12th international conference on ‘Advances in Steel-Concrete Composite Structures’ - ASCCS 2018

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https://riunet7pre.upv.es/handle/10251/107280

After the success of ASCCS conference series: Harbin (1985,1988,2006), Fukuoka (1991), Kosice (1994), Innsbruck (1997), Los Angeles (2000), Sydney (2003), Leeds (2009), Singapore (2012), Beijing (2015) the upcoming 12th international conference on ‘Advances in Steel-Concrete Composite Structures’ (ASCCS 2018) will be held by Universitat Politècnica de València, Spain on June 27-29, 2018.

The conference is intended to provide a forum to discuss the recent progress and advances in the research, design and practice of steel-concrete composite as well as hybrid structures.

Futher information in: http://asccs2018.webs.upv.es/

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Now showing 1 - 20 of 117

A new method to assess the stiffness and rotation capacity of composite joints
(Editorial Universitat Politècnica de València, 2018-06-05) Duarte da Costa, Job; Obiala, Renata; Odenbreit, Christoph; ArcelorMittal
[EN] Composite beam-to-column joints in buildings are mostly modelled as pinned joints in order to facilitate the design of the structure. In reality, due to the required reinforcement in the concrete slab, a certain joint rigidity and bending resistance is always available. The real joint behaviour corresponds therefore more to that of a semi-continuous joint. This is not only beneficial for the serviceability limit state but can also be advantageous at ultimate limit state. However, due to the lack of analytical design rules in EN 1994 to verify the rotation capacity of semi-continuous joints, these are commonly modelled as pinned joints, which impedes an efficient design of composite structures. In this context, a research program on the behaviour of composite joints, focusing on the ultimate rotation capacity, was initiated at the University of Luxembourg [1]. The aim was to identify the influence of two major joint components – the reinforced concrete slab and the steelwork connection – on the moment-rotation curves of composite joints under hogging bending moment. An experimental campaign comprising 8 tests on beam-to-column joints was conducted to determine the response of composite joints with variable reinforcement ratio and diameter of reinforcing bars. In addition to the experimental part, an FE model was developed with the software ABAQUS aiming to simulate the behaviour of internal beam-to-column composite joints. In this paper, the 3D finite element model and results of analyses are presented. The FE model has been defined by 3D solid elements with realistic contact definitions and non-linear material laws. The results of the numerical simulations presented a good agreement with the experimental data. Based on the experimental and numerical investigations, the influence of reinforcement and steelwork connection on the structural properties of composite joints is derived. A new analytical method to determine the stiffness and rotation capacity of composite joints is proposed. The accuracy of this new method is confirmed by existing experimental and numerical results.
A novel one-sided push-out test for shear connectors in composite beams
(Editorial Universitat Politècnica de València, 2018-06-05) Al-Shuwaili, Mohammed; Palmeri, Alessandro; Lombardo, Maria; Government of Iraq; University of Kufa
[EN] Push-out tests (POTs) have been widely exploited as an alternative to the more expensive full-scale bending tests to characterize the behaviour of shear connections in steel-concrete composite beams. In these tests, two concrete slabs are typically attached to a steel section with the connectors under investigation, which are then subjected to direct shear. The results allow quantifying the relationship between applied load and displacements at the steel-concrete interface. Since this relationship is highly influenced by the boundary conditions of POT samples, different experimental setups have been used, where the slabs are either restricted or free to slide horizontally, as researchers have tried to reduce any discrepancy between POT and full-scale composite beam testing. Based on a critical review of various POT configurations presented in the dedicated literature, this paper presents an efficient one-sided POT (OSPOT) method. While OSPOT and POT specimens are similar, in the proposed OPSPOT setup only one of the two slabs is directly loaded in each test, and the slab is free to move vertically. Thus, two results can be obtained from one specimen, i.e. one from each slab. A series of POTs and OSPOTs have been conducted to investigate the behaviour and the shear resistance of headed stud connectors through the two methods of testing. The results of this study than were compared with those of different POTs setups conducted by other researchers. The new OSPOT results show in general an excellent agreement with the analytical predictions offered by both British and European standards, as well as the estimated shear resistance proposed other researchers in the literature. These findings suggest that the proposed one-sided setup could be used as an efficient and economical option for conducting the POT, as it has the potential not only to double the number of results, but also to simplify the fabrication of the samples, which is important in any large experimental campaign, and to allow testing with limited capacity of the actuator.
