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REFERENCE LINKING PLATFORM OF KOREA S&T JOURNALS
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Journal of Korean Society of Steel Construction
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Korean Society of Steel Construction
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Volume & Issues
Volume 25, Issue 6 - Dec 2013
Volume 25, Issue 5 - Oct 2013
Volume 25, Issue 4 - Aug 2013
Volume 25, Issue 3 - Jun 2013
Volume 25, Issue 2 - Apr 2013
Volume 25, Issue 1 - Feb 2013
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Laterally Unbraced Length for Preventing Inelastic Lateral-Torsional Buckling of High-Strength Steel Beams
Park, Chang Hee ; Lee, Cheol Ho ; Han, Kyu Hong ; Kim, Jin Ho ; Lee, Seung Eun ; Ha, Tae Hyu ; Kim, Jin Won ;
Journal of Korean Society of Steel Construction, volume 25, issue 2, 2013, Pages 115~130
DOI : 10.7781/kjoss.2013.25.2.115
In this study, lateral-torsional buckling (LTB) strength of high-strength H-beams built up from 800MPa tensile-strength steel was experimentally and analytically evaluated according to current lateral stability provisions (KBC 2009, AISC-LRFD 2010). The motivation was to evaluate whether or not current LTB provisions, which were originally developed for ordinary steel with different stress-strain characteristics, are still applicable to high-strength steel. Two sets of compact-section specimens with relatively low (Set A) or high (Set B) warping stiffness were prepared and tested under uniform moment loading. Laterally unbraced lengths of the test specimens were controlled such that inelastic LTB could be induced. All specimens exhibited LTB strength exceeding the minimum limit required by current provisions by a sufficient margin. Moreover, some specimen in Set A reached a rotation capacity required for plastic design, although its laterally unbraced length belonged to the inelastic LTB range. All the test results indicated that extrapolation of current provisions to high-strength steel is conservative. In order to further analyze the test results, the relationship between inelastic moment and laterally unbraced length was also derived in explicit form for both ordinary- and high-strength steel based on the effective tangent modulus of inelastic section. The analytical relationship derived again showed that extrapolation of current laterally unbraced length limit leads to a conservative design in the case of high-strength steel and that the laterally unbraced length to control the inelastic LTB behavior of high-strength steel beam should be specified by including its unique post-yield strain-hardening characteristics.
The Experimental Study on the Resistance Forces and the Failure Temperatures of H-Shaped Steel Compressive Members by Elevated Temperatures
Choi, Hyun Sik ; Kang, Seong Deok ; Kim, Jae Eok ;
Journal of Korean Society of Steel Construction, volume 25, issue 2, 2013, Pages 131~139
DOI : 10.7781/kjoss.2013.25.2.131
The object of this paper is to perform the experiments to investigate the relationship of the resistance forces and the failure temperatures on the failure behaviors of H-shaped steel compressive members. H-shaped members(SS400) were used for the test models and the tests for the elevated temperatures were performed by ISO 834 in FILK(Fire Insurers Laboratories of Korea). The local, overall buckling stresses and a yielding stresses for the failure temperatures were compared with the compressive stresses for the loading forces of test models, the yielding strength and elastic modulus reduction factor of the steel at a high temperature were based on the criteria of the EC3(Eurocode 3) Part1.2(1993). The slenderness ratio was fixed by 45.4 and the compressive forces corresponded with 50%, 70% and 80% of the yielding forces at the normal temperatures were chosen for the loading forces of the test models. The failure temperatures of the test models were investigated under three kinds of loading conditions. It was known that the resistance forces have come close to the yielding forces, not the elastic buckling loads evaluated by EC3 at the failure temperatures obtained from the tests which are related to the failure temperatures and the loading stresses.
Numerical Analysis of Inelastic Lateral Torsional Buckling Strength of HSB800 Steel Plate Girders with Doubly Symmetric Section
Park, Yong Myung ; Lee, Kun Joon ; Choi, Byung Ho ; Hwang, Min O ;
Journal of Korean Society of Steel Construction, volume 25, issue 2, 2013, Pages 141~151
DOI : 10.7781/kjoss.2013.25.2.141
In this paper, lateral-torsional buckling(LTB) strength of HSB800 steel plate girder under uniform bending moment was estimated by the nonlinear analysis. Doubly symmetric sections with slender, noncompact and compact webs were considered and the LTB strength in the inelastic range was estimated by taking initial imperfection and residual stress into account. For the numerical analysis, single-panel model and three-panel model were considered and analysis of SM490 steel plate girder was performed to judge the validity of the constructed models by comparing the results with AASHTO, AISC, Eurocode and KHBDC(LSD) codes. By using the same models, LTB strength of HSB800 girder was evaluated and it was acknowledged that the current codes can be applied to HSB800 girders with doubly symmetric section in the inelastic LTB range.
