Journal of Constructional Steel Research (J CONSTR STEEL RES)

Publisher: Elsevier

Journal description

The Journal of Constructional Steel Research provides an international forum for the presentation and discussion of the latest developments in structural steel research and their applications. It is aimed not only at researchers but also at those likely to be most affected by research results, i.e. designers and fabricators. Original papers of a high standard dealing with all aspects of steel research including theoretical and experimental research on elements, assemblages, connection and material properties are considered for publication. Those presenting research findings in a form suitable for practical use are especially welcome. Papers reporting work in progress will also be included, provided the long-term practical implications of the research are evident as will state-of-the-art papers, or those by designers and fabricators dealing with issues bearing directly on research. The journal will also present technical notes, book reviews, discussions and letters to the Editor. It is intended that at intervals summaries will be included indicating current research activities throughout the world, and reports of conferences and meetings related specifically to constructional steelwork. Announcements of conference and symposia are also included in the form of a calendar.

Current impact factor: 1.32

Impact Factor Rankings

2016 Impact Factor Available summer 2017
2014 / 2015 Impact Factor 1.321
2013 Impact Factor 1.37
2012 Impact Factor 1.327
2011 Impact Factor 1.251
2010 Impact Factor 1.003
2009 Impact Factor 1.018
2008 Impact Factor 0.841
2007 Impact Factor 0.664
2006 Impact Factor 0.7
2005 Impact Factor 0.605
2004 Impact Factor 0.613
2003 Impact Factor 0.543
2002 Impact Factor 0.296
2001 Impact Factor 0.388
2000 Impact Factor 0.418
1999 Impact Factor 0.341
1998 Impact Factor 0.237
1997 Impact Factor 0.259
1996 Impact Factor 0.357
1995 Impact Factor 0.178
1994 Impact Factor 0.262
1993 Impact Factor 0.151
1992 Impact Factor 0.078

Impact factor over time

Impact factor
Year

Additional details

5-year impact 1.70
Cited half-life 6.70
Immediacy index 0.25
Eigenfactor 0.01
Article influence 0.54
Website Journal of Constructional Steel Research website
Other titles Journal of constructional steel research (Online), JCSR
ISSN 0143-974X
OCLC 38933700
Material type Document, Periodical, Internet resource
Document type Internet Resource, Computer File, Journal / Magazine / Newspaper

Publisher details

Elsevier

  • Pre-print
    • Author can archive a pre-print version
  • Post-print
    • Author can archive a post-print version
  • Conditions
    • Authors pre-print on any website, including arXiv and RePEC
    • Author's post-print on author's personal website immediately
    • Author's post-print on open access repository after an embargo period of between 12 months and 48 months
    • Permitted deposit due to Funding Body, Institutional and Governmental policy or mandate, may be required to comply with embargo periods of 12 months to 48 months
    • Author's post-print may be used to update arXiv and RepEC
    • Publisher's version/PDF cannot be used
    • Must link to publisher version with DOI
    • Author's post-print must be released with a Creative Commons Attribution Non-Commercial No Derivatives License
    • Publisher last reviewed on 03/06/2015
  • Classification
    green

Publications in this journal

  • [Show abstract] [Hide abstract]
    ABSTRACT: An enhanced fatigue assessment of critical welded details in a steel–concrete composite railway bridge was carried out by fatigue crack propagation analysis based on linear elastic fracture mechanics (LEFM). The most fatigue critical connections concerned in this study were identified by the preliminary fatigue assessment based on the S-N method in the previous research of the authors Zhou et al. (2013) . Three-dimensional crack models of the critical connections were incorporated into the global–local finite element model of the bridge. The stress intensity factor (SIF) histories of the cracks were calculated through dynamic analysis of the bridge due to the high-speed train passages, which validated the applicability and the accuracy of the empirical SIF formulas for the concerned bridge details. The fatigue crack growth curve, represented by crack size versus number of train passages, was obtained through crack propagation analysis based on the Paris law and LEFM, and fatigue propagation life was predicted for each critical connection. The proposed crack propagation analysis method provides a general and alternative approach to evaluate the fatigue life of welded details in steel bridges.
    No preview · Article · Jul 2016 · Journal of Constructional Steel Research
  • Zhihua Chen · Hao Xu · Zhongwei Zhao · Xiangyu Yan · Bingzhen Zhao