A numerical model with varying passive confinement for circular and elliptical concrete-filled steel tubular columns
(Editorial Universitat Politècnica de València, 2018-06-05) Lacuesta Carrión, César Damián; Romero García, Manuel Luis; Lapuebla Ferri, Andrés; Adam Martínez, José Miguel; Dpto. de Ingeniería de la Construcción y de Proyectos de Ingeniería Civil; Dpto. de Mecánica de los Medios Continuos y Teoría de Estructuras; Escuela Técnica Superior de Ingeniería de Caminos, Canales y Puertos; Escuela Técnica Superior de Ingeniería Industrial; Instituto Universitario de Investigación de Ciencia y Tecnología del Hormigón
[EN] In this work, a non-linear 3D numerical model to study concrete-filled tubular (CFST) columns is presented. The numerical model is capable to consider the passive confinement that occurs in the concrete core of CFST columns, under which an increase in the strength and ductility of the element is expected. Passive confinement is governed by the volumetric deformation of the concrete core and by the increment of concrete strength, so it was necessary to define both aspects in the constitutive model. In the volumetric deformation, the elastic and plastic components were included, the latter by using the Drucker-Prager model. Different values for the angle of dilatancy were defined for normal and high strength concrete. The model was validated by using experimental tests performed on stub columns and eccentrically loaded columns. In addition, different section geometries were tested. According to the results, the model was able to describe the non-uniform confinement that appears in the concrete core of CFST columns.
An experimental study of composite effect on the behaviour of beam-column joints subjected to impact load
(Editorial Universitat Politècnica de València, 2018-06-05) Chen, Kang; Tan, Kang Hai
[EN] This paper presents an experimental study on structural behaviour of composite beam-column joints under a middle column removal scenario. Specimens were subjected to impact loads from an MTS drop-weight testing machine. Two joints with welded unreinforced beam flange and bolted web connections were designed per AISC 360-10. One of the beam-column joints had a thicker composite slab. The joints were restrained by pinned supports at two beam ends, which were connected to rigid A-frames to represent boundary conditions from adjacent structures. Test results indicated that the composite slab significantly affected the impact force due to an increase of inertia. However, other structural responses (especially displacement of the middle column) decreased due to increase of stiffness contributed by the thicker composite slab. The finding was that increasing thickness of composite slab can increase the resistance of composite joint significantly due to increased composite effect. More experimental studies were conducted to investigate other types of joints.
An innovative concrete-steel structural system allowing for a fast and simple erection
(Editorial Universitat Politècnica de València, 2018-06-05) Lepourry, Clemence; Somja, Hugues; Keo, Pisey; Heng, Piseth; Palas, Franck; Agence Nationale de la Recherche, Francia
[EN] In usual concrete buildings, medium to long span slabs can only be achieved by using prestressed beams. However, these elements are heavy, making their handling expensive; the cladding of these beams to vertical elements creates several difficulties, particularly in case of moment resisting frames; at last, their precamber implies a cautious management of the concreting and is a source of defects. Steel-concrete composite beams may offer an alternative, with similar performances. However they are not considered by concrete builders, because specific tools and skills are needed to erect them on site. Moreover usual composite members require a supplementary fire protection, which is costly and unsightly. This article presents an innovative steel-concrete moment resisting portal frame that overcomes these difficulties. It is based on composite tubular columns, and a composite beam made of a U-shaped steel profile used as permanent formwork to encase a concrete beam. This steel-concrete duality of beams allows an erection on site without any weld or bolt by a wise positioning of the construction joints. Moreover, as the resistance to fire is ensured by the concrete beam, the system does not require any additional fire protection. Finally, as only steel elements have to be handled on site, there is no need of heavy cranes. This system has been used to build a research center near Rennes, in France. As it is not covered in present norms, an experimental validation was required. After a detailed description of the structural system, the full-scale tests which have been performed are presented : - A series of asymmetrical push-out tests in order to determine the behaviour and resistance of shear connectors; - One 6-point bending test made to investigate the resistance of the USCHB under sagging bending moment; Two tests of the beam-column joint.