Numerical Analysis of Inelastic Lateral Torsional Buckling Strength of HSB800 Steel Plate Girder with Monosymmetric Section
Park, Yong Myung ; Lee, Kun Joon ; Choi, Byung Ho ; Hwang, Min O ;
Journal of Korean Society of Steel Construction, volume 25, issue 2, 2013, Pages 153~164
DOI : 10.7781/kjoss.2013.25.2.153
In this paper, lateral-torsional buckling(LTB) strength of HSB800 high strength steel plate girder with monosymmetric section under uniform moment was evaluated by nonlinear analysis. The unbraced length in inelastic LTB range was considered for the sections whose smaller or larger flange is in compression with slender, noncompact and compact web. Analyses of SM490 steel girders were first performed with the single-panel and three-panel model to judge the validity of the constructed models by comparing those results with Eurocode 3, AASHTO and AISC codes. By using the same models, LTB strength of HSB800 girder was evaluated and it was found that the sections whose smaller flange is in compression with noncompact flange-slender/noncompact web could not reach the flexural strength of the design codes.
Revaluation of Nominal Flexural Strength of Composite Girders in Positive Bending Region
Youn, Seok Goo ;
Journal of Korean Society of Steel Construction, volume 25, issue 2, 2013, Pages 165~178
DOI : 10.7781/kjoss.2013.25.2.165
This paper presents a research work for the evaluation of the nominal flexural strength of composite girders in positive bending region. Current predicting equations for the nominal flexural strength of composite girders in the 2012 version of the Korea Bridge Design Codes based on Limit State Design Method are able to apply for the composite girders with conventional structural steels. For applying composite girders with high yield strength steels of HSB800 as well as HSB600, there is a need for improving the current predicting equations. In order to investigate the nominal flexural strength of composite girders, previous research works are carefully reviewed and parametric study using a moment-curvature analysis program is conducted to evaluate the ultimate moment capacity and the ductility of a wide range of composite girders. Based on the results of the parametric study, less conservative nominal flexural strength design equations are proposed for conventional composite girders. In addition, new design equations for predicting the nominal flexural strength of composite girders with HSB600 and HSB800 high-performance steels are provided.
Effect of Mid-span Gusset Plates on the Behavior of Multi-Story X-Braced Frames
Yoo, Jung Han ;
Journal of Korean Society of Steel Construction, volume 25, issue 2, 2013, Pages 179~186
DOI : 10.7781/kjoss.2013.25.2.179
Steel braced frames are commonly used because braced frames are one of the most economical and efficient seismic resisting systems. However, research into the behavior of multi-story X-braced frame systems with mid-span gusset plates, as used in practice, is limited. As a result, their seismic performance and the influence of connection design on this performance are not well understood. Detailed nonlinear computer analyses of the frame were performed prior to building the test specimens and were used to aid the design and to predict the system performance. These analyses suggested significantly different behavior for the midspan gusset plate than that noted for the corner gusset plate connections. This paper summarizes the results of a full scale, 2-story braced frame analysis and test on concentrically braced frames.
Structural Characteristic of Beam-to-Column Connections in Rectangular CFT Structures Considering Concrete Filling
Park, Je Young ; Lee, Myung Jea ;
Journal of Korean Society of Steel Construction, volume 25, issue 2, 2013, Pages 187~196
DOI : 10.7781/kjoss.2013.25.2.187
CFT structures require a diaphragm to prevent buckling of steel at connections. An outer diaphragm has better concrete filling than a through diaphragm due to a large bore, but due to the larger size than the through diaphragm, it has poorer constructability and cooperation with building equipment. The building structure has a floor slab that was unified with the upper diaphragm, so the outer diaphragm was placed at the upper bound. Moreover, the through diaphragmwas placed at the lower connection to avoid obstruction of the building equipment. The CFT structure with the improved concrete filling showed the same structural behavior as the CFT structure with the use of the same type of diaphragms at the upper and lower connections.
Interface Module Developement of Structural Design for Brace Connections on based BIM
Kim, Tae Hyeong ; Shin, Tae Song ;
Journal of Korean Society of Steel Construction, volume 25, issue 2, 2013, Pages 197~207
DOI : 10.7781/kjoss.2013.25.2.197
This study is aimed at developing the structural design interface module for the brace connections in order to improve the efficiency of the interoperability between structural design and BIM modeling at the construction design phase of steel structures. For this purpose, structural design module is first established according to the algorithm built by structural design standards of domestic and foreign. Then, it is developed interface module which can export the data of 3D model obtained from the BIM design tools to structural design module and feed structural design results back to 3D BIM model. Finally, the efficiency and practicality of the developed interface module is verified by applying to a sample model.
Eccentric Axial Loading Test for Concrete-Encased L-section Columns using 800MPa Steel and 100MPa Concrete
Kim, Chang-Su ; Park, Hong Gun ; Lee, Ho Jun ; Choi, In Rak ;
Journal of Korean Society of Steel Construction, volume 25, issue 2, 2013, Pages 209~222
DOI : 10.7781/kjoss.2013.25.2.209
Eccentric axial loading test was performed for concrete-encased columns using 800MPa steel and 100MPa concrete. To maximize the contribution of the high-strength steel, L-shaped steel sections were placed at four corners, and connected to each other by lattices, links, or battens. Compared to a H-section of the same area, the moment-arm and strain of the L-sections are increased. Also, the corner L-sections provide good lateral confinement to concrete core. The test results showed that the peak strength and effective flexural stiffness of the L-section columns were increased by more than 1.4 times those of the H-section column.