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REFERENCE LINKING PLATFORM OF KOREA S&T JOURNALS
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Journal of Korean Society of Steel Construction
Journal Basic Information
Journal DOI :
Korean Society of Steel Construction
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Volume & Issues
Volume 17, Issue 6 - Dec 2005
Volume 17, Issue 5 - Oct 2005
Volume 17, Issue 4 - Aug 2005
Volume 17, Issue 3 - Jun 2005
Volume 17, Issue 2 - Apr 2005
Volume 17, Issue 1 - Feb 2005
Selecting the target year
A Study on the Behavior of Steel Curved Girder Bridge during Construction
Gil, Heung Bae ; Pae, Chang Kyu ; Kang, Sang Gyu ;
Journal of Korean Society of Steel Construction, volume 17, issue 5, 2005, Pages 511~518
The behavior of steel curved bridges is more complicated than straight bridges, thus the analysis, design and construction process of curved bridges require much more attention. In design of curved bridges, the grillage analysis using general structural analysis program or special program is mainly used. Comparative study in coherence between these analytical results and actual behavior of curved bridges has been rarely conducted. To study the behaviour of curved bridges and verify the current design method, field measurements and analyses using general structural analysis program and 3-D refined analysis program were carried out for simple and continuous bridges in this study. The study focused on the behavior of curved steel bridges during construction. Measured and analytical results had quantitative difference mutually, but there were qualitatively similar. Stress variations in transverse direction of flange were observed and grillage analysis models yielded more conservative values than 3-D refined analysis models.
Sensitivity of the ballast resistance and track irregularity on the track stability
Lim, Nam Hyoung ; Choi, Sang Hyun ; Lee, Chin Ok ; Sung, Ik Hyun ;
Journal of Korean Society of Steel Construction, volume 17, issue 5, 2005, Pages 519~526
During summer, very high compressive force occurs on the continuous welded rail (CWR) track because of the increase of rail temperature (max.
). This extreme temperature stress can cause the CWR track to buckle. Among many CWR parameters affecting the track buckling, the influence of the lateral and longitudinal ballast resistance was investigated on the stability of the CWR track in this study. Also, the sensitivity of the track irregularity such as the alignment defect and the gauge irregularity was investigated.
Determination of the Initial Tendon Force using Rating Factor Equation in Composite Girders Strengthened with External Tendons
Choi, Dong Ho ; Chung, Sang Hwan ; Yoo, Dong Min ;
Journal of Korean Society of Steel Construction, volume 17, issue 5, 2005, Pages 527~536
A method of reinforcement using external tendons has been found to be one of the effective techniques of reinforcement and its application is increasing. In this paper, the method to calculate the initial tendon force is proposed for the improvement of load-carrying capacity in existing steel-concrete composite bridges. An equation for the increment of tendon force was derived for tendon configurations and live load types, and the effect of reinforcement in a composite beam was numerically studied. The method to calculate the number of tendon and initial tendon force was presented by proposing the new method to calculate the rating factor, which considers the increment of tendon force. The method was shown to be effective for an existing steel-concrete bridge.
Dynamic Analysis of MABB(Multiple Arches Bowstring Bridge) and Single Arch Subjected to Moving Loads
Yhim, Sung Soon ; Kim, Dong Yong ; Son, Suk Ho ; Kong, Min Sik ;
Journal of Korean Society of Steel Construction, volume 17, issue 5, 2005, Pages 537~547
MABB(Editor's note: Please spell out "MABB" upon first mention)is a new structural type of arch that connects arch ribs and stiffened girders with two internal arches. In this study, the static and dynamic behavior of MABB were analyzed in comparison with those of conventional arches for the investigation of the structural effect of MABB on moving loads. For the purpose of surveying the effect of internal arches on the dynamic behavior of structure, natural frequency and natural vibration mode were investigated and the static and dynamic behavior were analyzed by the method of idealizing train loads as traveling loads consisting of a group of concentrated loads. From the results, the following conclusions were known. First, it is concluded that with MABB, decreasing the section of stiffened girders is possible as compared with conventional arches because the increase of stiffness by internal arches is larger than that of the mass of internal arches. Second, MABB has the advantage of assurance of stability of dynamic behavior because the dynamic behavior of MABB on moving loads is usually investigated in a more stable way than that of conventional arches.