Analysis and behavior of high-strength rectangular CFT columns
(Editorial Universitat Politècnica de València, 2018-06-05) Lai, Zhichao; Varma, Amit
[EN] The current AISC Specification (AISC 360-16) specifies the material strength limits for concrete-filled steel tube (CFT) columns. According to AISC 360-16, the steel yield stress (Fy) for CFT columns should not exceed 525 MPa, and the concrete compressive strength (f’c) should not exceed 70 MPa. CFT columns are classified as high strength if either Fy or f’c exceeds these specified limits, and are classified as conventional strength if both Fy and f’c are less than or equal to the limits. Due to lack of adequate research and comprehensive design equations, AISC 360-16 does not endorse the use of high-strength materials for CFT columns. This paper makes a contribution towards addressing this gap using a two-step approach. The first step consists of compiling an experimental database of high-strength rectangular CFT column tests in the literature and evaluating the possibility of extending the current AISC 360-16 design equations to high-strength rectangular CFT columns. The second step consists of developing and benchmarking detailed 3D nonlinear finite element models for predicting the behavior of high-strength CFT columns from the database. The benchmarked models are being used to perform comprehensive parametric studies to address gaps in the database and propose design equations for high-strength rectangular CFT members, which will be part of a future paper.
Analysis of concrete-filled stainless steel tubular columns under combined fire and loading
(Editorial Universitat Politècnica de València, 2018-06-05) Tan, Qinghua; Gardner, Leroy; Han, Linhai; Song, Dianyi; National Natural Science Foundation of China
[EN] In fire scenarios, concrete-filled stainless steel tubular (CFSST) columns undergo initial loading at ambient temperature, loading during the heating phase as the fire develops, loading during the cooling phase as the fire dies out and continual loading after the fire. CFSST columns may fail some points during this process under combined fire and loading. In this paper, the failure modes and corresponding working mechanism of CFSST columns subjected to an entire loading and fire history are investigated. Sequentially coupled thermal-stress analyses in ABAQUS are employed to establish the temperature field and structural response of the CFSST column. To improve the precision of the finite element (FE) model, the influence of moisture on the thermal conductivity and specific heat of concrete during both the heating and cooling phases is considered using subroutines. Existing fire and post-fire test data of CFSST columns are used to validate the FE models. Comparisons between predicted and test results confirm that the accuracy of the FE models is acceptable; the FE models are then extended to simulate a typical CFSST column subjected to the entire loading and fire history. The behaviour of the CFSST column is explained by analysis of the temperature distribution, load versus axial deformation curves and failure response.
Analysis of concrete-filled steel tubular columns after fire exposure
(Editorial Universitat Politècnica de València, 2018-06-05) Ibáñez, Carmen; Bisby, Luke; Rush, David; Romero García, Manuel Luis; Hospitaler, Antonio; Dpto. de Mecánica de los Medios Continuos y Teoría de Estructuras; Escuela Técnica Superior de Ingeniería Industrial; Instituto Universitario de Investigación de Ciencia y Tecnología del Hormigón; Generalitat Valenciana
[EN] Concrete filled steel tubular (CFST) columns have a high probability to resist high temperatures compared to steel structures, whose evaluation after a fire is limited by the resulting deformation. A better understanding of the behaviour of CFST columns after a fire, affected by the maximum temperature achieved by the concrete infill, is required to properly estimate their residual strength and stiffness in order to adopt a reasonable strategy with minimum post-fire repair. In this paper, a fiber beam model for the simulation of the post-fire response of slender concrete-filled steel tubular (CFST) columns is presented. First, the model is validated against experimental results and subsequently it is employed to analyse the post-fire response of circular CFST columns. The variation of the residual strength with the load level for realistic fire resistance times is numerically studied. Actually, in a building, the columns support load even while a fire is being extinguished, so it is important to take into account this loading condition when predicting the post-fire behaviour. Therefore, in this research, the complete analysis comprises three stages: heating, cooling and post-fire under sustained load conditions. The model considers realistic features typical from the fire response of CFST columns, such as the existence of a gap conductance at the steel-concrete interface or the sliding and separation between the steel tube and the concrete.
Analysis of Fracture Behavior of Large Steel Beam-Column Connections
(Editorial Universitat Politècnica de València, 2018-06-05) Qi, Liangjie; Paquette, Jonathan; Eatherton, Matthew; Leon, Roberto; Bogdan, Teodora; Popa, Nicoleta; Nunez, Edurne; China Scholarship Council; Virginia Polytechnic Institute and State University
[EN] Recently completed experimental steel beam-column connection tests on the largest specimens of reduced-beam section specimens ever tested have shown that such connections can meet current seismic design qualification protocols, allowing to further extend the current AISC Seismic Provisions and the AISC Provisions for Prequalified Connections for Special and Intermediate Steel Moment Frames. However, the results indicate that geometrical and material effects need to be carefully considered when designing welded connections between very heavy shapes. Understanding of this behavior will ease the use of heavier structural shapes in seismic active areas of the United States, extending the use of heavy steel sections beyond their current use in ultra-tall buildings. To better interpret the experimental test results, extensive detailed finite element analyses are being conducted on the entire series of tests, which comprised four specimens with beams of four very different sizes. The analyses intend to clarify what scale effects, at both the material and geometric level, influence the performance of these connections. The emphasis is on modeling of the connection to understand the balance in deformation between the column panel zones and the reduced beam section, the stress concentrations near the welds, the effects of initial imperfections and residual stresses and the validity of several damage accumulation models. The models developed so far for all four specimens have been able to accurately reproduce the overall load-deformation and moment-rotation time histories.
