bluuebunny/crossref_metadata_2025_split huggingface dataset:
07.11: Rotational behavior of cold formed steel beams connected through clip angles
Authors: natesan vijayakumar , madhavan mahendrakumar 
Published: September 2017

ABSTRACTCold – formed steel (CFS) members are gaining importance as a material of choice for low‐rise residential construction in the developing world. The floor system used in such structures are constructed using CFS beams in a grid pattern. The CFS beams are typically connected utilizing clip angles whose rotation and ductility behavior is the focus of the present research. A total of 24 numbers of beam to beam connections with different connection configurations were tested to investigate the performance of clip angle connections concerning moment and rotational stiffness. The connection configuration parameters studied include four different aspect ratios for loaded leg, 3 different aspect ratios for anchored leg and two different thickness of clip angle. It was observed that the ultimate load of the clip angle bolted connection depends on the thickness and aspect ratios of clip angle. The maximum rotational stiffness value was obtained in the connection configuration 1.5 1×3.2‐3. The rotational stiffness versus percentage of ultimate moment depends on the anchored leg aspect ratio. The strain deformation measured in both legs of the clip angle and on both sides of the member connection between the loaded member and anchored member and on the anchored member helps to describe the clip angle behavior and loaded CFS member.
07.17: Design methods for drive‐in steel storage racks
Authors: Shaheen Mahmoud S.A. , Rasmussen Kim J.R. 
Published: September 2017

ABSTRACTThe European racking federation design guidelines FEM10.2.07 (2012) contains provisions for the analysis and design of drive‐in and drive‐through racks. It specifies different methods for carrying out the design, and the design verifications differ depending on the method chosen. However, there appears to be no published studies that compare the analysis and design methods specified in FEM10.2.07 and give recommendations for using a particular method over the other. In addition, the design guidelines are unclear about the definition of the effective length to use in the design of uprights. Depending on the way the effective length provisions are interpreted it leads to significantly different solutions. This paper studies the different design methods specified in FEM10.2.07 and exemplifies the differences, advantages and disadvantages of each method, and puts forward recommendations for design depending on drive‐in rack characteristics.
07.21: Experimental setups for the measurement of the rotational restraint provided to cold‐formed Z‐purlins by sandwich panels
Authors: Balázs Ivan , Melcher Jindřich , Belica Andrej , Oly René , Misiek Thomas 
Published: September 2017

ABSTRACTSandwich panels supported by purlins are widely used as the main load bearing part of roof systems of steel buildings. Sandwich panels provide lateral and rotational restraint to purlins which positively influences their resistance. Lateral restraint given by sandwich panels is equal for both the downward and uplift loads applied on the panel's surface, though the rotational restraint may have different character. The uplift load reduces contact area between the panels and purlins which can result in smaller restraint value.ECCS Publication N° 135/CIB Publication 379 states, the rotational restraint for uplift shall be determined by tests with the recommended setup, otherwise a zero value has to be considered. The recommended setup, originally developed by Joachim Lindner, was also used for the large EASIE testing program which was the base of the aforementioned recommendation. The test setup from EN 1993‐1‐3, originally developed by Teoman Peköz for tests with cold‐formed purlins and corrugated sheeting, has been considered as inappropriate for sandwich panels because it does not consider effects from transverse load.During the EASIE test program only hot‐rolled purlins were tested and therefore evaluation did not take into account section distortion which is negligible for hot‐rolled sections. The application of the test results for cold‐formed purlins and conclusion related to the rotational restraint under uplift load therefore required re‐confirmation by tests with cold‐formed purlins.The experimental research, to determine the rotational restraint given to cold‐formed Z purlins by sandwich panels, was performed at Brno University of Technology (BUT) in collaboration with Astron Buildings S.A. (Astron). Sandwich panels with direct fastening and hidden fastening, with PUR/PIR and mineral wool core were tested. ECCS/CIB test setup with the application of a torsional moment and a modified setup with the application of a direct force were used. Several tests were additionally done with the setup described in EN 1993‐1‐3. The creep effect was investigated as well. Based on the tests results, available test setups for cold‐formed purlins were weighted and commented. The correction of the current draft of EN 1993‐1‐3 was proposed.
07.25: Assessment of the utilisation of corrugated cardboard as a core material for sandwich panels
Authors: von der Heyden Aaron , Lange Jörg 
Published: September 2017

