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: 1.32

Impact Factor Rankings

2015 Impact Factor Available summer 2016
2014 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

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


  • 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

Publications in this journal

  • [Show abstract] [Hide abstract]
    ABSTRACT: This paper intends to draw attention to the influence of gravity on the dynamic response and fatigue damage assessment of offshore structures. In traditional fatigue life calculation, the gravity loads of structures are assumed to only contribute to the mean stress of the structures. This paper examines the significance of P-Delta (P-Δ) effects and the stress "stiffening/softening" induced by gravity. This paper first explains the two aforesaid gravity-induced effects, with studies on their influence on both eigenperiod and fatigue life assessment. A modal analysis of a typical offshore structure with large degrees of freedom is followed, to identify the dynamic characteristics influenced by the gravity effects. It is discovered that gravity load can induce a tendency to cause additional compressive and tensile forces to coexist in various structural components, causing the eigenperiods to increase, decrease or even cross each other. Compared to the stress "stiffening/softening" effects, the P-Delta effects on tuning the structure's stiffness and eigenperiods are insignificant in mild sea states. Furthermore, based on the nonlinear dynamic response calculation and a type of efficient wave energy inputs, a procedure for calculating fatigue damage is adopted and a systematic investigation of fatigue calculation of the structure is performed. It is discovered that ignorance of the gravity loads can underestimate the fatigue damage by up to 24%. Finally, through a series of investigations, it is discovered that gravity can have significant effects on both the response statistics and frequency content of the structural responses.
    Journal of Constructional Steel Research 03/2016; 118:1-21. DOI:10.1016/j.jcsr.2015.09.013
  • [Show abstract] [Hide abstract]
    ABSTRACT: In the 1994 Northridge earthquake, connection damage initiated from the beam bottom flange was prevalent. Increased strain demand in the beam bottom flange due to the presence of concrete slab and resulting composite action was speculated to be one of the critical causes of the prevalent bottom flange fracture. Past experimental studies available in the literature after the 1994 Northridge earthquake were reviewed first in this paper. The review showed that different observations and recommendations were made for the slab effect on seismic performance among researchers depending upon the details of beam-to-column connections and concrete slab. In order to augment the test database and emphasize possible negative effect of a composite slab on seismic performance, full-scale cyclic seismic testing was also conducted for three welded steel moment connections. The pre-Northridge (PN) type connection specimen designed with a low degree of composite action (15% fully composite) exhibited a significant upward shift of the neutral axis under a positive (sagging) moment, thus experiencing larger strains in the bottom flange, and showed a poor seismic performance because of the bottom flange fracture at 3% story drift. The specimen designed by using reduced beam section (RBS) connection and with the details of minimized composite action exhibited a superior seismic performance without experiencing any fracture or concrete crushing, close to that of bare steel counterpart. Based on the review of previous experimental studies and test results of this study, it is clearly shown that welded seismic steel moment connections and concrete floor should be designed and constructed to minimize the composite action, if possible, especially when shallow beams and conventional connections are involved.
    Journal of Constructional Steel Research 02/2016; 117:91-100. DOI:10.1016/j.jcsr.2015.10.004
  • [Show abstract] [Hide abstract]
    ABSTRACT: This paper points out an accurate buckling model for determining the flexural effective length of a steel column subjected to intermediate gravity loads, for applications in the 2D second-order elastic analysis based design procedure. The proposed buckling model has "notional" horizontal restraints where equivalent horizontal forces have been applied, and can be readily programmed into a structural analysis/design software. Thirty columns having various end restraints and subjected to concentrated gravity loads within their unsupported lengths are analysed to demonstrate the merits of the proposed buckling model. It is shown that, in most of the cases analysed, the proposed buckling model leads to more liberal column capacities compared to the use of the unity effective length factor or the buckling model described in the European drive-in rack design code. The more liberal capacities are very close to the ultimate loads determined through second-order plastic-zone analysis.