    No preview · Article · Jul 2016 · Journal of Constructional Steel Research
  • [Show abstract] [Hide abstract]
    ABSTRACT: Double-skin composite (DSC) panels can offer high strength and robustness while improving the convenience of construction, with great potential for application in high rise buildings and nuclear power plants. In DSC panels, the stability of the outer surface steel plates are governed by the constraints of the in-fill concrete and the discrete shear connectors, i.e., the ratio of connector spacing (B) and surface steel plate thickness (t). In this paper, tests were performed on 10 specimens to assess the buckling behavior of DSC panels. The arrangement of the shear studs and the B/t ratio were varied in the tests. The results show that the arrangement and spacing of the shear studs can considerably influence the buckling shapes and loading capacity of the steel plates. Three-dimensional finite element (FE) models were developed to simulate the behavior of DSC panels subject to compression, and the FE results were found to be in good agreement with the observed buckling behavior during tests. A theoretical model based on Euler's equation was also proposed to predict the buckling stress of steel plates, and it showed reasonable agreement with the experimental measurements and FE results. The formula proposed in this paper can be used for determining the number or spacing of shear studs in DSC walls.
    No preview · Article · Jun 2016 · Journal of Constructional Steel Research
  • [Show abstract] [Hide abstract]
    ABSTRACT: This paper presents an accurate and efficient numerical procedure for evaluating the system reliability of steel frames with semi-rigid connections. The ultimate strength and behaviour of the frame were predicted using a refined plastic hinge model due to its computational efficiency, whilst the nonlinear behaviour of semi-rigid connections was captured using a three-parameter power model. The statistical properties for the three parameter power model were obtained based on available experimental results. The sensitivity of reliability to the model error was also studied. Monte Carlo simulation was used to estimate the probability of failure and the reliability index of a system. Two example frames subjected to combined gravity and wind loads were examined and their system reliability indices for both strength and serviceability limit states were evaluated based on the randomness in loadings, material and geometric properties and semi-rigid connections. The results indicate that the frame reliability is strongly affected by semi-rigid connections.
    No preview · Article · Jun 2016 · Journal of Constructional Steel Research
  • [Show abstract] [Hide abstract]
    ABSTRACT: Cyclic loading tests on seven cold-formed steel shear walls were performed concerning the influence of the end stud type, stud section, interlayer action and openings. The results showed that: (1) failure modes similar to the single-story shear wall test results mainly occurred in the underlying wall; (2) two-story specimens with an aspect ratio of less than 2.0 had shear type failures, whereas the failure mechanism of three-story specimens with an aspect ratio larger than 3.0 tended to be bending failure; (3) both shear strength and non-deformability were notably enhanced by adopting reinforced end studs, and the specimens exhibited better energy-dissipating capacity after their yield limit; (4) when the web depth of end columns was enlarged from 89 mm to 140 mm, for a fully sheathed specimen, the elastic stiffness of the lower story was improved by nearly 41.5%, while there was no meaningful reduction in the non-deformability of the upper story if the opening area ratio was 20.8% at most; (5) due to the second story, the base shear of the two-story specimen was less than the shear capacity of the corresponding single-story shear wall; and (6) the decreased percentages of the shear strength for specimens with similar opening area ratios were nearly the same, which is irrelevant to the stud section. Based on a bearing mechanism analysis of the perforated shear wall, a simplified method was proposed to predict the base shear for a mid-rise shear wall with a relative error of 1.5% between the calculated and test results.
    No preview · Article · Jun 2016 · Journal of Constructional Steel Research
  • [Show abstract] [Hide abstract]
    ABSTRACT: Nonlinear finite element models of through beam connection to concrete filled circular steel tube (CFCST) column with three types of connection failures (column, beam and joint shear failures) under monotonic loading were proposed by ABAQUS programme. The connection detail composed of a steel I-beam which is completely passed through the circular steel tube column and welded to it by fillet or full penetration weld and the tube is then filled with concrete. The connection parameters investigated included different ratios of column-to-beam flexural strength, fillet or full penetration weld to connect the beam to the tube, using rebar inside of the column and effect of beam web and concrete core inside the joint. Buckling analysis, concrete damage, weld fractured and tube tearing were defined in the model. Good agreement was achieved between the model and existing test results in terms of the beam tip force–storey drift relationship, joint distortion and joint shear strain. As a result, the models could correctly predict the linear, nonlinear and post-failure behaviours of the connection. In addition, other parameters of the connection were investigated for the specimens. Finally, the effect of column axial load level for the connection behaviour in the three types of failures was investigated as a parametric study.