ABSTRACTSandwich panels became well‐established in industrial structures within the last 25 years, because they are light weight, cost efficient and provide a complete building envelope. Usually the panels consist of a thick core layer with a low density in between two thin metal face sheets. Both the face sheet and the core layer carry loads. While the face sheets provide high strength for axial stresses, the function of the core is to carry shear stresses and support the thin face sheets against wrinkling normal to their plane. Furthermore the core material acts as thermal insulation.The two most commonly used core materials for sandwich panels, polyurethane foam and mineral wool, have significant disadvantages concerning ecology and health compatibility. They are either petroleum‐based or fabricated with binders, which are based on non‐renewable resources. The energy consumption during the production process is very high. These core materials are hardly recyclable and their disposal is connected to great expense and environmental pollution.Corrugated cardboard has not only good thermal insulation properties. It also has a high load‐carrying capacity by being low‐costs and lightweight. The aim of this research project is the assessment of the utilisation of corrugated cardboard as a new core material for sandwich panels in building industries. The core is assembled by many layers of commercially available corrugated cardboard, glued together with organic binders. Mechanical and building physical properties are obtained for different kinds of corrugated cardboard as well as for different orientations. The material behaves anisotropic and thus, depending on the orientation of the core stiffness and strength could be determined, which are similar or even higher than these of common core materials. In this paper the results of so far conducted experimental investigations are presented and an outlook on future approach is given.
07.29: A unified methodology for the modelling of steel behaviour: An application‐oriented methodology
Authors: Hassan Muhammad Shariq , Salawdeh Suhaib , Goggins Jamie 
Published: September 2017

ABSTRACTThis paper presents a universally applicable methodology for the development of a material model for steel subject to static tensile loading. It is the first methodology ever presented in a unified format in the context of steel behaviour, and is critical for the ductile designing of steel elements. Hook's model, Hollomon's model and the Modified Weighted Average model (MWA) are extensively used in literature to model the linear elastic, strain hardening and necking behaviour of steel, respectively. In this paper, these three empirical models have been unified and linked empirically in order to format a design approach.In order to demonstrate the applicability of the design approach, a set of coupon test data, which reflects the material properties of 40×40×2.5, 20×20×2.0, and 50×25×2.5mm cold‐formed steel hollow specimens, is used. The material model is utilised in finite element models in simulations of the structural hollow tubes under tension loading. The simulated results are validated in terms of initial yield strength, ductility, material stress‐strain and hysteretic load‐displacement behaviour by using another set of measured data from physical tests, highlights the effectiveness of the methodology.
07.34: Influence of semi‐rigid sleeve joints on the multi‐span purlin design
Authors: Gutiérrez R. , Loureiro A. , Reinosa J.M. , López M. 
Published: September 2017

ABSTRACTThe sleeve joint is a bolted connection frequently employed in the purlins assembly of secondary structure in industrial building, because it facilitates the assembly of the structure. The joint behaviour determines the purlin structural behaviour.Recently, authors have proposed a simple approach to predict the stiffness and strength of the sleeve connection, depending on the lap length to depth ratio [1]. It includes rotational springs on the joint bolt lines, actuating in a coordinated way.In the present paper, multi‐span purlin models including the semi‐rigid nature of the joints are developed. They consist on beam and rotational spring finite elements, based on the previous approach. The joint behaviour influences the stresses and deformations developed by the purlin, which can be analysed, allowing for safety design in elastic range.The multi‐span purlin design with sleeve joints are studied, employing a model that includes the realistic behaviour of joints. The objective is to address the minimum lap length to depth ratio of the sleeve joints, needed for a confidence purlin design. This work is proposed in the framework of the optimized multi‐span purlin design with cold formed profiles, according to the European standards.
07.37: Development in calculation of stressed skin effect upon experimental and numerical research results
Authors: Lendvai Anita , Joó Attila László 
Published: September 2017

ABSTRACTThe opportunities of improvement in stressed skin design formulae in the European Convention for Constructional Steelwork (ECCS) publication are reviewed in this paper.Stressed skin effect is the diaphragm action provided by the in‐plane stiffness of a diaphragm assembly. The diaphragm is composed of panel assemblies transmitting in‐plane forces to the main frames, providing considerable stabilizing effect to the building. The stiffening effect of diaphragm assemblies depends on their components: type of supporting frame, type of sheeting, number of fixings and the connection between sheeting and purlins.This paper first discusses the results of an experimental analysis carried out in the Structural Laboratory of the Budapest University of Technology and Economics. The experimental programme aimed to study the stiffness of various diaphragm configurations. Based on the results, the principal influencing parameters are identified. The results confirm that the eccentricity of the connected members – that is out of consideration in current Eurocode provisions – play significant role in the stiffness, and thus it should be considered in design for stressed skin effect. The experimental results also served as a basis for numerical model development and calibration. The verified FE model is capable for numerical simulation of any kind of diaphragm assembly. The paper introduces the results of a parametric study aiming to extend the real experimental results by further virtual experiments.Based on the experimental and numerical results, modifications are proposed to the current Eurocode provisions, in order to capture all influencing parameters and thus to extend the applicability of the standard design model for “non‐standard” configurations that are commonly installed in practice as well.
08.07: Performance and capacity of composite “mega columns” with encased hot rolled steel sections
Authors: Bogdan Teodora , Gerardy Jean–Claude , Davies Donald W. , Popa Nicoleta 
Published: September 2017