Analysis of slab-column connections in CFT sections without continuity of the tube
(Editorial Universitat Politècnica de València, 2018-06-05) Albareda-Valls, Albert; Milan, Caio; Maristany Carreras, Jordi; Garcia Carrera, David
[EN] When dealing with concrete-filled tube columns and RC slabs, it is usual to interrupt steel tubes in slab-column connections if the column is mainly compressed. Contractors do prefer to solve these connections with independent tubes, although innerreinforcements may be continuous through the slab. In these cases, both tubes from the upper and lower levels do have base plate connections, with a set of anchor bolts. This procedure saves a lot of time of global works, by making everything easier at the same time, as tubular profiles do not intersect the formwork.However, this reasonable design for slab-column joints suggest at least some questions about the strength of the concrete at the area of connection, where the tube has been interrupted. On the one hand, the load is transferred through concrete in the slab thickness, since there is no continuity of the tube; on the other hand, concrete at that point becomes triaxially confined due to the restriction to lateral deformation.This study analyses the validity of this connection method and the differences observed depending on the relative location of the column (corner, façade –lateral- or central pillars). Needless to say that the relative location of the column leads to differentconfinement patterns in concrete.
Analytical behavior of concrete-filled aluminum tubular stub columns under axial compression
(Editorial Universitat Politècnica de València, 2018-06-05) Zhao, Hua-Yang; Wang, Fa-Cheng; Han, Lin-Hai
[EN] This paper presents numerical investigation of circular concrete-filled aluminum tubular (CFAT) stub columns under axial compression. The numerical models were developed using the finite element (FE) package ABAQUS. The parameters commonly employed in conventional CFST FE modeling have been discussed in this study. The nonlinearities of concrete and aluminum materials and the interaction between concrete and aluminum tube were considered. Numerical models were validated against collected experimental data. The ultimate loads, load-axial strain relationship and failure modes from numerical simulations were compared with those from experiments. The verified FE model was used to analyze structural behavior of full histories of the corresponding load-deformation N-ε response. Load-deformation N-ε curves for both concrete and aluminum tube were also presented. Upon on validation of the FE models, additional structural performance data over a wide range of diameter-to-thickness ratios, aluminum grades and concrete strengths were generated for parametric studies. The influences of diameter-to-thickness ratios, aluminum grades and concrete strengths on the ultimate strength were presented in this paper.
Analytical behaviour of concrete-encased CFST box stub columns under axial compression
(Editorial Universitat Politècnica de València, 2018-06-05) Chen, Jin-Yang; Han, Lin-Hai; Wang, Fa-Cheng; Mu, Ting-Min
[EN] Concrete-encased CFST (concrete-filled steel tube) members have been widely used in high-rise buildings and bridge structures. In this paper, the axial performance of a typical concrete-encased CFST box member with inner CFST and outer reinforced concrete (RC) is investigated. A finite element analysis (FEA) model is established to analyze the compressive behavior of the composite member. The material nonlinearity and the interaction between concrete and steel tube are considered. A good agreement is achieved between the measured and predicted results in terms of the failure mode and the load-deformation relation. The verified FEA model is then used to conduct the full range analysis on the load versus deformation relations. The loading distributions of different components inclouding concrete, steel tube and longitudinal bar during four stages are discussed. Typical failure modes, internal force distribution, stress development and the contact stress between concrete and steel tube are also presented. The parametric study on the compressive behavior is conducted to investigate the effects of various parameters, e.g. the strength of concrete and steel, longitudinal bar ratio and stirrup space on the sectional capacity and the ductility of the concrete-encased CSFT box member.
