Journal of Constructional Steel Research Impact Factor & Information

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: 1.37

Impact Factor Rankings

2015 Impact Factor Available summer 2015
2013 / 2014 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

Additional details

5-year impact 1.57
Cited half-life 6.80
Immediacy index 0.24
Eigenfactor 0.01
Article influence 0.58
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


  • Pre-print
    • Author can archive a pre-print version
  • Post-print
    • Author can archive a post-print version
  • Conditions
    • Pre-print allowed on any website or open access repository
    • Voluntary deposit by author of authors post-print allowed on authors' personal website, or institutions open scholarly website including Institutional Repository, without embargo, where there is not a policy or mandate
    • Deposit due to Funding Body, Institutional and Governmental policy or mandate only allowed where separate agreement between repository and the publisher exists.
    • 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 .
    • Set statement to accompany deposit
    • Published source must be acknowledged
    • Must link to journal home page or articles' DOI
    • Publisher's version/PDF cannot be used
    • Articles in some journals can be made Open Access on payment of additional charge
    • NIH Authors articles will be submitted to PubMed Central after 12 months
    • Publisher last contacted on 18/10/2013
  • Classification
    ​ green

Publications in this journal

  • Deniz Ayhan · Benjamin W. Schafer
    Journal of Constructional Steel Research 12/2015; 115:148-159. DOI:10.1016/j.jcsr.2015.07.004
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    ABSTRACT: Buckling restrained braces (BRBs) have been investigated extensively by means of experimental tests and their large ductility has been pointed out by many studies. Nevertheless, Eurocode 8 (EC8) does not provide any rules for design of steel frames with BRBs. For this reason, a design procedure for steel frames equipped with BRBs is proposed in this paper. The proposed design procedure is obtained by modifying the rules stipulated in EC8 for steel chevron braced frames. As a consequence, the obtained design procedure is consistent with the framework of EC8. BRBs are designed in terms of ductility and strength based on two parameters: the design storey drift Δud, i.e. the maximum accepted storey drift demand for earthquakes with a given probability of occurrence, and the behaviour factor q, which is a seismic force reduction factor correlated with the expected ductility of the structure. Beams and columns are designed according to capacity design principles derived from those given in EC8 with reference to steel chevron braced frames.
    Journal of Constructional Steel Research 10/2015; 113. DOI:10.1016/j.jcsr.2015.05.016
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    ABSTRACT: The strength of a battened beam-column composed of four slender cold formed angles is mainly governed by the local buckling of its elements as well as the overall buckling of the column. The local buckling mode is mainly affected by local slenderness ratio of one angle (between batten plates). Overall buckling mode is mainly affected by overall member slenderness ratio as well as angle legs width to thickness ratio. Members' failure modes occur by local buckling and yielding at short lengths, and by local flexural buckling at intermediate and flexural at long lengths. In the present study, the behavior of bi-axially loaded battened beam-columns composed of four equal cold formed slender angles is investigated. A nonlinear finite element model was developed to study the effect of the aforementioned factors on the ultimate capacity of members. Geometrical and material nonlinearities were considered in the model. A parametric study was performed on a group of battened beam-columns with variable angle legs having different outstanding leg width–thickness ratios, angle local slenderness ratios, and column overall slenderness ratios. The axial–bending interaction curves are presented for short, medium and long beam-columns having two different square cross sections. These interaction curves were compared with different code rules. These design rules have been shown to be reliable using reliability analysis.
    Journal of Constructional Steel Research 10/2015; 113. DOI:10.1016/j.jcsr.2015.04.008
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    ABSTRACT: Connections are vital in affecting the safety of steel structures and connection failure is one of the main causes of structural collapse. Bolt connections are a dominant means of connecting structural members. In the design of bolt connections in steel structures, the effects of prying action on the connected parts and bolts should be considered because use of thick base plates to avoid its consideration results in lack of connection ductility which is undesirable. Although equations are available for prying action in Chinese, AISC and HK manuals or codes, they suffer some deficiencies. To develop a better design method for extended end-plate bolt connection, design formulae in several codes are discussed and compared in this paper. The paper further proposes revision for the current formulae in codes and suggests design formulae for bending moment in bolts and in end-plate. The equations are validated with rigorous finite element results, which show that the proposed method has a satisfactory accuracy for calculation of prying force and bending moment. Further, the suggested equations have the advantages over current methods in the provision of a systematic design for end-plate connection. More importantly, the derived formulae also lay a foundation for the further study of moment–rotation relationship in end-plate connections used in direct or advanced analysis of steel frames.
    Journal of Constructional Steel Research 10/2015; 113. DOI:10.1016/j.jcsr.2015.05.008
