bluuebunny/crossref_metadata_2025_split huggingface dataset:
08.21: Shear strength of headed stud push‐out tests: Comprehensive literature review focusing on slab type, failure mode, and large‐diameter headed stud
Authors: Hirama Chihiro , Ishikawa Takashige , Hisagi Akie 
Published: September 2017

ABSTRACTIn the revised 2011 Japanese Industrial Standards, headed studs of 10 mm and 25 mm diameters were addressed. However, consideration of their mechanical properties remains insufficient; the shear strength characteristics of headed studs with diameters of more than 25 mm should be considered. To verify the shear strength of headed studs with other diameters, studies have been conducted using various methods. However, few studies have examined their overall shear strength tendencies. In this literature review, therefore, the shear strength tendency is comprehensively evaluated using experimental data from existing push‐out test results.The push‐out test results were obtained from published studies. Of the 1,002 results, the shear strength characteristics of headed studs were analyzed in terms of the headed stud diameter, slab type, and failure mode. The shear strength of the headed studs in solid slabs was approximately equal to the product of the headed stud tensile strength and total cross‐sectional area of the headed stud shaft component. The shear strength value was approximated because the push‐out test results were influenced by both the pure shear strength and concrete strength. This tendency was especially prominent in the case of headed stud failure. A similar tendency, although with variations, was observed in the case of concrete failure.The shear strength of headed studs in slabs with a steel deck cut on the flange also showed a trend similar to that in solid slabs. On the other hand, the shear strength of headed studs in slabs with a steel deck across the flange showed a different tendency and was less than that in solid slabs. The specimens having slabs with steel decks across the flange could be classified as those having headed studs welded through a steel deck and those having headed studs directly welded to the flange. However, their shear strength tendency was almost equal. The shear strength of headed studs with a diameter of more than 25 mm in solid slabs gradually decreased with the increasing diameter in both failure modes. Through comprehensive studies, three kinds of shear strength evaluation formulas were derived. Furthermore, the shear strength of the headed studs with a diameter of more than 25 mm were studied by slab type and failure mode.
08.25: The influence of the concrete slab on the behaviour of steel‐concrete composite joints for braced frames
Authors: Fasan Marco , Bedon Chiara , Amadio Claudio 
Published: September 2017

ABSTRACTIn current practice, the design of seismic resistant steel‐concrete composite braced frames generally aims to ensure a structural behaviour for beam‐to‐column joints as close as possible to perfect hinges, hence preventing any kind of interaction with the bracing system. The global performance of steel‐concrete composite joints, on the other hand, is markedly affected by the structural interaction between the concrete slab and all the steel components at the beam‐to‐column intersection. This is especially true during seismic events, when compression forces can typically arise in the concrete slab in the vicinity of the column, leading to the occurrence of struts in contact with the column itself. As such, for appropriate design assumptions, it is thus necessary to fully understand the influence of the joint components interactions.To this aim, in this paper a refined Finite Element (FE) model representative of a hinged beam‐to‐column joint in a braced frame is implemented in the ABAQUS computer software and validated with experimental results. A full 3D solid modelling approach is first taken into account, with careful consideration for the geometrical and mechanical properties of each joint component, as well as for the corresponding contact interactions, including properly calibrated damage material models. After a preliminary validation of the FE modelling approach carried out towards earlier full‐scale experimental tests, a parametric FE study is proposed. By taking into account four different geometrical configurations for a reference steel‐concrete composite joint, in particular, being characterized by (i) absence of slab, (ii) presence of slab with partial interaction with the column (i.e. isolated slab), (iii) presence of slab with interaction (even with small gap on one side) and (iv) fully interacting slab, major FE outcomes are critically discussed. It is shown, in this regard, that the isolation of the slab is typically associated to important effects on the structural performance of the joint itself, compared to a fully interacting concrete slab.
08.35: Compressive behavior of concrete filled double skin sections consisting of corrugated plates and ultra‐high strength steel corner tubes
Authors: Farahi Mojtaba , Heidarpour Amin , Zhao Xiao‐Ling , Al‐Mahaidi Riadh 
Published: September 2017