Applications, behaviour and construction of high performance steels in steel-concrete composite structures
(Editorial Universitat Politècnica de València, 2018-06-05) Uy, Brian; Australian Research Council
[EN] This paper addresses the applications, behaviour and construction of high performance steels in steel-concrete composite structures. For the purposes of this paper, high performance steels will include high strength, stainless and weathering steels. Akin to many innovations in the construction industry, high performance steels have generally been adopted for the use in iconic projects well before design procedures have been developed in standards. This paper will provide a summary of many of the applications particularly as they pertain to iconic projects in Australasia and internationally. Recent research in these areas will also be summarised and important design parameters as they deviate from traditional mild structural steel will be highlighted. Australasian advances in the standardisation of both bridges and buildings incorporating high performance steels will also be summarised, with particular reference to the Australasian Design Codes in Bridge Structures, ASNZS 5100 Part 6; and Building Structures ASNZS 2327 which have both been published in 2017. The paper will conclude with suggestions for further research and will identify areas of significant gaps in Australasian and international standards which will also guide future research in this area.
Axial behaviour of concrete filled steel tube stub columns: a review
(Editorial Universitat Politècnica de València, 2018-06-05) Güler, Soner; Korkut, Fuat; Yaltay, Namik; Yavuz, Demet
[EN] Concrete-filled steel tubular (CFST) columns are widely used in construction of high-rise buildings and peers of bridges to increase the lateral stiffness of the buildings, the axial load capacity, ductility, toughness, and resistance of corrosion of the columns. The CFST columns have much superior characteristics compared with traditionally reinforced concrete columns. The position of the concrete and steel tube in the cross-section of the CFST column is the most appropriate solution in terms of the strength and ductility. The steel tube, which is placed outside of the cross-section of the column, withstand the bending moment effectively. The concrete that is placed into the steel tube delay the local buckling of the steel tube and increase the axial load capacity of the column due to continually lateral confining. This paper presents a review on experimental results of the axial behavior of CFST columns performed by various researchers.
Axially loaded grouted connections in offshore conditions using ordinary portland cement
(Editorial Universitat Politècnica de València, 2018-06-05) Schaumann, Peter; Henneberg, Joshua; Raba, Alexander; Bundesministerium für Wirtschaft und Energie, Alemania
[EN] A grouted connection (GC) is a hybrid connection which joins two telescoped steel tubes by filling the annulus between the steel tubes with grout. GCs are frequently used to enable a force fitted connection between piles and substructure of offshore wind turbines. At latticed substructures this connection is located at mudline level in wet ambient conditions (AC). Nowadays special grout materials are used to achieve not only best mechanical properties but also a good performance during grouting in offshore conditions.To reduce production costs the use of ordinary portland cement (OPC) is investigated as an alternative filling material within this paper. OPC has a much lower tendency to segregate, as there are no aggregates added. This leads to more simplified, stable and cheaper production processes offshore. Further focus is put on the failure mode of OPC filled GCs in submerged condtions.For an appropriate use of OPC offshore a feasible mechanical performance needs to be ensured. Investigating this, small and large-scale laboratory tests were performed at Leibniz Universität Hannover. Using the experimental test setup of previous investigations for special high performance grouts (HPG) [1, 2], enables a direct comparison of HPG and OPC. Documenting liquid and solid OPC properties, like slump flow and compressive strength confirms a stable material quality. Small-scale ULS-tests showed significantly lower ULS-capacities and a more brittle failing process compared to HPG. Lagre-scale tests confirmed the observed failure mechanisms of Schaumann and Raba for OPC filled GCs in submerged conditions [3]. Carried out tests showed significant influence of grout material and confirmed influence of grout annulus size on fatigue capacity.
Behavior of concrete-filled double skin steel tubular columns under eccentric compression after fire
(Editorial Universitat Politècnica de València, 2018-06-05) Liu, Xiao; Xu, Jianye; Wang, Bing
[EN] To analysis the behavior of the mechanical properties of concrete-filled double skin steel tubular (CFDST) columns under eccentric loads after fire, the finite element analysis was used. The established FEA modeling was verified by the experimental results which has a good agreement. The FEA modeling was then used to perform the temperature field and the full-range load-deformation relations of the CFDST subject to eccentric compression after exposed to fire. The results indicate that: with the time of fire increasing, the eccentric distance increasing, the steel ratio decreasing, the yield strength decreasing and compressive strength decreasing, the bearing capacity of CFDST in circle section under eccentric loads is showing a decrease trend, and the stiffness of component decreases with the time of fire increasing, the eccentric distance increasing and the steel ratio decreasing. The ductility of CFDST became better with the time of fire increasing and the eccentric distance increasing.