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    ABSTRACT: Open cross sections are used in structural applications to resist bending moments. The buckling length specified in the current standards and specifications was firstly defined by Nethercot [13] and covered only doubly symmetric I-sections. In this research, a theoretical program was performed to study the elastic and inelastic behavior of overhanging C-section beams bent about the major axis. A finite element model, correlated well with experimental results, was used in this study to perform a parametric study. Nonlinear geometrical and material analyses were incorporated in the model. Four types of lateral supports at the tip of the overhanging beams were studied. The effect of different boundary conditions at the root (intermediate support) of the overhanging beams was studied. Only concentrated load at the tip was considered. Three different loading positions, with respect to cross-section height, were studied. Based on the parametric study, proposed design model, taking into consideration the effect of different parameters on the ultimate moment capacity of such beams, was presented. Modified effective buckling lengths of such beams were compared to those suggested by SSRC Guide [8], which were incorporated in most current standards and specifications. This comparison showed that the ultimate moment capacities of such beams computed according to AISC Specification [1], BS5950 [3], Eurocode3 [7] and ECP [5] varied from overconservative up to 85% to unconservative up to 15%, depending on the overhanging length, back span length, boundary conditions and the load location along the beam depth.
    Journal of Constructional Steel Research 10/2015; 113. DOI:10.1016/j.jcsr.2015.05.018
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    ABSTRACT: An improved understanding of the performance of composite beams subjected to combined flexure and torsion is essential for practical design as such loading states are very common in bridges for the main girder and in buildings for edge beams. Multi-span steel–concrete composite beams consisting of two steel joists and one concrete slab are concerned herein, on which an experimental study and finite element (FE) modelling analyses are presented. Eight reduced scale beams under combined flexure and torsion to varying degrees are tested, with both full and partial shear connection being incorporated. Either flexure-dominated or torsion-dominated failure modes are observed in each test depending on the ratio between the bending and torsional moments applied externally. Load-deformation responses, ultimate strengths as well as flexure–torsion interaction of all specimens are also reported and discussed. Based on the experimental outcomes, a three-dimensional FE model is developed and further validated against the test results, and an extensive range of parametric analyses are undertaken by using the FE model. It is indicated that in addition to well-known parameters relating to the concrete slab and stirrups, the torsional strength of multi-span composite beams is also sensitive to the degree of shear connection, spacing of the joists and span-to-depth ratio. Contributions of the steel joist and its constraint on the slab towards the torsional strength are increased. With respect to their flexure–torsion interaction relation, no increase in the torsional strength is observed within the presence of combined flexure, and vice versa. The interaction is insensitive generally to various parameters considered herein and the test results exhibit consistent phenomenon. Design guidance and new equations for predicting the torsional strength and the flexure–torsion interaction relation are proposed based on the test and FE analysis results as well as a comprehensive review of existing approaches in the literature.
    Journal of Constructional Steel Research 10/2015; 113. DOI:10.1016/j.jcsr.2015.05.023
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    ABSTRACT: To improve the shear performance of cold-formed steel (CFS) shear walls and to prevent a structure from collapsing due to compression buckling of the end studs, shear walls with concrete-filled rectangular steel tube columns as end studs were proposed. Cyclic loading tests on nine full-scale CFS shear walls with reinforced end studs were conducted concerning the influence of stud type, sheathing material and openings. The results showed that: (1) the walls' shear strength will be improved because the screws will be less able to tilt due to the concrete core in the reinforced end studs; (2) the walls' ductility may be improved by increasing stud thickness, but no meaningful difference in shear strength was observed when the interior stud section's type was replaced with a coupled C section; (3) compared to a wall that was individually sheathed with autoclaved lightweight concrete slabs on the external side, the shear strength could be increased by approximately 58.1% due to the addition of supplementary bolivian magnesium boards, which would be installed under the condition of an identical sheathing setup on the inner side; (4) the wall's shear capacity would be decreased due to an increase in the opening's size, and this shear capacity would also be impacted by the opening's position. Based on the experimental results and a bearing mechanism analysis of CFS shear walls with reinforced end studs, a simplified method for predicting the perforated walls' shear capacity was proposed, and the differences between the calculated and experimental results were within 8%.
    Journal of Constructional Steel Research 10/2015; 113. DOI:10.1016/j.jcsr.2015.05.012