ABSTRACTConcrete filled tubular (CFT) sections and the most recent configuration of these sections, concrete filled double skin tubular (CFDST) sections, are being increasingly utilized in structural constructions due to their high strength and great performance under fire. CFDST sections generally consist of two steel hollow sections where the gap between the steel skins is filled with concrete. In this study, the mechanical performance of a new type of CFDSTs consisting of corrugated steel skins and ultra‐high strength steel (UHSS) or mild‐steel (MS) corner tubes is investigated. The efficiency of corrugated skins and UHSS or MS corner tubes is experimentally examined through conducting monotonic compressive tests. It is shown that employing steel skins with corrugated geometry may significantly increase the post‐peak compressive strength of CFDST sections. In addition, the experimental results are revealed that the non‐ductile compressive behaviour of ordinary CFDST sections can be effectively improved by employing UHSS corner tubes in fabrication of these sections. A finite element modelling framework is also developed to simulate the behaviour of the proposed high strength corrugated CFDST columns. The numerical modelling is first validated against the experimental results. The outcome of the paper indicates the potential of corrugated CFDSTs with UHSS or MS corner tubes to be used in various civil engineering construction.
08.37: Experimental analysis of concrete‐filled double skin tubular columns subjected to eccentric loads
Authors: Ibañez Carmen , Piquer Ana , Hernández‐Figueirido David , Martínez‐Ramos Óscar 
Published: September 2017

ABSTRACTThe results obtained from an experimental campaign on concrete‐filled double‐skin steel columns subjected to eccentric loads are presented in this paper. The program includes columns with equivalent cross‐sectional area but with different shape combinations of the inner and outer steel tubes: circular‐circular, circular‐rectangular and square‐circular tubes. The experiments have been designed considering columns with steel tubes of different dimensions and concrete infill with different strength: normal (NSC) and high strength concrete (HSC). Besides, all the tubes employed for the configuration of the columns are thin‐walled steel tubes.The effects of materials and geometry are studied in order to find the best configuration attending to ultimate capacity, strength index and concrete contribution ratio. Results show that as expected, the use of HSC results in an increment in the load bearing capacity and in the concrete contribution ratio of the columns, which decreases with eccentricity. Regarding the shape effect, the configuration with circular‐circular tubes proved to be the most efficient, contrarily to the rectangular‐circular double skin section.
08.48: Double‐steel plate composite shear walls: In‐plane seismic behaviour
Authors: Elmatzoglou Michaela , Avdelas Aris 
Published: September 2017

ABSTRACTDouble‐steel plate concrete (SC) composite shear walls are a structural system intensively used in nuclear facilities due to its exceptional performance. It consists of a concrete core with exterior steel faceplates serving as reinforcement. These steel faceplates are anchored to the concrete infill using headed steel studs which guarantee the composite action between the two different materials. The focus of this research is the investigation of the seismic performance of rectangular SC composite shear walls for application to buildings. A simple and cost‐efficient form of the SC wall is proposed based on the research conducted by Vazouras and Avdelas [1]. Its efficiency has been proved through extensive numerical analysis using a simplified finite element model developed in ANSYS [2] to simulate the nonlinear cyclic response of SC walls. The accuracy of the developed numerical model was validated using experimental data reported in the literature [3, 4]. The numerical predictions included global force‐displacement responses, strain and stress distributions on each material and damage to the steel plates and concrete. A typical damage pattern of the SC walls included yielding, local buckling and tearing of the steel plates in conjunction with cracking and crushing of the infill concrete. The impact of various parameters on the in‐plane response of SC walls has been investigated including wall aspect ratio, reinforcement ratio, slenderness ratio, wall thickness, yield strength of the steel plates and uniaxial compressive strength of concrete.
08.50: A study on the bond stress‐slip behavior between engineered cementitious composites and structural steel sections
Authors: Rana Mohammad M. , Lee Chi King , Al‐Deen Safat 
Published: September 2017

