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REFERENCE LINKING PLATFORM OF KOREA S&T JOURNALS
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Steel and Composite Structures
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Volume & Issues
Volume 21, Issue 6 - Aug 2016
Volume 21, Issue 5 - Aug 2016
Volume 21, Issue 4 - Jul 2016
Volume 21, Issue 3 - Jun 2016
Volume 21, Issue 2 - Jun 2016
Volume 21, Issue 1 - May 2016
Volume 20, Issue 6 - Apr 2016
Volume 20, Issue 5 - Apr 2016
Volume 20, Issue 4 - Mar 2016
Volume 20, Issue 3 - Feb 2016
Volume 20, Issue 2 - Feb 2016
Volume 20, Issue 1 - Jan 2016
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Probabilistic elastic-plastic analysis of repaired cracks with bonded composite patch
Mechab, Belaid ; Chama, Mourad ; Kaddouri, Khacem ; Slimani, Djelloul ;
Steel and Composite Structures, volume 20, issue 6, 2016, Pages 1173~1182
DOI : 10.12989/scs.2016.20.6.1173
The objective of this work was to evaluate the ductile cracked structures with bonded composite patch used in probabilistic elastic plastic fracture mechanics subjected to tensile load. The finite element method is used to analyze the stress intensity factors for elastic case, the effect of cracks and the thickness of the patch (
) are presented for calculating the stress intensity factors. For elastic-plastic the Monte Carlo method is used to predict the distribution function of the mechanical response. According to the obtained results, we note that the stress variations are important factors influencing on the distribution function of (J/Je).
Investigation on the failure mechanism of steel-concrete steel composite beam
Zou, Guang P. ; Xia, Pei X. ; Shen, Xin H. ; Wang, Peng ;
Steel and Composite Structures, volume 20, issue 6, 2016, Pages 1183~1191
DOI : 10.12989/scs.2016.20.6.1183
The internal crack propagation, the failure mode and ultimate load bearing capacity of the steel-concrete-steel composite beam under the four-point-bend loading is investigated by the numerical simulation. The results of load - displacement curve and failure mode are in good agreement with experiment. In order to study the failure mechanism, the composite beam has been modeled, which part interface interaction between steel and concrete is considered. The results indicate that there are two failure modes: (a) When the strength of the interface is lower than that of the concrete, failure happens at the interface of steel and concrete; (b) When the strength of the interface is higher than that of the concrete, the failure modes is cohesion failure, i.e., and concrete are stripped because of the shear cracks at concrete edge.
Analytical evaluation of a modular CFT bridge pier according to directivity
Kim, Dongwook ; Jeon, Chiho ; Shim, Changsu ;
Steel and Composite Structures, volume 20, issue 6, 2016, Pages 1193~1203
DOI : 10.12989/scs.2016.20.6.1193
This paper focuses on the analytical behavior of modular circular concrete-filled tubular (CFT) column with enhanced bracing details. To design a full-scale bridge pier of multiple circular concrete-filled tubes, numerical analysis was used to evaluate structural performance according to load directivity. In previous research (Ma et al. 2012, Shim et al. 2014), low cycle fatigue failure at bracing joints was observed, so enhanced bracing details to prevent premature failure are proposed in this analysis. The main purpose of this research is to investigate seismic performance for the diagonal direction load without premature failure at the joints when the structure reaches the ultimate load. The ABAQUS finite-element software is used to evaluate experimental performance. A quasi-static loading condition on a modular bridge pier is introduced to investigate structural performance. The results obtained from the analysis are evaluated by comparing with load-displacement responses from experiments. The concrete-filled tubes with enhanced bracing details showed higher energy dissipation capacity and proper performance without connection failure for a diagonal load.
