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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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Journal DOI :
Korean Society of Steel Construction
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Volume & Issues
Volume 15, Issue 6 - Dec 2003
Volume 15, Issue 5 - Oct 2003
Volume 15, Issue 4 - Aug 2003
Volume 15, Issue 3 - 00 2003
Volume 15, Issue 2 - 00 2003
Volume 15, Issue 1 - 00 2003
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A Damage Assessment Technique for Bridges Using Conjugate Beam Theory
Choi, Il Yoon ; Choi, Eunsoo ; Lee, Jun Suk ; Cho, Hyo Nam ;
Journal of Korean Society of Steel Construction, volume 15, issue 6, 2003, Pages 603~610
A damage identification technique using static displacement data is developed to asses s the structural integrity of bridge structures.As such, the relationship between static displacement and stiffness is derived, and the optimization technique utilized.Comparisons with numerical and experimental tests are performed to investigate the practical applicability of the proposed method.Various damage scenarios are considered by varying damage-width as well as damage-degree. The influence of noise in identifying the damage is also numerically investigated.Finally, the applicability and limitation of the proposed method are discussed.
Static Behavior of Large Stud Shear Connectors
Lee, Pil Goo ; Shim, Chang Su ; Yoon, Tae Yang ;
Journal of Korean Society of Steel Construction, volume 15, issue 6, 2003, Pages 611~620
Shear studs with a diameter of 19mm or 22mm are typically used in steel-concrete composite bridge. For the simplification of details in steel bridges, the convenience of removing concrete slab, and the efficient distribution of shear pockets for precast decks, large studs can be an excellent alternative. Through push-out tests on large stud shear connectors that transcend the limitation of current design codes, static behavior was investigated and comparisons with design equations performed. The shear stiffness of the connectors in elastic range and trilinear load-slip curves were proposed after shear tests on 25mm, 27mm, and 30mm studs. The ultimate slip capacity and ultimate strength of large studs were also evaluated, with the test results revealing conservative values for the design shear strength in Eurocode-4. For 30mm stud shear connectors, the welding quality and bearing capacity of concrete slab should be improved.
Fatigue Behavior of Large Stud Shear Connectors
Shim, Chang Su ; Lee, Pil Goo ; Kim, Hyun Ho ; Yoon, Tae Yang ;
Journal of Korean Society of Steel Construction, volume 15, issue 6, 2003, Pages 621~628
Stud shear connectors are the most commonly used shear connectors: up to 22mm studs are usually used in steel-concrete composite structures. To expand the current design codes for stud connectors, large studs with a diameter of more than 25mm should be investigated. Through push-out tests on large stud shear connectors that transcend the limitation of current design codes, fatigue behavior was investigated and comparisons with design equations performed. The shear stiffness of the connectors in elastic range was evaluated through shear tests on 25mm, 27mm, and 30mm studs and compared with those from static tests. The fatigue behavior of large studs was discussed in terms of residual slip and load-slip curves. The initiation of fatigue cracks in the welding part could be detected through the history of displacement range. Test results showed that the design fatigue endurance of S-N curves in current design codes could be applied to large stud shear connector.
Fatigue Strength of In-plane Welded Attachments
Bae, Doobyong ;
Journal of Korean Society of Steel Construction, volume 15, issue 6, 2003, Pages 629~637
This s paper presented the results of the three phases of fatigue tests to determine the fatigue strength of in-plane welded gusset joints, which are the most common details inevitably existing in the region of high stress range. A total of 57 fatigue specimens with varying thickness and strengths were made and tensile fatigue tests performed. One full-scale beam fatigue test was also performed. The validity of the fatigue strength of those details in the specification was confirmed, with the effects of thickness of flanges and welded attachments, length of attachments, and strength of applied steel examined. The characteristics of crack initiation and propagation were also observed. The test result was evaluated by comparing it with other test data and fatigue criteria of other countries. To determine the degree of stress concentration in the weld toe depending on geometric configuration such as attachment length and transition radius, analyses were performed. Compared to the present specification, analytical results indicate the need to revise and subdivide the detail categories.
Moment Transmission Capacity of H-shaped Beam by Stud Connectors
Lee, Myung Jae ; Choi, Wan Chol ; Lee, Sang Gu ; Kim, Jae Hee ; Kim, Hee Dong ;
Journal of Korean Society of Steel Construction, volume 15, issue 6, 2003, Pages 639~648
The objective of this study is to evaluate in-plane and out-of-plane moment transmission capacity of H-shaped beams about design load by stud connector. Four specimens were tested under monotonic moment loading condition in each case to evaluate those. The parameter of tests is the size of the H-shaped beams. The results show that moment transmission capacity of H-shape beams in the serviceability limit state by stud connectors is excellent observing to the design code of steel structures of Architectural Institute of Korea.
Evaluation of Concrete Cone Breakout Strength of Expansion Anchors
Kim, Sung Yong ; Kim, Kyu Suk ;
Journal of Korean Society of Steel Construction, volume 15, issue 6, 2003, Pages 649~660
The paper presents an evaluation of the tensile strength of the expansion anchor that can cause failure in the concrete based on the design of the anchorage. Tests of the heavy-duty anchor and the wedge anchor that are domestically manufactured and installed in plain concrete members are conducted to probe the effects of the embedded depth, concrete strength, and anchors spacing. The design of post-installed steel anchors is presented using the Concrete Capacity Design (CCD) approach. The CCD method is applied to predict the concrete failure load of the expansion anchor in plain concrete under monotonic loading for important applications. The concrete tension capacity of the fastenings with heavy-duty anchors and wedge anchors in plain concrete predicted using the CCD method is compared with the test results. For the CCD method, a normalization coefficient of 9.94 is appropriale for the nominal concrete breakout strength of an anchor or a group of wedge anchors in tension. On the other hand, a normalization coefficient of 11.50 is appropriate for the nominal concrete breakout strength of an anchor or a group of heavy-duty anchors in tension.