ABSTRACTSteel reinforced concrete (SRC) columns are widely used in high‐rise buildings, since they provide larger bearing capacity and better ductility than traditional reinforced concrete (RC) columns. This type of structural system is not currently explicitly addressed in the actual design codes.The paper aims at presenting the behaviour of a new configuration of mega columns – isolated steel reinforced concrete (ISRC) columns. A two‐phase test was conducted on scaled ISRC columns designed based on a typical mega column of a super high‐rise building. Phase 1 of the study includes six 1/4‐scaled ISRC columns under static loads: every two of the specimens are loaded statically with the eccentricity ratio of 0, 10%, and 15%, respectively. Phase 2 of the study includes four 1/6‐scaled ISRC columns under quasi‐static loads: every two of the specimens were loaded under simulated seismic loads with the equivalent eccentricity ratios of 10% and 15%, respectively. A finite element analysis (FEA) was conducted as a supplement to the physical tests to provide a deeper insight into the behaviour of “mega columns”. An extended Plastic Distribution Method is defined to evaluate the capacity of the specimens. The method is based on simplifications similar to those proposed in EC4 [1]. The scope of this latter standard is limited to the consideration of one single steel profile. The method is validated by comparisons with experimental and with numerical simulation results using advanced finite element programs, showing a good accuracy in results.
08.19: Tests on concrete‐filled double skin tubular beams with circular stainless steel outer tubes
Authors: Wang Fangying , Young Ben , Gardner Leroy 
Published: September 2017

ABSTRACTA test program on concrete‐filled double skin tubular (CFDST) beams with austenitic stainless steel outer tubes and high strength steel inner tubes is presented in this paper. A total of 22 four‐point bending tests was carried out to study the behaviour and strengths of CFDST beams. The stainless steel outer tubes were circular hollow sections (CHS) with average diameter‐to‐thickness ratios of 56.8 and 48.5, and the measured 0.2% proof strengths of 276 MPa and 300 MPa, respectively. The high strength steel inner tubes were also circular hollow sections (CHS) with diameter‐to‐thickness ratios ranging from 5.0 to 22.8, and corresponding measured 0.2% proof stress ranging from 433 to 1029 MPa. The annuli were filled with concrete with three different concrete cylinder strengths of 40, 80 and 120 MPa. The moment capacities, moment–curvature relationships and failure modes of the beams are reported in this paper. It should be noted that currently there are no design provisions for concrete‐filled stainless steel members. The test strengths were therefore compared with the moment capacity predictions in existing design codes (the European Code and American Specification) for concrete‐filled carbon steel tubes. The comparisons revealed that both design codes provide very conservative resistance predictions.
08.29: Experimental investigation of concrete‐filled double skin tubular stub columns with ferritic stainless steel outer tubes
Authors: Wang Fangying , Young Ben , Gardner Leroy 
Published: September 2017

ABSTRACTAn experimental investigation of concrete‐filled double skin tubular (CFDST) stub columns with ferritic stainless steel outer tubes and carbon steel inner tubes is presented in this paper. A total of 14 tests was carried out to study the axial compressive behaviour and strengths of CFDST specimens. The outer tubes were cold‐formed from ferritic stainless steel material (grade 1.4003) into rectangular hollow sections (RHS) with depth‐to‐thickness ratios ranging from 26.1 to 42.1, while the inner tubes were cold‐formed from carbon steel (grade S235) into square hollow sections (SHS) with width‐to‐thickness ratios ranging from 7.5 to 13.5. The gaps between the outer and inner tubes were filled by concrete with three different nominal cylinder strengths of 40, 80 and 120 MPa. The columns had different lengths so that the length‐to‐depth ratio remained at a constant value of 2.5. The CFDST specimens were subjected to uniform axial compression. The column strengths, load‐axial strain relationships and failure modes were evaluated in this paper. The test strengths were then compared with the strengths calculated from the existing design codes, where the guidance given in European Code, Australian Standard and two American Specifications for concrete‐filled columns were used. It is shown that current design rules provide conservative predictions for the resistance of CFDST stub columns with ferritic stainless steel outer tubes.
08.30: Experimental investigation and specific behaviour of X‐HVB shear connectors in prefabricated composite decks
Authors: Gluhović Nina , Marković Zlatko , Spremić Milan , Pavlović Marko 
Published: September 2017