Hysteretic behavior studies of self-centering energy dissipation bracing system
Xu, Longhe ; Fan, Xiaowei ; Lu, Dengcheng ; Li, Zhongxian ;
Steel and Composite Structures, volume 20, issue 6, 2016, Pages 1205~1219
DOI : 10.12989/scs.2016.20.6.1205
This paper presents a new type of pre-pressed spring self-centering energy dissipation (PS-SCED) bracing system that combines friction mechanisms between the inner and outer tube members to provide the energy dissipation with the pre-pressed combination disc springs installed on both ends of the brace to provide the self-centering capability. The mechanics and the equations governing the design and hysteretic responses of the bracing system are outlined, and a series of validation tests of components comprising the self-centering mechanism of combination disc springs, the friction energy dissipation mechanism, and a large scale PS-SCED bracing specimen were conducted due to the low cyclic reversed loadings. Experimental results demonstrate that the proposed bracing system performs as predicted by the equations governing its mechanical behaviors, which exhibits a stable and repeatable flag-shaped hysteretic response with excellent self-centering capability and appreciable energy dissipation, and large ultimate bearing and deformation capacities. Results also show that almost no residual deformation occurs when the friction force is less than the initial pre-pressed force of disc springs.
Cyclic and static behaviors of CFT modular bridge pier with enhanced bracings
Kim, Dongwook ; Jeon, Chiho ; Shim, Changsu ;
Steel and Composite Structures, volume 20, issue 6, 2016, Pages 1221~1236
DOI : 10.12989/scs.2016.20.6.1221
Modular structures consist of standardized modules and their connections. A modular bridge pier is proposed to accelerate bridge construction. Multiple concrete-filled steel tubes (CFTs) using commercial steel tubes were chosen as the main members. Buckling restrained bracings and enhanced connection details were designed to prevent premature low-cycle fatigue failure upon cyclic loading. The pier had a height of 7.95 m, widths of 2.5 m and 2.0 m along the strong and weak axis, respectively. Cyclic tests were performed on the modular pier to investigate structural performance. Test results showed that four CFT columns reached yielding without a premature failure of the bracing connections. The ultimate capacity of the modular pier was reasonably estimated based on the plastic-hinge-analysis concept. The modular CFT pier with enhanced bracing showed improved displacement ductility without premature failure at the welding joints.
Analysis of concrete shrinkage along truss bridge with steel-concrete composite deck
Siekierski, Wojciech ;
Steel and Composite Structures, volume 20, issue 6, 2016, Pages 1237~1257
DOI : 10.12989/scs.2016.20.6.1237
The paper concerns analysis of effects of shrinkage of slab concrete in a steel-concrete composite deck of a through truss bridge span. Attention is paid to the shrinkage alongside the span, i.e., transverse to steel-concrete composite cross-beams. So far this aspect has not been given much attention in spite of the fact that it affects not only steel-concrete decks of bridges but also steel-concrete floors of steel frame building structures. For the problem analysis a two-dimensional model is created. An analytical method is presented in detail. A set of linear equations is built to compute axial forces in members of truss girder flange and transverse shear forces in steel-concrete composite beams. Finally a case study is shown: test loading of twin railway truss bridge spans is described, verified FEM model of the spans is presented and computational results of FEM and the analytical method are compared. Conclusions concerning applicability of the presented analytical method to practical design are drawn. The presented analytical method provides satisfactory accuracy of results in comparison with the verified FEM model.
Seismic performances of centrifugally-formed hollow-core precast columns with multi-interlocking spirals
Hwang, Jin-Ha ; Lee, Deuck Hang ; Oh, Jae Yuel ; Choi, Seung-Ho ; Kim, Kang Su ; Seo, Soo-Yeon ;
Steel and Composite Structures, volume 20, issue 6, 2016, Pages 1259~1274
DOI : 10.12989/scs.2016.20.6.1259
A precast composite column system has been developed in this study by utilizing multi interlocking spiral steel into a centrifugally-formed hollow-core precast (CHPC) column. The proposed hybrid column system can have enhanced performances in the composite interaction behavior between the hollowed precast column and cast-in-place (CIP) core-filled concrete, the lap splice performance of bundled bars, and the confining effect of concrete. In the experimental program, reversed cyclic loading tests were conducted on a conventional reinforced concrete (RC) column fabricated monolithically, two CHPC columns filled with CIP concrete, and two steel-reinforced concrete (SRC) columns. It was confirmed that the interlocking spirals was very effective to enhance the structural performance of the CHPC column, and all the hollow-core precast column specimens tested in this study showed good seismic performances comparable to the monolithic control specimen.
