear connectors was experimentally examined using direct shear tests. In addition, a three‐dimensional finite element model was developed to evaluate the factors that influence the static strength of steel‐concrete composite beam with bolted shear connectors. Furthermore, the numerical and experimental results were plotted and compared with conventional headed stud shear connector in terms of load versus slip. Results showed that the blind bolt shear connectors had significantly higher static strength than headed stud.
Modified strut and tie model of headed stud shear connectors in open trough profiled sheeting for predicting the post‐cracking load bearing resistance
Authors: Vigneri Valentino , Odenbreit Christoph , Lam Dennis , Hanus François 
Published: September 2021

AbstractCurrent EN 1994‐1‐1 provides statistically calibrated equations for predicting the strength of headed stud shear connectors in profiled steel sheeting. Recent tests showed that the design resistance is overestimated for some novel open trough decks. A mechanical model was developed within the RFCS Project DISCCO [3] that considers “stud in bending” component and the elastic bending resistance of the concrete rib separately (1‐2 mm slip). However, to represent the behaviour of the connector in the post‐cracking stage (2‐6 mm), a “Modified Strut and Tie” model was developed with the support of experimental and numerical results. The concrete and the steel deck were replaced by a system of strut and tie elements whereas the stud was considered as a beam with one or two plastic hinges. In accordance with test observations, the authors assumed that the resistance of the model is limited by the capacity of the strut in front of the stud estimated through an analogy with RC corbels. The analytical resistance of the system was finally derived and compared with the results of 193 push‐out tests: the statistical evaluation delivered a correlation coefficient of 0.81 and a coefficient of variation of 0.15.
Numerical evaluation of tubular perfobond shear connectors
Authors: Souza Keila L. , da Silva André T. , Henriques José , Vellasco Pedro C. G. , Rodrigues Monique C. 
Published: September 2021

AbstractComposite structures have been applied more frequently because they are an economical structural solution with excellent structural performance. The interaction is guaranteed with the use of elements that transfer the forces between these two materials. The most common mechanical connections between steel and concrete are made through shear connectors. Some of the connectors types used nowadays are stud bolt, U‐profiles, Crestbond, Perfobond and T‐Perfobond. Eurocode 4 prescribes that a connector has to possess a minimal ductility, one of the main requirements to shear connectors. The current Perfobond presents excellent resistant capacity, but low deformation capacity, contradicting what is prescribed by the code. This paper aims to study a Tubular Perforbond connector by analyzing the parameters that can influence its resistance and deformation capacity, applying FEM through Abaqus software, to simulate the composite structural, mechanical behaviour. When comparing the Tubular Perfobond connector with the Perfobond connector, it was possible to observe that the tubular connectors presented a substantial deformation capacity after peak load, while attending the connector ductility requirements. The use of Tubular connectors also decreased the concrete crushing propagation.
Non‐linear Analysis of Circular Composite Columns
Authors: Anwaar Omer , Schäfer Markus , Zhang Qingjie 
Published: September 2021

AbstractComposite columns provide many advantages for the application in multi‐story and high‐rise buildings. However, EN 1994‐1‐1 does not provide rules for the design of circular concrete sections with fully encased steel profiles according to the simplified methods. Normally, the simplified method for the design of composite columns is based on a normal force‐moment interaction diagram which assumes plastic cross‐section resistance. However, the moment resistance is to be reduced by a reduction factor αM, considering among other the difference between strain‐limited and plastic moment resistance. This reduction factor is developed and calibrated for composite compression members with concrete encased sections, partially encased sections and concrete filled rectangular and circular tubes. Comparison of plastic moment resistance to results based on strain limitation show that the application for circular section with encased steel section but without a steel tube may lead to unsafe results.The paper discusses different approaches for the determination of the N‐M Interaction curve and the design on cross‐section level. The results obtained from these methods are then compared to each other for different dimensions of cross‐sections of circular columns; and for different ratios of reinforcements, various steel grades and for normal and high strength concretes. Furthermore, the investigation focuses on the validation of the reduction factor αM and shows for which section types the values according to Eurocode 4 cannot be applied.
Experimental Assessment of Stainless and Carbon Steel Double‐Skin Tubular Stub Columns Filled with Recycled Aggregate Concrete
Authors: Castanheira Deborah S. , de Lima Luciano R. O. , Vellasco Pedro C. G. da S. , Cashell Katherine A. , Gardner Leroy 
Published: September 2021