Advanced analysis and optimal design of steel frames accounting for nonlinear behavior of connections
Choi, Se Hyu ; Park, Moon Ho ; Song, Jae Ho ; Lim, Cheong Kweon ;
Journal of Korean Society of Steel Construction, volume 15, issue 6, 2003, Pages 661~672
The advanced analysis and optimal design of semi-rigid frame were presented. Advanced analysis can predict the combined nonlinear effects of connection, geometry, and material on the behavior and strength of semi-rigid frames. The Kishi-Chen power model was used to describe the nonlinear behavior of semi-rigid connections. Geometric nonlinearity was determined using stability functions. On the other hand, material nonlinearity was determined using the Column Research Council (CRC) tangent modulus and parabolic function. The direct search method proposed by Choi and Kim was used as optimization technique. The member with the largest unit value evaluated using the LRFD interaction equation was replaced one by one with an adjacent larger member selected from the database. The objective function was assumed as the weight of steel frame, with the constraint functions accounting for load-carrying capacities, deflections. inter-story drifts, and ductility requirement. Member sizes determined by the proposed method were compared with those derived using the conventional LRFD method.
The behavior of branch-rotated and chord web-stiffened T-joints in Cold-formed Square Hollow Sections
Park, Keum Sung ; Bae, Kyu Woong ; Jeong, Sang Min ; Kang, SeokGyu ; Moon, Tae Sup ;
Journal of Korean Society of Steel Construction, volume 15, issue 6, 2003, Pages 673~681
This paper describes the experiment that determines the ultimate strength of new uniplanar T-joints made of cold-formed square hollow sections. The new T-joint focused on the configuration of a branch member that is oriented 45 degrees to the plane of the truss and welded to the chord member whose web is stiffened with plate. The strength and failure mode are examined using the existing strength formula for the branch-rotated T-joint
. The test result shows that the capacity of the stiffened joint increases with thicker stiffening plate. The failure mode of the specimen
is stiffened with plate changes from M2 (flange failure) to M3 (combined failure). On the other hand, the failure mode of the specimen
is stiffened with plate changes from M1 ( web failure) to M2 (flange failure)
Bearing Strength of Steel Baseplate under Eccentric Loads
Choi, Mun Sik ; Min, Byung Yeol ;
Journal of Korean Society of Steel Construction, volume 15, issue 6, 2003, Pages 683~691
Recently, the steel has been increaseingly used as an integrated part of high-rise buildings, which often composed of steel structures, steel reinforced concrete structures and composite structures. The steel base is designed to transfer the stresses induced from steel column to the reinforced concrete footing through the base plate. However, in the design of steel structures and steel reinforced concrete structure, it is generally difficult to evaluate the bearing strength of the steel base subjected to large axial force. Furthermore, the material used in steel base is quite different from those used in other connections and a load transferring mechanism of steel base is very complicated in nature. Therefore, a special attention must be placed in design and construction of steel base. In generally, the bearing strength test and research of the steel base subjected to concentrated load are carried out. But, in the design of the structures, uniaxial eccentric load is loaded to the steel base of the steel structures. In this research, the bearing strength and the me of failure considering eccentric loads and eccentric length, were experimented when eccentric load is loaded to the steel base of steel structures. Based on the test results, a basic design reference is suggested for a reasonable design of steel structures, steel reinforced concrete structures and composite structures.
Evaluation of Rectangular Section Flutter Derivatives by CFD
Min, Won ; Lee, Yong Jae ;
Journal of Korean Society of Steel Construction, volume 15, issue 6, 2003, Pages 693~700
An evaluation method for flutter derivatives is proposed, using indicial functions of structural members produced by Computational Fluid Dynamics (CFD). Flutter derivatives are obtained by Fourier integration of indicial functions. Instead of direct simulation of oscillating objects, only the calculation of time-dependent lift and moment variations of fixed objects with constant attack angle are necessary.The Finite Element Method (FEM) is developed as a tool for the numerical method. For two rectangular sections having different aspect ratios, the numerical analysis and wind tunnel test are carried out to inspect the adequacy of this study. The results proved to be good, and they could be used for a preliminary design.
Seismic Performance of CFT column to H beam Connections Reinforced with T-stiffeners
Kim, YoungJu ; Chae, Young Suk ; Shin, Kyung Jae ; Oh, Young Suk ; Moon, Tae Sup ;
Journal of Korean Society of Steel Construction, volume 15, issue 6, 2003, Pages 701~709
The paper presented the seismic performance of T-stiffener moment connections for use in steel moment-resisting frames. The connections were strengthened by welding the vertical and horizontal clement of the T-stiffener to the beam flange and column f1ange. Finite clement analysis and experiments were conducted to determine the behavior of T-stiffener-reinforced connections. The results of the finite element analysis confirmed the effectiveness of the T-stiffener, whose horizontal element lengthened to mitigate local stress concentrations of the beam flange on the horizontal stiffener. Full-scale specimens were also tested cyclically to study hysteresis behavior. The main parameters used were the ratio of the T-stiffener to beam strength and the shape of the horizontal element. As the length of the horizontal element increased, the deformation capacity of the connections enhanced. Likewise, all specimens behaved according to the Ramberg-Osgood curve and showed stable hysteresis behavior.