Evaluation of Static Strength of Mixed Stud Shear Connection in Double Composite Bridges
Kim, Hyun Ho ; Shim, Chang Su ; Yun, Kwang Jung ; Lee, Pil Goo ;
Journal of Korean Society of Steel Construction, volume 17, issue 5, 2005, Pages 549~559
A railway bridge with a double composite section is proposed to enhance the structural performance of existing two-girder bridges because the governing design parameter of railway bridges is the flexural stiffness. The concrete deck in negative moment regions is neglected in the design of continuous composite bridges assuming the concrete slab has no resistance to tension. Therefore, the flexural stiffness of the composite section in the negative moment region is reduced resulting in the increase of the depth of the steel section. In order to resolve this disadvantage, several methods are suggested and the double composite section is one of the excellent solutions for extending the span length and increasing the flexural stiffness. In this study, push-out tests on lying studs and mixed stud shear connection with lying and vertical studs were performed to investigate the behavior of the shear connection in the double composite section. Static strength of the shear connection was evaluated through the test results and numerical analyses.
Comparison on the Behavior according to Shapes of Tension Web member in gap K-joints in Cold-formed Square Hollow Sections
Jeong, Sang Min ; Bae, Kyu Woong ; Moon, Tae Sup ;
Journal of Korean Society of Steel Construction, volume 17, issue 5, 2005, Pages 561~568
The object of this paper is to determine appropriateness for use of high-strength tensile bar as a tension web member. The gap K-joint of tensile bar types were compared with gap K-joint of square hollow section (SHS) types. For the same width-to-thickness ratio (
), tests were performed on four specimens of the SHS type and eight specimens of the tensile bar type. The comparison of capacity with the experimental results showed a capacity of the SHS type joint to be higher than that of the tensile bartype joint for the same brace-to-chord width ratio. Moreover, the capacity of the SHS type joints increased proportionally to the width ratio
), while tensile bar type joints increased as the tension width ratio (
). In failure mode, SHS-type specimens showed local buckling of the compression brace and plastic failure was observed between the tension brace and chord face, and with the tensile bar type specimens there appeared punching shear failure of the chord face at the toe of the connection plate. It is, therefore, concluded that width-to-thickness ratio should be lower than that of the hollow-section type and the relation between tension and compression width ratio should be considered.
An Experimental Study on the Seismic Performance of Shear Connections and Rib Plate H Beam to Column Connections
Oh, Kyung Hyun ; Seo, Seong Yeon ; Kim, Sung Yong ; Yang, Young Sung ; Kim, Kyu Suk ;
Journal of Korean Society of Steel Construction, volume 17, issue 5, 2005, Pages 569~580
The postbeam joint connection of the existing steel structure moment flexible frame system did not produce sufficient seismic resistance during the earthquakes in Northridge and Kobe, and it sustained brittle fracturing on the joint connection. This study was performed to execute the high-tensile bolt share connection of H-beams web and the full-scale experiment as a parameter of the existing reinforcement of H-flange rib, by making the shape of the existing joint connection. This experiment was performed to determine the extent of the decrease of the number of high-tensile bolts and how to improve workability of the two-phase shear connection of web beam. In addition, this study was performed to enhance the seismic resistant capacity through the enforcement of rib plates. As a result of the experiment of two-phase shear connection of H-beam web and of joint connection to be reinforced by rib plates, the results of this study showed that the initial stiffness, energy-dissipation capacity, and rotational capacity of plasticity was higher than the existing joint connection. As to the rate of increasing the strength and deformation capacity, there were differences between the tension side and compression side because of the position of shear tap. However, as a whole, they have shown excellent seismic resistant capacity. Also, all the test subjects exceeded 4% (rate of delamination), about 0.029 rad (total plastic capacity), and about 130% (maximum strength of joint connection) of fully plastic moment for the original section. Accordingly, this study was considered as it would be available in the design more than the intermediate-level of moment flexible frame.
Evaluation of Design Formulae for T-joints on the Branch Plate and Hollow Steel Sections welded connections
Park, Keum Sung ; Bae, Kyu Woong ; Moon, Tae Sup ;
Journal of Korean Society of Steel Construction, volume 17, issue 5, 2005, Pages 581~591
This paper proposes a design formulae that evaluates the design strength of T-joints made of cold-formed square hollow steel sections with longitudinal branch plate. The T-joints had a configuration that a branch member used to longitudinal plate to the main chord in the plane. This study focused on the branch plate T-joints governed by the main chord flange failure mode among the experimental results. Based on the test results of the longitudinal branch plate T-joint in the square hollow sections, the ultimate strength on the T-joints was defined as 1.5 times the load at 1% B the strength of joints that governed the serviceability in control for
. Existing yield line models for normal T-joints were investigated to be the main chord flange failure for the branch plate T-joint, and this proposal design formula was based on the theory of the yield line model. Finally, the value of the finite element method compared with the value of the test and theory for the T-joints verified the validity of the design formulae.