    No preview · Article · Jun 2016 · Journal of Constructional Steel Research
  • [Show abstract] [Hide abstract]
    ABSTRACT: High strength steels, considered in the context of the structural Eurocodes, as steels with a yield strength over 460 MPa, are gaining increasing attention from structural engineers and researchers owing to their potential to enable lighter and more economic structures. This paper focuses on the bending strength of hot-finished high strength steel (HSS) square and rectangular hollow sections; the results of detailed experimental and numerical studies are presented and structural design rules for HSS cross-sections are proposed. A total of 22 in-plane bending tests, in three-point bending and four-point bending configurations, on HSS sections in grades S460 and S690 were conducted. The experimental results were replicated by means of non-linear finite element modelling. Upon validation of the finite element models, parametric studies were performed to assess the structural response of HSS sections over a wider range of cross-section slenderness, cross-section aspect ratio and moment gradient. The experimental results combined with the obtained numerical results were used to assess the suitability of the current European (EN 1993-1-1 and EN 1993-1-12) cross-section classification limits for HSS structural components. The reliability of the proposed cross-section classification limits was verified by means of the EN 1990 — Annex D method.
    No preview · Article · Jun 2016 · Journal of Constructional Steel Research
  • [Show abstract] [Hide abstract]
    ABSTRACT: Monotonic and cyclic loading tests on 51 sets of sheathing-to-stud connections that covered four sheathing types were conducted, from which the failure modes and load-deformation relationships of the connections were obtained. Factors such as sheathing material, stud thickness, screw diameter, edge distance, sheathing orientation and loading mode were considered. The results showed that (1) for calcium silicate boards (CSB), specimens exhibited brittleness damage, whereas for the other sheathing types, obvious signs of damage were observed during testing; (2) compared to the cyclic test results, the shear capacities and non-deformabilities of the monotonic test specimens are higher; (3) edge distance has a much stronger effect on the shear capacity than screw diameter and stud thickness; with the increase in edge distance, the shear capacity under tension will be improved but no more than that under compression; and (4) compared with CSB, the loading direction has a minor effect on the shear capacities of the connections for the other sheathing types. A four-line degradation model was adopted to fit the skeleton curves of the connections, and a hysteretic model was established based on a pivot model and verified by a numerical method, showing good agreement between the simulated and test results. Finally, according to the experimental results, a series of connection deformation limits was suggested; moreover, during the shear strength design of the connections through the load resistance factor design method, the resistance factor can be assumed to be 0.62, whereas 0.59 should be replaced for those connections of CSB with a small edge distance.
    No preview · Article · Jun 2016 · Journal of Constructional Steel Research
  • [Show abstract] [Hide abstract]
    ABSTRACT: The integrity of steel beam components in high intense stress applications have been observed to be influenced by the condition of the cut edge properties. The cut-edge characteristic properties formed during laser-cutting processing have been over prolonged periods determined to have beneficial effects on fatigue life. During this study two high strength steel grades S355MC and DP600 have been examined. This is important in the case of high strength steels, these were shown to display an increased sensitivity to fatigue cracks initiating from cut-edge regions. It was determined that by controlling the interrelationship between power and traverse cutting speed during the laser cutting process can result in optimised fatigue lives being achieved. Optimal fatigue lives were attained by minimising the laser cut-edge surface damage, maintaining the formation of shallow striations and by controlling the near edge microstructural deformations during each cutting process. This was validated using a bespoke automotive component in which was tested under four-point loading.
    No preview · Article · Jun 2016 · Journal of Constructional Steel Research