Investigation of the effects of connectors to enhance bond strength of externally bonded steel plates and CFRP laminates with concrete
Jabbar, Ali Sami Abdul ; Alam, Md Ashraful ; Mustapha, Kamal Nasharuddin ;
Steel and Composite Structures, volume 20, issue 6, 2016, Pages 1275~1303
DOI : 10.12989/scs.2016.20.6.1275
Steel plates and carbon-fiber-reinforced polymer (CFRP) laminates or plates bonded to concrete substrates have been widely used for concrete strengthening. However, this technique cause plate debonding, which makes the strengthening system inefficient. The main objective of this study is to enhance the bond strength of externally bonded steel plates and CFRP laminates to the concrete surface by proposing new embedded adhesive and steel connectors. The effects of these new embedded connectors were investigated through the tests on 36 prism specimens. Parameters such as interfacial shear stress, fracture energy and the maximum strains in plates were also determined in this study and compared with the maximum value of debonding stresses using a relevant failure criterion by means of pullout test. The study indicates that the interfacial bond strength between the externally bonded plates and concrete can be increased remarkably by using these connectors. The investigation verifies that steel connectors increase the shear bond strength by 48% compared to 38% for the adhesive connectors. Thus, steel connectors are more effective than adhesive connectors in increasing shear bond strength. Results also show that the use of double connectors significantly increases interfacial shear stress and decrease debonding failure. Finally, a new proposed formula is modified to predict the maximum bond strength of steel plates and CFRP laminates adhesively glued to concrete in the presence of the embedded connectors.
Structural behavior of partially encased composite columns under axial loads
Pereira, Margot F. ; De Nardin, Silvana ; El Debs, Ana L.H.C. ;
Steel and Composite Structures, volume 20, issue 6, 2016, Pages 1305~1322
DOI : 10.12989/scs.2016.20.6.1305
This paper presents the results of experimental and numerical model analyses on partially encased composite columns under concentric loads. The main objective of this study is to evaluate the influence of replacing the conventional longitudinal and transverse steel bars by welded wire mesh on the structural behavior of these members under concentric loads. To achieve these goals experimental tests on four specimens of partially encased composite columns submitted to axial loading were performed and the results were promising in terms of replacing the traditional reinforcement by steel meshes. In addition, a numerical FE model was developed using the software DIANA
with FX+. The experimental results were used to validate the numerical model. Satisfactory agreement between experimental and numerical results was observed in both capacity and deformability of the composite columns. Despite of the simplifying assumptions of perfect bond between steel and concrete, the numerical model adequately represented the columns behavior. A finite element parametric study was performed and parameters including thickness of the steel profile and the concrete and steel strengths were evaluated. The parametrical study results found no significant changes in the partially encased columns behavior due to variations of the steel profile thickness or yield strength. However, significant changes in the post peak behavior were observed when using high strength concrete and these results suggest a change in the failure mode.
Numerical studies on behaviour of bolted ball-cylinder joint under axial force
Guo, Xiaonong ; Huang, Zewei ; Xiong, Zhe ; Yang, Shangfei ; Peng, Li ;
Steel and Composite Structures, volume 20, issue 6, 2016, Pages 1323~1343
DOI : 10.12989/scs.2016.20.6.1323
This paper presents the results of an extensive numerical analysis program devoted to the investigation of the mechanical behaviour of bolted ball-cylinder joints. The analysis program is developed by means of finite element (FE) models implemented in the non-linear code ABAQUS. The FE models have been accurately calibrated on the basis of available experimental results. It is indicated that the FE models could be used effectively to describe the mechanical performance of bolted ball-cylinder joints, including failure modes, stress distributions and load-displacement curves. Therefore, the proposed FE models could be regarded as an efficient and accurate tool to investigate the mechanical behavior of bolted ball-cylinder joints. In addition, to develop a further investigation, parametric studies were performed, varying the dimensions of hollow cylinders, rectangular tubes, convex washers and ribbed stiffener. It is found that the dimensions of hollow cylinders, rectangular tubes and ribbed stiffener influenced the mechanical behaviour of bolted ball-cylinder joints significantly. On the contrary, the effects of the dimensions of convex washers were negligible.