    Journal of Constructional Steel Research 02/2016; 117:243-254. DOI:10.1016/j.jcsr.2015.10.019
  • [Show abstract] [Hide abstract]
    ABSTRACT: Experimental and numerical studies of ferritic stainless steel beam-columns have been carried out and are described in this paper. Two cross-section sizes were considered in the physical testing: square hollow section (SHS) 60 × 60 × 3 and rectangular hollow section (RHS) 100 × 40 × 2, both of grade EN 1.4003 stainless steel. The experimental programme comprised material tensile coupon tests, geometric imperfection measurements, four stub column tests, two four-point bending tests, two axially-loaded column tests and ten beam-column tests. The initial eccentricities for the beam-column tests were varied to provide a wide range of bending moment-to-axial load ratios. All the test results were then employed for the validation of finite element (FE) models, by means of which a series of parametric studies was conducted to generate further structural performance data. The obtained test and FE results were utilized to evaluate the accuracy of the capacity predictions according to the current European code, American specification and Australian/New Zealand Standard, together with other recent proposals, for the design of stainless steel beam-columns. Overall, the Australian/New Zealand Standard was found to offer the most suitable design provisions, though further improvements remain possible.
    Journal of Constructional Steel Research 02/2016; 117:35-48. DOI:10.1016/j.jcsr.2015.10.003
  • [Show abstract] [Hide abstract]
    ABSTRACT: This paper presents experimental results of a newly developed Reduced Beam Section (RBS) connection, called Tubular Web RBS connection (TW-RBS). RBS connections are commonly known with their reduced flange width within a limited area close to the column face. The TW-RBS connection is a kind of accordion-web RBS connection by which contribution of the web to the flexural capacity of the beam would be reduced. The proposed TW-RBS would be provided by replacing a part of the beam web with a steel tube at the expected location of the plastic hinge. Similar to the corrugated webs, the introduced tubular web has also adequate shear capacity but has little contribution to the flexural stiffness and capacity. Two specimens of deep beams with TW-RBS connections are prepared and tested under cyclic loading. Obtained results revealed that the TW-RBS not only leads to formation of a ductile fuse far from the beam-to-column connection, but also increases story drift capacity up to 6% in deep beams much more than that stipulated by the current seismic codes. The cyclic performance of the proposed connection is also compared and verified with conventional RBS specimen test results as well. It turned out that the tubular web in the plastic hinge region improves the out-of-plane stiffness and lateral-torsional stability of the beam. Moreover, to achieve a better understanding, cyclic behaviors of the tested specimens are numerically simulated.
    Journal of Constructional Steel Research 02/2016; 117:214-226. DOI:10.1016/j.jcsr.2015.10.020
  • [Show abstract] [Hide abstract]
    ABSTRACT: Although methods for modelling steel shear connections under column removal scenarios are available in widely-used design guidelines, they tend to be based on earthquake engineering research rather than research examining scenarios relevant to progressive collapse. Even where these have been adapted explicitly for this new purpose, they take a form that does not account for the true connection behaviour under this unique loading regime. This paper describes an accurate mechanical model that has been developed based on observations from a comprehensive testing programme designed specifically to study the behaviour of steel shear connections under column removal scenarios. The model is used to assess the influences of key parameters and develop a simple single-spring model practical for use in full-building collapse analyses.
    Journal of Constructional Steel Research 02/2016; 117:227-242. DOI:10.1016/j.jcsr.2015.10.015
  • [Show abstract] [Hide abstract]
    ABSTRACT: This paper presents a novel buckling-restrained steel plate shear wall with inclined slots called slotted SPSW to be used as an energy dissipation device for earthquake resistance. In the slotted SPSW, a steel plate with inclined slotted holes is sandwiched in between two external concrete panels which provide lateral restraint to achieve stable energy dissipation under cyclic reversal loading. Theoretical analysis and finite element monotonic pushover analyses are conducted to investigate the stability of slotted SPSWs. Global buckling and local buckling resistances of slotted SPSWs are determined. Some key parameters, such as the gap between steel plate and concrete panels, bolt spacing, width of steel strips, and steel panel slenderness, are investigated through numerical analyses. The shear force and lateral drift behavior of the slotted SPSW is found to be affected by the physical gap between the concrete panels and inner steel plate. The minimum concrete panel thickness for providing the effective lateral restraint to prevent buckling failure of the inner steel plate is determined based on the bolt spacing.