Behavior of innovative T-shaped multi-partition steel-concrete composite columns under concentric and eccentric compressive loadings
(Editorial Universitat Politècnica de València, 2018-06-05) Chen, Jie; Zhang, Sumei; Huang, Zhenfeng; Zhang, Xiongxiong; Guo, Lanhui; Ministry of Science and Technology, China; National Natural Science Foundation of China
[EN] T-shaped multi-partition steel-concrete composite column, composed of several concrete-filled rectangular steel hollow sections, is considered as an innovative composite member with the ability to accommodate neighboring wall thickness with great easiness. This paper intends to study the behavior of this innovative composite member under concentric and eccentric compressive loadings. A finite element (FE) analysis model accounting for the influences of confinement effects, geometric and material nonlinearities is developed using the program ABAQUS. The ultimate strength and load-strain responses predicted from the analysis are validated against the test results in the experiments conducted by the authors. The comparisons indicate that the FE model reasonably estimates the responses of the concentrically and eccentrically loaded T-shaped multi-partition steel-concrete composite columns. The verified model is then utilized to numerically investigate the working mechanism of the columns. The load distribution between the infilled concrete and the steel tubes and the stress distribution of the concrete during the loading process are analyzed. Moreover, parametric studies are performed to investigate the behavior of T-shaped multi-partition steel-concrete composite columns under different loadings. The studied parameters include steel to concrete area ratio, concrete compressive strength, steel yield strength and load eccentricity. Combined with the experimental results, FE analysis and parametric studies, the design recommendations for T-shaped multi-partition steel-concrete composite columns under different loadings are proposed.
Behaviour and Design of Composite Steel and Precast Concrete Transom for Railway Bridges Application
(Editorial Universitat Politècnica de València, 2018-06-05) Mirza, Olivia; Talos, Andrew; Hennessy, Matthew; Kirkland, Brendan
[EN] Currently most railway bridges in Australia require the replacement of the timber transoms that reside in the railway system. Composite steel and precast reinforced concrete transoms have been proposed as the replacement for the current timber counterparts. This paper outlines the structural benefits of composite steel-concrete transoms for ballastless tracks when retrofitted to existing railway steel bridges. However, in existing studies, it is found that there is little investigation into the effect of derailment loading on reinforced concrete transoms. Therefore, this paper provides an investigation of derailment impact loading on precast reinforced concrete transoms. The paper herein investigates the derailment impact loading of a train through experimental testing and numerical analysis of conventional reinforced concrete transoms. The paper also evaluates the potential use of 3 different shear connectors; welded shear studs, Lindapter bolts and Ajax bolts. The results of the experimental tests and finite element models are used to determine whether each transom is a viable option for the replacement of the current timber transoms on the existing bridges in Australia and whether they provide a stronger and longer lasting solution to the current transom problem.
Behaviour of steel and composite beam-column joints subjected to quasi-static and impact loads
(Editorial Universitat Politècnica de València, 2018-06-05) Chen, Kang; Tan, Kang Hai
[EN] The behaviour of steel and composite beam-column joints was investigated in this paper. A test programme on typical beam-column joints subjected to quasi-static and impact loads was presented. A comparison of different connections was conducted and composite slab effect was investigated. Based on the test results, a component-based modelling approach was proposed and validated. Basic nonlinear springs of beam-column joint models were developed. Mechanical properties of the nonlinear springs were defined based on either current design codes or models proposed by previous researchers. Good agreement with test results was achieved by the component-based models.
Bending Moment Capacity of Stainless Steel-Concrete Composite Beams
(Editorial Universitat Politècnica de València, 2018-06-05) Shamass, Rabee; Cashell, Katherine
[EN] Stainless steel is increasingly popular in construction owing to its corrosion resistance, excellent mechanical and physical properties as well as its aesthetic appearance. The current paper is concerned with the use of stainless steel in steel-concrete composite beams, which is a new application. Current design codes for steel-concrete composite beams neglect strain hardening in the steel. Whilst this is a reasonable assumption for carbon steel, stainless steel is a very ductile material which offers significant levels of strain hardening prior to failure. Therefore, when current design provisions are applied to stainless steel composite beams, the strength predictions are generally inaccurate. The current study presents a simplified analytical solution that takes into consideration the strain hardening of stainless steel when bending moment capacity is calculated. A finite element model is developed and validated against a number of experimental results for composite beams. The validated numerical model is then used to investigate the accuracy of the proposed analytical solution. It is concluded that simplified analytical solution is reliable and provides a straightforward design tool for practicing engineers who wish to specify this novel construction form in appropriate applications.

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