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    ABSTRACT: This paper studied the structural behaviors of steel–concrete–steel sandwich composite plates under patch loads. Ten SCS sandwich plates, adopting an ultra-lightweight cement composite (ULCC) and overlapped headed studs as the bonding measures at the steel–concrete interface, were simply supported and subjected to patch loads till failure. The investigated parameters included spacing of the connectors, strength of the ULCC core, thickness of the steel skin, volume fraction of the fiber, and depth of the cross section. Test results estimated the size of the punching cone and showed that load-defection behaviors of the SCS sandwich plate contained five stages. The influences of the different parameters have been discussed and analyzed. Analytical models have been developed to predict the ultimate resistances of the SCS sandwich plate under patch loads through modifying the code equations. These innovations and modifications included developing models to predict the tensile resistance of the connectors, incorporating the contribution of the top steel skin on the punching shear resistance, consideration of the tensile resistance of the connectors on the second peak resistance of the structure, and adopting a proper critical perimeter. The validations of the predictions against the test results showed that the code provisions overestimated ultimate resistances of the SCS sandwich plates and the developed analytical models offered reasonably good agreements. Design recommendations were finally given based on these validations and discussions.
    No preview · Article · Jun 2016 · Journal of Constructional Steel Research
  • [Show abstract] [Hide abstract]
    ABSTRACT: Bridge fires are becoming an increasing concern, and for steel plate girder bridges in particular, web shear buckling is one of the failure mechanisms that can make it necessary to replace the girder after the fire is extinguished. The objective of this study is to evaluate the web shear buckling response of two experimental plate girder specimens subject to fire conditions, and also to determine how complex computational models must be to accurately characterize the web shear buckling response of steel plate girders subjected to fire. Three parameters are evaluated: boundary conditions representing the flange, representation of thermal gradients, and composite action with the slab. To meet this objective, finite element models with varying parameters are compared to each other and to experimental results. Results show that the presence of a composite slab significantly increases the shear capacity of the plate girder. The presence of thermal gradients makes finite element modeling of the flange more sensitive to the results compared to a uniform temperature distribution. Modeling the girder with a uniform temperature equal to the temperature of the web leads to similar results as modeling with thermal gradients.
    No preview · Article · Jun 2016 · Journal of Constructional Steel Research
  • [Show abstract] [Hide abstract]
    ABSTRACT: This paper studies the shear performance of steel–concrete–steel (SCS) sandwich slender beams inter-connected with round steel bars and headed studs. Nine beams with shear span/depth ratio from 2.5 to 3.5 were tested under static loads. Other experimental parameters include the diameter and spacing of the vertical tie bars and stud connectors. All beams failed by vertical shear with the failure patterns differing slightly due to stud arrangement and shear reinforcement ratios. Test results show that the shear resistance after critical cracking is dependent on the strength of vertical reinforcement, steel plate and stud connectors. Based on the observed failure modes, an analytical expression is derived for the shear resistance after critical cracking. The mechanical model considers the contribution of the vertical reinforcement and the dowel resistance resulting from the composite action between the steel plate and concrete. The stud spacing value is recommended to maintain a full composite behavior in shear span, and if it is exceeded, the dowel action should be revised accordingly. Accuracy of the proposed method is ascertained by comparing with the test results.
    No preview · Article · Apr 2016 · Journal of Constructional Steel Research
  • [Show abstract] [Hide abstract]
    ABSTRACT: The paper presents a study on the buckling of corroded equal-leg angle-section members. The remaining load-bearing capacity and the prospective behaviour modes are analysed by experimental and numerical research. The diversity of the corrosion is taken into consideration in the analysis; the corrosion is modelled by thickness reduction. Compressive buckling tests, finite element and analytical studies are completed to analyse the modified buckling behaviour and the ultimate load. On the basis of the results simplified design method is developed for the prediction of remaining compressive resistance.
    No preview · Article · Apr 2016 · Journal of Constructional Steel Research