    Journal of Constructional Steel Research 02/2016; 117:13-23. DOI:10.1016/j.jcsr.2015.10.002
  • [Show abstract] [Hide abstract]
    ABSTRACT: The mechanical behavior and the law of moment redistribution of the partially encased continuous composite beam (PECCB) are investigated in this paper. One common continuous composite beam and three PECCBs were tested. The main variable parameter of the three PECCB specimens is the amount of longitudinal reinforcement in the concrete slab of hogging moment region. Owing to the contribution of the web encasement, PECCBs have much slower crack propagation speed in the hogging moment region and higher ultimate capacity. The web encasement also contributes to postponing the yielding of the bottom flange, and therefore prevents local buckling in the steel girder. As the amount of reinforcement in the concrete slab of hogging moment region increases, the degree of moment redistribution of PECCBs decreases. On the basis of analyzing the moment redistribution requirement for plastic design and the ultimate rotation capacity of hogging moment section, the required and available moment redistribution factors of PECCBs are obtained. A parameter Rp is introduced to evaluate the relative relationship between the longitudinal reinforcement in the concrete slab and the rest part of the partially encased section, and the value of Rp should be restricted within 0.35 to enable full moment redistribution for plastic design of PECCBs.
    Journal of Constructional Steel Research 02/2016; 117:152-160. DOI:10.1016/j.jcsr.2015.10.009
  • [Show abstract] [Hide abstract]
    ABSTRACT: In this study, the analytical study of concrete stiffened steel plate shear wall (CSPSW) with a reinforced concrete panel on one side and with gap between the concrete panel and steel frame is conducted. CSPSWs have a variety of infill steel plate and reinforced concrete panel thicknesses. The results show that the behavior of CSPSWs and corresponding steel plate shear walls (SPSWs) is utterly disparate. The infill steel plate of SPSW resists lateral load by development of tension fields, as the infill steel plate initiates elastic buckling. However, in CSPSW, the elastic buckling of the infill steel plate is prevented by the introduction of the reinforced concrete panel; hence, the infill steel plate carries out lateral load by pure shear yield. Moreover, during the lateral load, CSPSW undergoes four stages: initial elastic stiffness, shear yield stiffness, post-shear yielding stiffness, and pre-failure stiffness. The reinforced concrete panel thickness has a remarkable and direct influence upon the shear capacity and the ultimate strength of the CSPSW; furthermore, it is dependent upon the thickness of infill steel plate. Increasing the concrete panel thickness up to a specific value, the shear capacity and the ultimate strength enhance; however, while increasing it beyond that, the shear capacity and the ultimate shear strength of CSPSW remain constant. CSPSW provides a higher initial elastic stiffness, greater shear capacity, and higher ultimate strength as compared to its corresponding SPSW. The ductility ratio and energy absorption of CSPSW is improved owing to introduction of reinforced concrete panel as well.
    Journal of Constructional Steel Research 02/2016; 117:81-90. DOI:10.1016/j.jcsr.2015.10.006
  • [Show abstract] [Hide abstract]
    ABSTRACT: An innovative hybrid coupledwall (HCW) systemmade of a single reinforced concrete (RC)wall coupled to two steel side columns by means of steel links is presented, its lateral load resisting mechanismillustrated, and a simple design procedure proposed. The design objective is to reduce or possibly avoid the damage in the RC wall while concentrating the seismic damage to the replaceable steel links intended to be the only dissipative components of the presented HCWsystem. In thisway it is possible to obtain a seismic resistant systemthat can be easily repaired through the substitution of the yielded steel links. The proposed design procedure is applied to a case study considering various assumptions for the design parameters. The designed solutions are analysed through a nonlinear finite element model in order to evaluate the results of the design methodology and provide useful information on the ductility capacity under horizontal loads of the proposed innovative HCW system.