AbstractThis paper presents an experimental study into the behaviour of concrete filled double skin tubular (CFDST) stub columns. A total of eight axial compression tests were carried out, half of which were filled with conventional concrete and the remainder had recycled aggregate concrete. The columns were circular in cross‐section and comprised an austenitic stainless steel outer tube and a carbon steel inner tube, of varying dimensions. Accordingly, hollow ratios of 0.67 and 0.55 were considered. The recycled coarse aggregate was made by crushing test specimens from a previous research project. A replacement ratio of 50% was adopted in these tests. Both the natural coarse aggregates and the recycled aggregates had a maximum diameter of 9.5 mm. During the tests, similar structural behaviour and failure modes were observed between the columns with conventional and recycled aggregate concrete, and the faiure modes were identical. The experimental results are compared with available design procedures and it is ultimately shown that using recycled aggregate concrete rather than regular concrete in CFDST stub columns does not have a significant effect on the performance.
Shear resistance of concrete dowels in composite slim‐floor beams
Authors: Aggelopoulos Eleftherios , Schorr Johannes , Kuhlmann Ulrike 
Published: September 2021

AbstractSlim‐floor beams offer the significant advantage of shallow floor depths. When combined with deep profiled steel sheeting, for example, being able to route services in‐between the troughs provides flexibility. Despite their advantages, composite slim‐floor solutions are rarely used in buildings, partly due to the lack of codified rules and detailed design guidelines.One of the objectives of the recently completed, European research project SlimAPP, was to investigate the structural behaviour of slim‐floor composite beams through experimental and numerical studies. Furthermore, design guidance for both the construction and the normal stage was developed. Particular focus was given to the shear connection between the steel section and the concrete slab. As an innovation compared with the conventional use of headed studs, concrete dowel type connectors were considered, where reinforcing bars are passed through openings in the web of the steel section.The findings from push‐out tests and subsequent finite element analyses on concrete dowel connectors are presented. From these results the load resisting mechanisms have been identified. Furthermore, the effect of certain parameters such as the concrete strength, the diameter of the rebar and the size of the web opening on resistance and ductility are evaluated. Analytical models are developed to predict the shear resistance for this type of connectors considering the various load resisting mechanisms. The models are validated against numerical and experimental results from the SlimAPP project and previous research. Comparisons are also presented against results obtained from the back‐analysis of beam tests which were also performed in the SlimAPP project.
The Effect of Degree of Composite Action on Reduced Web Section (RWS) Connections
Authors: Almutairi Fahad Falah , Tsavdaridis Konstantinos Daniel 
Published: September 2021

AbstractDue to the concerns regarding the effects of the composite action on the seismic performance of beam‐to‐column connections leading to premature brittle fracture of the beam bottom flange, this paper introduces a comprehensive finite element (FE) analysis studying the effect of the degree of composite action to the performance of the bolted extended end‐plate (BEEP) RWS connections subjected to cyclic loads. Circular web openings with diameter equal to 0.8 of the beam's depth and two different parameters, namely the distance from the face of the column, S, and the degree of composite action, are investigated. Based on the results, it is confirmed that the degree of composite action of RWS connections is an important factor in seismic‐resistant design. It is concluded that the low degree of composite action with the use of a structural fuse, such as an RWS connection with localised beam web opening, can potentially avoid bottom flange fracture damage. It is found that composite RWS connections can also be employed to improve the seismic performance on steel structures.
Behaviour of Smart Steel Column‐Beam Connection Under Blast Loading
Authors: Weli Sardasht S. , Gergely Vigh László 
Published: September 2021