ABSTRACTThe performance of traditional steel‐concrete composite beams, which are commonly used in many building floor systems, could be further enhanced by introducing Engineered Cementitious Composites (ECC) as an additional composite component. The performance of such ECC‐concrete‐steel composite beams under high shear loading conditions will be significantly affected by the bond‐slip behavior between ECC and structural steel section. When studying the bond slip behavior between ECC and structural steel, simple push test is an inexpensive and convenient method to investigate the complex interaction between ECC and steel. Such push test study is an important step toward understanding the bond behavior and evaluating the performance of these types of beams. In this context, this paper presents results from twelve specially designed push tests that aim to determine the bond characteristics between ECC and structural steel strips. The results of this study present the bond stress‐slip behavior and failure modes under different cover thickness of ECC and the bond length specimens.
08.52: Numerical modeling of circular CFT columns with experimental verification
Authors: Hwang Ju‐young , Kwak Hyo‐Gyoung 
Published: September 2017

ABSTRACTCFT column has a lot of structural advantages due to the composite behavior between in‐filled concrete and steel tube. This paper deals with the resistance capacity of CFT columns by numerical method with developed bond‐slip model between in‐filled concrete and steel tube which can simulate the behavior of CFT without changing mechanical properties of in‐filled concrete. Since the applied axial load to in‐filled concrete is delivered to steel tube by the confinement effect and the friction, the governing equation related to the slip behavior can be constructed on the basis of the force equilibrium and the compatibility conditions. Developed model is described behavior of CFT to take into account this effect of bond‐slip to calculate confinement effect of in‐filled concrete by steel tube. Moreover, experimental verification of suggested numerical model is conducted with double curvature bending test.
09.11: Acoustic emission signal characteristics of damage accumulation in non‐buckling steel plate shear wall
Authors: Sun Feifei , Xiao Ben , Zhang Yunfeng 
Published: September 2017

ABSTRACTThis paper deals with acoustic emission (AE) monitoring of non‐buckling steel plate shear walls, in order to estimate damage accumulation of steel plate walls under cyclic loading. When material or any internal element in steel members develops plasticity or crack begins to form and grow rapidly, a large amount of energy will be released quickly within a short period. This would produce a series of transient stress waves, which is called AE signals. AE signals of the overall process contain useful information of irreversible accumulated damage in structural fatigue fracture progression. Continuous monitoring of low cycle fatigue plastic damage accumulation in steel plate walls is demonstrated in a corrugated‐shape steel plate wall under cyclic loading. Using the laboratory test data, the relationship between AE signals and fatigue damage accumulation in steel plate walls have been studied. It is revealed that the AE hit counts and energy can be used as one of the reference standards for judging the degree of plastic damage accumulation of material. AE damage accumulation evaluation based on AE hit and AE energy is a promising method for damage evaluation of steel hysteretic damping member. Compared with other conventional damage evaluation methods, it provides a new nondestructive testing approach to quantify the plastic damage of material, and it can be used to evaluate the member condition that are difficult to access.
09.13: The right choice of steel: Towards an optimized choice of the steel grade for toughness assessment
Authors: Tibolt Mike , Kühn Bertram , May Marc 
Published: September 2017