    Journal of Constructional Steel Research 02/2016; 117:204-213. DOI:10.1016/j.jcsr.2015.10.017
  • [Show abstract] [Hide abstract]
    ABSTRACT: Effectiveness of concrete filled steel tube columns in improving life quality and safety is particularly noteworthy. Assembling columns at story levels by bolted connections is the current practice in the field. Closed section tubes do not allowbolted joint designs at intermediate locations of columnlength. As a result of such limitation, proper fractions of steel tubes are generally used to minimize steelwaste. However, considering vast variety applications of columns, it is not always possible to use proper fractions of the tubes. In order to eliminate steel materialwaste, lateralwelding can beemployed to develop intermediate joints.However, there exists limited guidance on lateral weld design for concrete filled steel tube columns. A limited number of studies on seamwelded tubes are present in the literature, but the individual paper's conclusions do not reference seam weld behavior under severe compressive loading. This paper presents results of 18 tests which were undertaken to assess the performance of laterally and longitudinally welded columns. Different L/D ratios (short, mediumand long columns), D/t ratios and different lateralweld locations were studied. It has been shown that seamweld failures have slight effects on capacity and failure mode. However, seamweld failures certainly reduce ductility. On the other hand, lateralwelds are very successful in transmitting compression and bending effects. It can be deduced that lateral weld joints have the potential to lead reliable and economical designs for concrete filled steel tube columns.
    Journal of Constructional Steel Research 02/2016; 117:175-184. DOI:10.1016/j.jcsr.2015.10.013
  • [Show abstract] [Hide abstract]
    ABSTRACT: Perfobond connectors are a certain type of shear connectors used in steel and concrete composite structures. In composite bridges with narrow connector distances or shallow rib heights, it is unfavorable to enhance shear connection by using large circular-hole perfobond connectors. To solve this problem, an alternative perfobond connector was developed by making long-holes on steel rib plates. In this paper, 21 push-out specimens were fabricated and loaded to failure. The main objective was to compare the failure mode, shear capacity and slip behavior of perfobond connectors using circular-holes and long-holes. Furthermore, 87 nonlinear finite element simulations were performed to further study the effects of hole geometry and concrete strength. The parametric results were generated to evaluate the shear capacity equations for perfobond connectors. Finally, an analytical model was proposed to predict the shear strength of both circular-hole and long-hole perfobond connectors.
    Journal of Constructional Steel Research 02/2016; 117:64-80. DOI:10.1016/j.jcsr.2015.09.012

  • Journal of Constructional Steel Research 02/2016; 117:1-12. DOI:10.1016/j.jcsr.2015.10.001
  • [Show abstract] [Hide abstract]
    ABSTRACT: The behaviour of joints exerts an important influence on the overall performance of steel and composite structures. Modern codes, including Eurocodes 3 (EC3) and 4 (EC4), have included research advances for joint modelling to be used in common practice. The method adopted in EC3 and EC4 to characterize the connections is the so-called component method. One of the most important components is the column web panel in shear, and its behaviour has been investigated thoroughly for the case of single rectangular shear panels arising when the beams have equal depths. However, the case of double column panels, formed by beams of different depths at each side of the column, has not been researched as much. The aim of this paper is the characterization of the shear behaviour of rectangular double column panels attached to beams of unequal depths. In order to isolate the shear behaviour from other components, horizontally stiffened beam to column connections with commercial sections are experimentally tested. Also, finite element modelling and analysis is carried out to compare results. A mechanical model is proposed and a parametric study is performed by means of calibrated finite element models to characterize the different components, and define the analytical expressions for the stiffness and resistance of the proposed mechanical model. In addition, a cruciform finite element that captures the behaviour of the proposed mechanical model has been developed. This general cruciform element is also suitable for semi-rigid connections and can be used for global analysis of semi-rigid steel frames.