AbstractThe generated damages in steel structures due to terrorist attack explosion has attracted structural engineering communities, because the effect of blast loading is extremely sever and destructive. The behavior of Superelastic Nickle Titanium Shape Memory Alloy (NiTi SMA) beam‐column connection was infrequently studied under the effect of blast loading. The present study develops smart steel beam‐column connection under the effect of blast loading. The performance of the proposed connection configuration is evaluated numerically to make better understanding of the conceptual design of NiTi SMA‐based smart bolted connections. NiTi SMA‐based smart connection stiffness and strength is determined based on Eurocode steel joint design procedures. Analytically, Simplified Kingery Airblast Calculations approach is used to generate time history blast reflected overpressure parameters. The austenite effect of NiTi‐SMA is introduced to the global 2D frame model by moment rotation capacity curves. The structural components are verified in Ultimate Limit State (ULS) by using the results of global 2D model. The outputs from the 2D global model is introduced in sub‐numerical models. The sub‐models examined by finite element software code. The result shows that the hysteresis flag‐shaped loop of NiTi‐SMA is well expressed by the sub‐models' numerical solutions. As a result, the proposed connection configuration can highlight the efficiency of NiTi‐SMA in terms of energy dissipation capacity under blast loading successfully.
Behaviour of Ferritic Stainless Steel Bolted T‐stubs Under Tension‐Part 1: Experimental Investigations
Authors: YAPICI Orhan , THEOFANOUS Marios , DIRAR Samir , YUAN Huanxin 
Published: September 2021

AbstractResearch on stainless steel structures has primarily focused on the structural response and design of individual members, whilst the response of joints has received far less attention to date. Recently, a series of experimental tests has been conducted on austenitic and duplex stainless steel moment resisting connections which highlighted both the excellent ductility and significant overstrength exhibited by such connections as well as the severe conservatism of current design rules specified in EN 1993‐1‐8 when applied to stainless steel joints. A comprehensive experimental study on the structural behaviour of stainless steel T‐stubs fabricated from EN 1.4003 ferritic stainless steel grade is reported in this paper. The tested configurations included both single and double bolt rows and have been assembled with A4‐80 stainless steel bolts. In order to determine the material characteristics of the T‐stubs and the connecting bolts, tensile coupon tests were performed and the material anisotropy exhibited by ferritic stainless steel has been quantified. The ultimate resistance, plastic deformation capacity and failure mode of each T‐stub were obtained and are reported herein. The obtained results are utilised to assess the accuracy of existing design rules and to validate the numerical model discussed in the companion paper.
Advanced Design of Steel to Timber Bolted Joints
Authors: Vopatová Kristýna , Cábová Kamila , Židlický Břetislav , Kuříková Marta , Wald František 
Published: September 2021

AbstractThe paper is focused on the topic of steel to timber joints with inserted steel sheet. These joints have significantly higher load‐bearing capacity compared to the classic timber joints with timber parts only. In order to study the mechanical behaviour of these joints with inserted steel sheet in tension, experiments were prepared at Czech Technical University in Prague, and the numerical model was created using the ABAQUS code. The test specimens were designed for the most accurate approximation of realistically designed structures based on the recommendation given in the standard. The eight different specimens varied in the diameter of the fastener, the size of the steel washers, the number of rows of fasteners, their spacing and the strength class of the timber. For this experimental study, a set of timber of the C24 strength class and glue‐laminated timber of GL24h strength class was prepared. Results of experimental work cover failure modes of timber and diagrams of displacement in control points. In the model, timber was described as an orthotropic elastic material with defined nine independent elastic constants. Contact bonds were defined between the bolts and the timber member as well as between the bolts and the steel based on experiments. Part of the work is dedicated to the verification and validation of the numerical model. The verification of the numerical model was based on the results of the analytical model given in the current design standard. The validation approved the good agreement of the numerical model with results of tension tests, with maximal deviation up to 19 %.
Flexural Strength of I‐Beams with Holes in the Tension Flange
Authors: Carlson Ryne B. , Swanson James A. , Rassati Gian A. , Burns Thomas M. 
Published: September 2021