ABSTRACTConstruction industry is constantly facing new demands towards fast construction and smallest possibly quantity of work at the construction site. These increasing demands, in the field of composite construction of buildings and bridges, resulted in development of different types of prefabricated composite decks during decades and group arrangement of different types of shear connectors. Positioning of shear connectors into envisaged openings of prefabricated composite decks contributes to smaller quantity of concrete needed to infill openings of prefabricated composite decks. Composite action between steel profile and concrete decks can be achieved using X‐HVB shear connectors with powder‐actuated fasteners. Anchorage mechanisms developed between steel profile and fasteners during installation process of powder‐actuated fasteners are resulting in composite action between steel and concrete. Relatively simple and fast installation process, without requirements for additional equipment and electrical power on the site is characteristic for this type of shear connectors. Experimental investigation of X‐HVB shear connectors in prefabricated composite decks through standard push‐out tests, according to EN 1994‐1‐1 is presented in this paper. Shear connectors are positioned at the envisaged openings of prefabricated composite decks at the minimal longitudinal and transversal distances, recommended by the manufacturer. Two different orientations of shear connectors, forward and backwards to shear force direction are experimentally investigated and presented in this paper. Experimentally obtained characteristic shear resistance are compared with recommendations given by manufacturer. Characteristic slip at failure obtained from experimental investigation is compared with requirements given in EN 1994‐1‐1 in order to determine if this type of shear connector is considered as ductile. Eight specimens in two series are experimentally investigated through standard push‐out test. Different characteristic shear resistance and different failure modes are obtained for forward and backward orientation of shear connectors. Experimentally obtained results from standard push‐out tests for different orientations of shear connectors are compared with results obtained from extensive numerical analysis performed in Abaqus.
08.38: Experimental characterisation of the flexural behaviour of rubberized concrete‐filled steel tubular members
Authors: Silva António , Jiang Yadong , Castro José Miguel , Monteiro Ricardo 
Published: September 2017

ABSTRACTThe main objectives of the research presented in this paper are to investigate the flexural behaviour of Concrete Filled Steel Tube (CFST) columns made with Rubberized Concrete (RuC) and to identify the behavioural differences between this type of composite members and typical (standard concrete) CFST members. The influence of the rubber aggregate replacement ratio on member strength, ductility, and energy dissipation capacity is assessed. The paper begins with a description of the preparation and development of the experimental campaign, which involves the testing of 36 composite specimens (28 RuCFST and 8 standard CFST), and a single circular hollow steel tube. The selection of the specimens took into account a number of geometrical and material parameters, namely the shape of the cross‐section (circular, square and rectangular), the cross‐section slenderness and the rubber aggregate replacement ratio. A novel testing mechanism was developed as a part of an innovative testing setup, aimed at reducing both the cost and preparation time of the specimens. The columns were tested under both monotonic and cyclic lateral loading, combined with different levels of axial compression. The monotonic results were compared with the expected flexural capacities according to Eurocode 4, and the cyclic results were used to gauge the sectional slenderness limits of Eurocode 8 for different ductility classes. The test results obtained are indicative of the reduced influence of the type of concrete infill on the monotonic and cyclic flexural behaviour of these composite members, and also allow concluding that Eurocode 4 is conservative in predicting the capacity of the tested specimens. Moreover, it was found that the cross‐section slenderness does not have a significant influence on the monotonic and cyclic behaviour of the specimens, pointing out for the possible relaxation of the cross‐section slenderness limits currently specified in Eurocode 4 and 8.
08.39: Experimental investigations on performance enhancement of composite steel concrete shear walls by using steel fibre reinforced concrete
Authors: Dan Daniel , Stoian Valeriu , Florut Sorin‐Codrut , Fabian Alexandru , Boita Emanuela 
Published: September 2017

ABSTRACTThe paper presents further results of an experimental program that was conducted at the Politehnica University Timisoara, studying the behaviour of Composite Steel‐Fibre‐Reinforced‐Concrete shear Walls (CSFRCW) with partially encased profiles. Use of such shear walls represents a widespread solution for providing a lateral load resisting structural system, especially in the case of medium and high‐rise buildings placed in seismic areas. As previous theoretical and experimental studies have proved the performance of such system, the foremost objective of the experimental program consisted in identifying innovative solutions for composite steel‐concrete shear walls with enhanced performance, as steel fibre reinforced concrete which was used in order to replace traditional reinforced concrete. The program consisted in tests on 6 specimens designed as 1:3 scale steel‐concrete composite elements, leading to an experimental matrix that enabled complex comparisons of various solutions. Thus, a steel reinforced concrete shear wall (without any encased profiles) was used as reference, configuration/arrangement of steel profiles and ratios of steel fibre reinforcement were varied within the other five specimens. The effective stiffness, strength and ductility is evaluated using the experimental results.