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    ABSTRACT: Eccentrically braced frames fabricated with high-strength steel (HSS-EBFs) are a new type of seismic structural system. HSS-EBF systems can incorporate Q345 steel (nominal yield strength: 345 MPa) for links, high-strength steel (HSS) (nominal yield strength not less than 460 MPa) for beams and columns, and HSS or Q345 steel for braces. This configuration not only reduces the amount of steel consumed but also increases the usage of HSS in seismic areas. This paper describes an experimental study on HSS-EBFs with vertical links. One half-scale three-storey one-bay by one-bay building with Y-shaped HSS-EBFs (Y-HSS-EBFs) was subjected to a constant vertical linear dead load and cyclic lateral load to examine the seismic performance. The structural failure process, ductility, stiffness, deformation capacity, and energy dissipation capacity of the Y-HSS-EBFs were investigated. The analysis confirmed that the cyclic behaviour of the Y-HSS-EBFs showed good performance for plastic deformation. The force–displacement hysteretic curves of the Y-HSS-EBFs exhibited good plastic deformation behaviour and did not generate the pinching phenomenon. The maximum storey drift ratio and maximum ductility factor on the first storey reached 1/40 and 2.5, respectively. However, severe instability and damage were observed up to the maximum storey drift angle. Plastic deformation is mainly due to the shear deformation of the link web and bending deflection of the link flange at the link-to-beam connection in the first storey. This paper presents an analysis of the experimental investigation and test results can be referred to for the seismic design of this new type of structure.
    No preview · Article · Apr 2016 · Journal of Constructional Steel Research
  • [Show abstract] [Hide abstract]
    ABSTRACT: This paper put forward the importance of stress concentration factors (SCF) of positive large eccentricity CHS N-joints under compression in vertical brace although the static behavior of the N-joints has been researched. The four positive large eccentricity CHS N-joints were first tested for the verification and calibration of finite element (FE) models. As eccentricity increased, the experimental results and FE analysis showed that the position of maximum SCF moved from the crown heel point to the saddle point at the chord and vertical brace intersection. At the inclined brace and chord intersection, the position of maximum SCF moved from the saddle point to the crown toe point with the decrease of eccentricity. A set of parametric formulae was proposed to predict the SCFs of positive large eccentricity CHS N-joints based on 256 FE models. For positive large eccentricity CHS N-joints, SCF increased as τ increased. As β and 2γ increased, SCF distribution was complex. SCF linearly increased with the increase of eccentricity to chord diameter ratio (ε) at the chord and vertical brace intersection welding seam. SCF of N-joint around inclined brace and chord intersection increased when the value of θ increased. The assessment of the proposed formulae and CIDECT formulae were based on the database of FE analysis results. Simple method for predicting SCFs of positive large eccentricity CHS N-joints given in CIDECT was unreliable. The new formulae of SCFs were proposed for positive large eccentricity CHS N-joints under axial loading, which were verified to be accurate and reliable.
    No preview · Article · Apr 2016 · Journal of Constructional Steel Research
  • [Show abstract] [Hide abstract]
    ABSTRACT: Concrete filled double skin steel tubular (CFDST) members, having a hollow section consisting of two concentric steel tubes and filled concrete between the two walls of the tubes, are lighter than the ordinary concrete filled steel tubular (CFT) members, which have solid cross-sections. Therefore, the CFDST members can work effectively as seismic resistant structures such as bridges high piers during earthquake. The present study aims to investigate experimentally centric loading characteristics of the CFDST stub column consisting of an outer circular steel tube and an inner square steel tube with in-filled concrete between the double walls, which are abbreviated as CS-CFDST. The two selected testing parameters are the outer tube's diameter-to-thickness ratio and inner width to outer diameter ratio. From the results, observed failure modes were divided into two groups: local buckling associated with shear failure of in-filled concrete and local buckling of the double tubes. These failure modes were affected by inner width to outer diameter ratio. Axial load capacities were also determined by the above described failure modes. Additionally, elasto-plastic biaxial stress behavior of both tubes under plane stress condition is also mentioned. Methods to predict the axial load capacities of CS-CFDST stub columns are also provided.
    No preview · Article · Apr 2016 · Journal of Constructional Steel Research
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    ABSTRACT: In this paper, the bond behavior between the steel tube and the concrete in concrete-filled steel tubes (CFST) is investigated. A series of push-out tests on circular and square CFST specimens were conducted, and the main parameters considered in the test program were: (a) cross-sectional dimension (120–600 mm); (b) steel type (carbon and stainless steels); (c) concrete type (normal, recycled aggregate and expansive concretes); (d) concrete age (31–1176 days); and (e) interface type (normal interface, interface with shear studs and interface with an internal ring). The experimental results indicate that stainless steel CFST columns have lower bond strength compared with carbon steel counterparts, and the bond strength decreases remarkably with increasing cross-sectional dimension and concrete age. To enhance the bond strength, welding internal ring(s) onto the inner surface of the steel tube is the most effective method, followed by the methods of welding shear studs and using expansive concrete.
    No preview · Article · Apr 2016 · Journal of Constructional Steel Research