AbstractThis paper focuses on the flexural strength of steel wide‐flange members that have holes in the tension flange. A comparison of the scant experimental data in literature with the strength predicted using the 2016 American Institute of Steel Construction (AISC) Specification shows that the predictions are not very accurate and most of the time are quite conservative. The research presented in this paper discusses a parametric analysis performed numerically in an effort to develop a design equation that better fits experimental data, without compromising the safety of flexural members. Extant literature already attempted proposing replacement design equations to address this issue. This paper proposes new design equations and compares all proposed replacements against experimental data augmented by the results of a series of numerical analyses aimed at filling the gaps in the available experimental datasets. These analyses were performed accounting for damage initiation in the finite element models, in an attempt to establish the bending moment at which fracture initiates and were calibrated against known experimental results. It is concluded that the introduction of the concept of a net plastic section modulus, calculated across the cross‐section containing the tension flange holes, provides the best practical approach to attain an accurate, yet conservative, estimate of the effective flexural capacity of a beam with holes in the tension flange.
Experimental investigations on the design and execution of shear loaded blind rivet joints in steel lightweight construction
Authors: Kalkowsky Florian , Glienke Ralf , Blunk Christoph , Dörre Maik , Henkel Knuth‐Michael 
Published: September 2021

AbstractThere is a barely manageable variety of blind rivets available on the market. This is because there is no universal product standard, which establishes the mechanical properties of blind rivets in a suitable manner. Whenever structural engineers dimension joints with blind rivets, they face a major challenge due to the lack of design values for the blind rivets themselves and the impractical application limits according to EN 1993‐1‐3. It is therefore necessary to determinate the design values of the blind rivets itself and for their applications in the field of steel lightweight construction in time and cost‐intensive experimental investigation. Furthermore, the regulations according to the ECCS, which allow the experimental‐based determination of design values for such applications, are insufficient, as they do not consider alternating stresses as well as compact joint dimensions.To close the gap of knowledge this paper presents results from systematic investigations on the shear and load‐bearing behavior of blind rivets and joints with blind rivets. Based on the investigations the authors suggest the extension of the current design and execution rules in order to allow a safe design by separate verification of the components and blind rivet.
Extension of the application limits of blind fasteners for joining high‐strength steels in metal lightweight construction
Authors: Kalkowsky Florian , Glienke Ralf , Blunk Christoph , Dörre Maik , Henkel Knuth‐Michael 
Published: September 2021

AbstractWherever joints in metal lightweight construction are only accessible from one side, joining techniques such as screwing or welding are uneconomic or inapplicable, blind fasteners and especially blind rivets as the most common type are the means of choice. Nevertheless, with the use of blind rivets, problems arise for the structural engineer, because of the lack of proper design rules according to the Eurocode 3. With the research affords of the authors this deficiency was eliminated for the field of normal strength steel in the past.However, with the increasing usage of high‐strength steels in such constructions, new problems emerge and the developed design rules are not valid yet. This paper presents results from quasi‐static tests on blind rivet joints with different steel grades of the components to extend the proposed design rules. Different effects were identified, which lead to a reduced shear resistance of the blind rivets. At the same time the results point out the benefits of high‐strength steels on the load‐bearing behaviour. Furthermore, results from fatigue tests on blind rivet joints are presented. These show a notable influence of the steel grade on the fatigue resistance of the joint as well as the potential for the design of such joints.
Experimental Evaluation of Ductility of Bracing Members
Authors: Patra Pratik , Sahoo Dipti Ranjan , Jain Arvind Kumar 
Published: September 2021

AbstractIn earthquake‐prone region, concentrically braced frames (CBFs) are used as lateral load resistance systems and prevents damage in structures. Special concentrically braced frames (SCBFs) are special type of CBFs system which is designed for higher level of displacement ductility and energy dissipation. In case of SCBF system, the connections are designed to undergo inelasticity which helps in dissipating the energy of the system. Two types of the connections that are used in the SCBF system are out‐of‐plane buckling (OOPB) connection and in‐plane buckling (IPB) connection. The latter is a newly developed connection for the SCBF system to prevent out‐of‐plane buckling of the braces which minimizes the damage of the non‐structural components of the building. In the present study, a state‐of‐the‐art comparison of the IPB and OOPB brace system were done keeping slenderness ratio and compactness ratio constant. Large‐scale tests were conducted on the two type of connections. Elliptical clearance of eight‐time the thickness of the gusset plate was used for the OOPB braced system. Linear clearance of three times the thickness of the knife plate was used for the IPB braced system. The parameters that were compared to measure the efficiency of the connections were displacement ductility, cumulative energy ductility and failure mechanism. It is found that the OOPB brace system performs better as compared to the IPB brace system keeping all other parameters constant. The reasons for the poor performance of the IPB brace system were discussed.