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    ABSTRACT: This paper presents a research on a solution of extended end-plate joints, used to connect I-shaped beams to filled-concrete rectangular hollow section columns. In the joint, long bolts throughout the column are used to connect the beam end-plates. The main idea is to avoid intermediate connecting elements (e.g. a reverse U channel) or special bolts (e.g. blind bolts/flowdrill connectors) that are usually adopted in the beam to rectangular hollow section column joints using end-plates. Moreover, it expects that the rigidity and resistance of the proposed joint are improved in comparison with the traditional solution (using reverse U channel or special bolts), so the joints could be adopted in seismic resistant moment frames.
    Journal of Constructional Steel Research 10/2015; 115:156–168. DOI:10.1016/j.jcsr.2015.06.001
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    ABSTRACT: In this study, the structural responses and deck stress distributions of an orthotropic steel deck stiffened with bulb ribs were numerically examined in relation to the corrosion damage and corroded condition of the deck plate. Three-dimensional FE analysis models were used to consider the details of the orthotropic steel deck stiffened with bulb ribs. The deck thickness condition and elastic modulus of the asphalt pavement were changed. In particular, to confirm the effect of an irregular, corroded surface on the change in the principal stress level, five real corroded surfaces were obtained from an actual corroded orthotropic steel bridge deck stiffened with bulb ribs. The deformation behaviors of the orthotropic steel deck stiffened with bulb ribs were examined, including the displacement and rotation angle relationships, in relation to the corrosion damage of the deck plate and the elastic modulus of the asphalt pavement. The changes in the stress at fatigue crack initiation locations were also compared to evaluate the effect of the corrosion damage on the fatigue crack initiation of a bridge deck. Additionally, the maximum principal stresses on the irregular corroded surface were examined to determine the possibility of fatigue cracks on the corroded surface of an orthotropic steel deck stiffened with bulb ribs.
    Journal of Constructional Steel Research 10/2015; 113:135-145. DOI:10.1016/j.jcsr.2015.05.014
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    ABSTRACT: The structural robustness of frame structures depends to a considerable extent on the ability of the connections between the main structural elements to transmit the sorts of loading generated following an initial structural damage while delivering the deformations needed to arrest progressive collapse through dissipation of the collapse energy. Therefore, connection performance is, arguably, the most important feature of the problem and accurate modelling of the connection behaviour under the sorts of conditions experienced during progressive collapse is an essential component for any realistic analysis. Based on the component method principles of EC3 and EC4, a mechanical approach for describing the behaviour of bare steel and composite connections for use in progressive collapse analyses is developed herein. Explicit expressions covering the full range of loading – including interaction between the connection bending moments and beam axial load – and problem variables likely to be encountered in practice are derived. Those expressions can be applied in a step-by-step consideration for tracing connection nonlinear behaviour up to failure. The model is carefully validated against both available tests and results obtained from rigorous numerical analyses.
    Journal of Constructional Steel Research 10/2015; 113:169-184. DOI:10.1016/j.jcsr.2015.06.008
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    ABSTRACT: Elastic concrete was first introduced into steel–concrete composite beams due to its superior deformability. The static behavior of stud shear connectors embedded in elastic concrete is studied in this paper. Eighteen push-out tests were conducted to evaluate the load-slip behavior, bearing capacity and ultimate slip of shear studs. Four different rubber contents, 0%, 5%, 10% and 15% were taken into consideration. Test results show that the ductility of stud improves significantly with the increasing rubber content. Especially, when the rubber content reaches 10%, the shear stud has relatively high bearing capacity, better deformation and better ductility. In specimens with 5% rubber content elastic concrete, shear stud shows a more ductile behavior embedded in lower compressive strength elastic concrete and the diameter has little influence on ductility and stiffness of studs. The equations provided by AASHTO LRFD, Eurocode-4 and GB50017-2003 can still apply to shear studs embedded in elastic concrete. Compared with the experimentally obtained bearing capacities, AASHTO LRFD is confirmed to be the closest one.
    Journal of Constructional Steel Research 10/2015; 113:115-126. DOI:10.1016/j.jcsr.2015.06.006
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    ABSTRACT: Here, the reaction force capacity of I-section steel beam ends with top flange copes was investigated experimentally and numerically, with a focus on local web buckling. An experimental test series was carried out on unstiffened top coped beam ends that were subjected to reaction forces under the bottom flange. Experimental results are given for beam ends with five sizes of cope and for a reference beam without a cope. The investigated beam section was a standard IPE 300 in steel grade S355. The test results were compared with existing design models for coped beams and with models primarily developed for triangular stiffener brackets. A new design formula is proposed for top coped beams supported at the bottom flange, which allows the capacity to be determined as a function of capacity of uncoped beam end with a reduction based on the size of the cope. Finite element models were verified against the experiments and used to extend the experimental data and investigate parameters affecting the web buckling resistance, such as web slenderness and the restraints provided by connection devices.
    Journal of Constructional Steel Research 10/2015; 113:146-155. DOI:10.1016/j.jcsr.2015.06.004