ABSTRACTThe choice of steel is generally ruled in EN 1993‐1‐1: 2005. The standard specifies several requirements for the choice: the material properties, the ductility, the toughness properties and the through‐thickness properties.The simplified design rules in the different parts of EN 1993 are based on the principle of limit state design. It assumes that the resistance of cross‐sections and members are determined in tests which comply with product standards (e.g. EN 10025‐4) and execution standards (e.g. EN 1090‐2: 2008) and which are evaluated according to EN 1990. Since the tests are conducted at room temperature, the design rules and the safety concept apply to the upper shelf region of the toughness‐temperature curve where the steel behaves ductile with sufficient toughness. Hence, the design rules only cover ductile failure modes and are only related to the material properties. For brittle failure in the lower shelf region, the assumptions for the design rules and safety concepts are no longer met. Therefore, brittle failure is accounted for with the right choice of the steel with sufficient toughness (Table 2.1 in EN 1993‐1‐10: 2005). This two‐way safety assessment ensures appropriate safety of steel structures in the full temperature application range.Table 2.1 has been mainly derived for welded construction details in bridges subject to fatigue. In consequence, the rules in EN 1993‐1‐10: 2005 could be extremely conservative if applied to elements subject to quasi‐static loading. According to EN 1993‐1‐10: 2005, an alternative approach to Table 2.1 consists in the application of fracture mechanic theory. However, the procedure in the standard is only generally described. Therefore the approach is rarely used and Table 2.1 is applied, so to speak, for elements in buildings and bridges. Finally, this often leads in general structural applications to an uneconomic choice of steel for toughness assessment.This paper gives guidance on the right choice of the steel grade according to the Eurocode and highlights the advantages of thermomechanical steels for each criterion. In addition, a new table for the choice of the steel grade for elements under compression and subject to quasi‐static loads will be proposed in this paper. The table is based on the same fracture mechanic approaches and standard detail than Table 2.1, but with the difference that crack growing is adapted to quasi‐static loading.
09.18: Innovative composite deck slab for railway bridges: Analysis of the fatigue behaviour of the shear connectors using the strain‐life method
Authors: Takacs Patrik , Fink Josef 
Published: September 2017

ABSTRACTAt Vienna University of Technology, Institute of Structural Engineering, a new, extremely slender steel‐concrete‐steel composite (SCSC) plate is under investigation to meet the requirements of today's standards related to the geometric conditions and noise emission in the substitution of old railway bridges. The layered construction consists of two steel cover plates with an unreinforced concrete core. Perforated shear connectors, welded alternately to the outer steel plates, work together to ensure the transmission of the shear flow between the outer plates. In addition to the distribution of the traffic load in cross direction, the SCSC deck slab also acts as main girder bottom flanges in longitudinal direction of the bridge construction. After the examination of the static load bearing capacity in former research programs [1, 2], the current investigations are focussed on the fatigue behaviour of the shear connector of the SCSC plate.In the course of research a nonlinear, three‐dimensional finite element model served as the basis for a lifetime calculation using the local strain‐life method. The aim was to investigate the relation between the range of traffic load and the bearable number of load cycles of the SCSC plate till crack initiation in the shear connectors. This paper provides an overview of the approaches used to calculate fatigue life and gives a brief summary of the results.
10.02: Numerical simulation of fire‐resistance test of steel beam
Authors: Cábová Kamila , Lišková Nikola , Benýšek Martin , Zeman Filip , Wald František 
Published: September 2017

ABSTRACTThe paper describes a virtual furnace for fire‐resistance tests following standard fire conditions. The model takes advantage of great possibilities of computational fluid dynamics code Fire Dynamics Simulator. The model is based on an accurate representation of a real fire furnace of fire laboratory PAVUS a.s. located in the Czech Republic. It includes geometry of the real furnace, material properties of the furnace linings, burners, ventilation conditions and also a tested specimen with measurement devices. The model allows controlling of gas temperature and the static over pressure in the volume of the furnace as it is specified in requirements of European standard for fire resistance tests. The accuracy of the model is validated to a fire test of empty horizontal furnace executed in the fire laboratory, which was except other carried out to harmonize initial settings of burners in the model. Then, the virtual furnace is used to investigate thermal behaviour for fire‐resistance test of a steel beam. The results of the virtual furnace illustrate the great potential for investigating the thermal behaviour of fire‐resistance tests.
10.03: Numerical investigation on the fire behaviour of steel beams with local fire protection damages
Authors: Bihina Gisèle , Zhao Bin 
Published: September 2017