The Local Behavior of Stiffened Plates with Open Ribs Subject to a Concentrated Load
Chu, Seok Beom ;
Journal of Korean Society of Steel Construction, volume 17, issue 5, 2005, Pages 593~604
In this paper, the parametric study on the local displacement and the local moment due to a concentrated load is performed for stiffened plates with open ribs and the orthotropic rigidity ratio of stiffened plates is selected as the parameter. For estimating the local behavior, stiffened plates loaded on the center of plates between the ribs were considered and for the global behavior, stiffened plates loaded on the rib at the center of plates were analyzed. The Analyzed results for the local behavior of stiffened plates show that the increasing ratio of the local moment according to rib sizes is constant regardless of rib spaces and the ratio of the local displacement to the global displacement can be expressed as a function of the rib space and the rigidity ratio. The application of functions to examples shows good accuracy in comparison with the local behavior of stiffened plates loaded on the center of plates and the application to the orthotropic analysis of stiffened plates improves accuracy. Therefore, using functions proposed in this study, the local behavior can easily be estimated from the global behavior of stiffened plates with open ribs.
Study on the Strength of Limit Axial Force and Accumulated Limit Axial Force of Concrete Filled Square Tube Columns
Seo, Seong Yeon ; Jung, Jin Ahn ; Kim, Sung Yong ;
Journal of Korean Society of Steel Construction, volume 17, issue 5, 2005, Pages 605~615
Experimental and analytical work was conducted to investigate the relations of axial force and deformational capacity of concrete-filled square steel tube columns. The test series consisting of 36 columns were tested under the constant axial load and horizontal cyclic load. The axial force of the columns that resisted under the cyclic lateral load was defined as a certified strength of limit axial force. The analytical model was defined as a cantilever beam-column. The axial force of the beam-column that resisted under the cyclic lateral load was defined as an accumulated certified strength of limit axial force. The purpose of this study is to investigate the certified strength of limit axial force of concrete-filled steel tube beam-columns, which were subjected to both axial and lateral load condition corresponding to a given constant rotation angle. Another purpose of this study is to discuss the comparison of the certified strength of limit axial force of concrete and the accumulated certified strength of limit axial force of concrete-filled steel tube columns.
Experimental Study on the Behavior of Brace with Elasto-Plastic Hysteretic damper
Oh, Sang Hoon ; Ryu, Hong Sik ; Moon, Tae Sup ;
Journal of Korean Society of Steel Construction, volume 17, issue 5, 2005, Pages 617~625
The brace is often used to resist lateral force such as that exerted by an earthquake. Because of buckling at bifurcation load, the brace shows unstable hysteretic characteristics in the plastic zone. Therefore, in this study, the brace with damper that consists of slit plates were suggested on the purpose of preventing buckling and increasing plastic deformation capacity. The experimental results regarding the brace member were analyzed and the feasibility was also examined.
Analysis and Design of Support Strut in Innovative Prestressed Scaffolding(IPS) System
Kim, Sung Bo ; Han, Man Yop ; Kim, Moon Young ; Kim, Nak Kyung ; Han, Jin Hee ;
Journal of Korean Society of Steel Construction, volume 17, issue 5, 2005, Pages 627~636
The analysis and design procedure of intermediate support strut for the innovative prestressed scaffolding (IPS) system was presented in this paper. The stability check of intermediate support strut is required as the behavior of the strut system is similar to that of the built-up column. The computer analysis model of the support strut was constructed for in-plane and out-of-plane buckling analysis, and the design of the support strut was performed. Using the eigenvalue for the buckling load and the member forces of support strut under design earth pressure, the effective buckling length was estimated. The allowable axial and bending stresses were calculated considering the effective buckling length. The combined stresses due to these axial forces and bending moment were estimated to be satisfied the safety condition of the intermediate support strut.
Development of a Prestressed Plate Girder Forming Hybrid Sections of Hot-rolled H Beam and High-Strength Steel Plates
Kyung, Yong Soo ; Ahn, Byung Kuk ; Bang, Jin Hwan ; Kim, Moon Young ;
Journal of Korean Society of Steel Construction, volume 17, issue 5, 2005, Pages 637~648
Innovative prestressed steel plate girders were presented in this study. Hot-rolled H beams were loaded first, then relatively high-strengthsteel plates were welded on the top and bottom flanges of preloaded H beams. Finally, high prestressed plate (HiPP) girder was manufactured by simply releasing prestresses of rolled beams. To verify prestress distributions induced in this girder, the experimental study was conducted and some guidelines to manufacture these girders effectively were addressed. In addition, methods to determine the allowable bending stress of HiPP girders and to check welding stresses were addressed for design of temporary bridges. The efficiency and effectiveness of the present girder were demonstrated through design examples of temporary bridges adapting the prestress-induced girder or the plate girder of the same section without prestresses. As a result, it has been found to be possible that the span length of HiPP girders for temporary bridges is longer than that of girders without prestresses.