    Journal of Constructional Steel Research 02/2016; 117:126-138. DOI:10.1016/j.jcsr.2015.10.012
  • [Show abstract] [Hide abstract]
    ABSTRACT: This paper presents an investigation into the cyclic behavior of a passive vibration control system in which steel slit dampers are applied to a seesaw energy dissipation system. The fundamental concept of the seesaw system is the quasi-linear motion mechanism, which enables the bracing members to remain in tension during vibration. The lateral stiffness and strength formulae of the frame with this system are derived first. Six cyclic loading tests were conducted to reveal that the proposed system has a stable hysteretic property and a large energy dissipation capacity. For all specimens, the slit dampers yielded at early stages of the tests around a story rotation angle of 0.001 rad. This property is preferred for energy dissipation properties to reduce story drift in building structures under seismic loads. The important seesaw system characteristic of the bracing members remaining tensile was also observed. The tri-linear hysteretic model is introduced to model the cyclic behavior of the proposed damping system. A comparison of the hysteretic loops and the energy dissipation amount between the model and test results reveals the adaptability of the tri-linear model to the hysteretic behavior of the proposed system. The validity of the stiffness and strength prediction is also shown from the test results.
    Journal of Constructional Steel Research 02/2016; 117:24-34. DOI:10.1016/j.jcsr.2015.09.014
  • [Show abstract] [Hide abstract]
    ABSTRACT: Web crippling failure of hot-rolled channel steel sections could be found due to localized concentrated loads or brace reactions. This paper reports the results of an investigation into web crippling behavior of channel sections subjected to end-one-flange (EOF), interior-one-flange (IOF), end-two-flange (ETF) and interior-two-flange (ITF) loading conditions. A total of 48 channel section tests subjected to web crippling were conducted. The investigation was mainly focused on the effects of bearing length and web slenderness ratio of channel sections on ultimate capacity against web crippling. The tests were performed on four different sizes of channel sections. The results obtained from these tests show that as the bearing length increases, the web crippling ultimate capacity increases significantly. When the bearing length was 50 and 100 mm, the web crippling ultimate capacity of channel sections with web slenderness ratio (ht/t) = 18 reached its peak. When the bearing length was 150 mm, the web crippling ultimate capacity of channel sections with web slenderness ratio (ht/t) = 12.55 reached its peak. The web crippling ultimate capacity of channel sections with web slenderness ratio (ht/t) = 24.67 reached the minimum value. Plastic deformation developed near the mid-height of the web, and that a plastic hinge zone formed in the ultimate limit state. Finite element models have been developed and verified against the test results. The calculation equations of web crippling ultimate capacity put forward in the paper can accurately predict experimental value.
    Journal of Constructional Steel Research 02/2016; 117:101-114. DOI:10.1016/j.jcsr.2015.10.008
  • [Show abstract] [Hide abstract]
    ABSTRACT: This paper presents an evaluation of a curved spring element that may be utilized in a developed variable stiffness bracing (VSB) system to confer the variable stiffness characteristic of the system.VSB system is established to protect the structure against dynamic loads induced by earthquake, wind and etc. To obtain the curved shape of the spring, mathematical modeling is conducted. Direct compression experimental tests are conducted for a variety of models with different thicknesses and materials. The results of the experiments show a nonlinear stiffness trend for the curved spring element. In addition, to observe the yielding of the curved spring, different strain gauges are installed in several positions to record the strain in the models during the application of compression load. The results reveal that the geometry and material characteristics have an important effect on the stiffness value of the spring. Furthermore, finite element simulations of models are performed, and results are compared with those of experimental tests. The results from the experiments, as well as model and finite element simulation, show the curved spring's potential to be used in the developed VSB system and can be installed as a lateral resistance system in a structure subjected to vibration excitation such as an earthquake. Finally, the efficiency of the aforementioned system is evaluated via pushover analysis in a bare frame via finite element simulation. The results from pushover analysis illustrate the efficiency of the variable stiffness bracing system in framed structures.
    Journal of Constructional Steel Research 02/2016; 117:115-125. DOI:10.1016/j.jcsr.2015.10.011