ABSTRACTThe mains results from a numerical investigation on protected steel beams with localized fire protection damages in the Auditorium of Maison de la Radio in Paris are presented. These damages were caused by the implementation of a suspended ceiling fixed to the beams by means of rails, and observed near and at fixation points. In order to check the fire behaviour of these beams, a numerical study coupling a heat transfer analysis and a structural bearing capacity calculation was conducted under Ansys computer code. The partial lack of fire protection was accounted for by considering square holes through the whole sprayed protection thickness in the heat transfer analysis. Critical sizes beyond which the required R90 fire resistance rate is not met were defined, which enables to avoid any costly refurbishment of the sprayed fire protection.
10.04: Behaviour of plane frames of high strength steel in fire
Authors: Shakil Saani , Lu Wei , Puttonen Jari 
Published: September 2017

ABSTRACTMechanical properties given in the design code EN 1993‐1‐2, are obtained from researches on low strength mild steel. The applicability of these material properties to high strength steel (HSS) grade is thus, an area of interest. In this study, the behaviour of a planar frame made of high strength steel (HSS) in fire is studied by applying the finite element method. A material model was created using stress‐strain formulation from EN 1993‐1‐2 with reduction factors being from elevated temperature tests of HSS in literature as well as from EN 1993‐1‐2. FE analysis is carried out by Abaqus software using dynamic explicit solver so that non‐linear deformations can be simulated. Continuum elements are used to create FE model because of their capabilities to catch temperature distribution and local failure across cross‐sections of frame members. The FE model is validated by simulating experimental tests on mild steel frame from literature. With this validated model, the behaviour of the frames made of mild steel or HSS were compared based on deformation, critical temperatures, duration for collapse, and failure modes. Further, the behaviour of HSS frames using material data from different references were also compared. It is observed that deviations of mechanical properties at elevated temperatures from those in EN 1993‐1‐2 affect the behaviour of the frame.
10.07: Numerical analysis of the fire resistance of high‐strength steel circular columns
Authors: Tondini Nicola , Demonceau Jean‐François 
Published: September 2017

ABSTRACTHigh strength steels (HSS) have specific chemical compositions, which primarily depend on rolling tempering techniques, element thickness and the producer. Nonetheless, EN1993‐1‐12 related to HSS up to S700 grade does not provide any additional note on the design of steel structures subjected to fire and the designer is referred to EN1993‐1‐2 valid up to S460 grade. This paper presents the results of a numerical analysis on the behaviour at elevated temperature of Circular Hollow Sections (CHS) columns made of HSS. In details, three full‐scale HSS CHS columns with average measured yield strength of 822 MPa and 3.15 m long were tested under the standard ISO fire with constant eccentric compression load. Two members were made of a cross section 323.9 mm × 10 mm and one of a cross section 355.6 mm × 12 mm. The constant applied loads during the tests were respectively equal to 10%, 14% and 19% of the axial capacity of the columns at ambient temperature. Then, a nonlinear thermomechanical finite element model made of solid elements was developed by means of ABAQUS. A fully‐coupled analysis using Geometrically and Materially Nonlinear Imperfect Analysis (GMNIA) was employed meaning that the temperature field was determined together with the stress‐displacement fields. The calibration of the numerical model was carried out against experimental data by exploiting the thermal and the mechanical properties of steel provided in EN1993‐1‐2. A sensitivity analysis was performed to highlight the main parameters that affect the simulation results, i.e. mesh size, residual stresses, geometrical imperfections etc. The calibration process showed a good agreement between the numerical results and the experimental outcomes both in terms of failure temperature and of failure mode. With the calibrated model, it was finally possible to perform a preliminary parametric analysis by varying the applied load and the column relative slenderness to assess the appropriateness of the buckling curve included in EN1993‐1‐2 to predict the fire resistance of HSS CHS columns.