Probabilistic-based assessment of composite steel-concrete structures through an innovative framework
Matos, Jose C. ; Valente, Isabel B. ; Cruz, Paulo J.S. ; Moreira, Vicente N. ;
Steel and Composite Structures, volume 20, issue 6, 2016, Pages 1345~1368
DOI : 10.12989/scs.2016.20.6.1345
This paper presents the probabilistic-based assessment of composite steel-concrete structures through an innovative framework. This framework combines model identification and reliability assessment procedures. The paper starts by describing current structural assessment algorithms and the most relevant uncertainty sources. The developed model identification algorithm is then presented. During this procedure, the model parameters are automatically adjusted, so that the numerical results best fit the experimental data. Modelling and measurement errors are respectively incorporated in this algorithm. The reliability assessment procedure aims to assess the structure performance, considering randomness in model parameters. Since monitoring and characterization tests are common measures to control and acquire information about those parameters, a Bayesian inference procedure is incorporated to update the reliability assessment. The framework is then tested with a set of composite steel-concrete beams, which behavior is complex. The experimental tests, as well as the developed numerical model and the obtained results from the proposed framework, are respectively present.
Flexural stiffness of steel-concrete composite beam under positive moment
Ding, Fa-Xing ; Liu, Jing ; Liu, Xue-Mei ; Guo, Feng-Qi ; Jiang, Li-Zhong ;
Steel and Composite Structures, volume 20, issue 6, 2016, Pages 1369~1389
DOI : 10.12989/scs.2016.20.6.1369
This paper investigates the flexural stiffness of simply supported steel-concrete composite I-beams under positive bending moment through combined experimental, numerical, and different standard methods. 14 composite beams are tested for experimental study and parameters including shear connection degree, transverse and longitudinal reinforcement ratios, loading way are also investigated. ABAQUS is employed to establish finite element (FE) models to simulate the flexural behavior of composite beams. The influences of a few key parameters, such as the shear connection degree, stud arrangement, stud diameter, beam length, loading way, on the flexural stiffness is also studied by parametric study. In addition, three widely used standard methods including GB, AISC, and British standards are used to estimate the flexural stiffness of the composite beams. The results are compared with the experimental and numerical results. The findings have provided comprehensive understanding of the flexural stiffness and the modelling of the composite beams. The results also indicate that GB 50017-2003 could provide better results in comparison to the other standards.
Experimental and numerical studies on the frame-infill in-teraction in steel reinforced recycled concrete frames
Xue, Jianyang ; Huang, Xiaogang ; Luo, Zheng ; Gao, Liang ;
Steel and Composite Structures, volume 20, issue 6, 2016, Pages 1391~1409
DOI : 10.12989/scs.2016.20.6.1391
Masonry infill has a significant effect on stiffness contribution, strength and ductility of masonry-infilled frames. These effects may cause damage of weak floor, torsional damage or short-column failure in structures. This article presents experiments of 1/2.5-scale steel reinforced recycled aggregates concrete (SRRC) frames. Three specimens, with different infill rates consisted of recycled concrete hollow bricks (RCB), were subjected to static cyclic loads. Test phenomena, hysteretic curves and stiffness degradation of the composite structure were analyzed. Furthermore, effects of axial load ratio, aspect ratio, infill thickness and steel ratio on the share of horizontal force supported by the frame and the infill were obtained in the numerical example.