DongYang Structural Engineers Co.

Seoul, South Korea

DongYang Structural Engineers Co.

Seoul, South Korea
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Kim D.-H.,Korea Advanced Institute of Science and Technology | Lee C.-H.,DongYang Structural Engineers Co. | Ju Y.K.,Korea University
International Journal of Steel Structures | Year: 2017

Though a buckling-restrained brace (BRB) has good seismic performance, it cannot dissipate energy under wind loads or weak earthquakes because its core does not yield. A hybrid buckling-restrained brace (H-BRB), which is a type of hybrid damping system consisting of a BRB member and a viscoelastic damper, has been proposed to improve the wind-resisting performance of the standard BRB. In order to evaluate the wind and seismic performance of the H-BRB system, two H-BRB specimens and one BRB specimen were tested in this study. The variable for the wind performance test was the shear action mechanism of the viscoelastic damper with and without a side connection plate, and the variable for the seismic performance test was whether a separation occurred between the steel tube and a stopper after the yielding of the steel core. The wind performance test showed that H-BRB’s mechanism could be realized only when the viscoelastic damper operated with double shear action. Also, the seismic performance test demonstrated that H-BRB could satisfy the required performance when the tube and stopper were separated after the core’s yielding. © 2017, Korean Society of Steel Construction and Springer-Verlag Berlin Heidelberg.


Ryu J.,Korea University | Lee C.-H.,DongYang Structural Engineers Co. | Oh J.,Korea University | Yoon S.-W.,Seoul National University of Science and Technology | Ju Y.K.,Korea University
Journal of Structural Engineering (United States) | Year: 2017

A new composite floor system was developed to reduce floor-to-floor height and to improve structural capacity and fire resistance as compared with existing encased composite floor systems. The proposed system is composed of asymmetric steel beams with web openings, a biaxial hollow concrete slab, and glass fiber-reinforced plastic (GFRP) plates. The shear resistance of the typical composite beams is commonly determined based on the shear strength of the steel web alone. However, for the proposed system, because the steel web has several circular openings, the concrete contribution to the shear resistance should be included in the design equation. In this paper, tests and finite-element analyses were conducted to evaluate the contribution of the shear-resisting components in the proposed system. An asymmetric steel beam with web openings, inner concrete panels, and a biaxial hollow concrete slab within the effective width for shear were considered as shear-resisting components. Each component fully resisted the applied shear force, exceeding the expected value until failure, and the design equation suggested was suitable for predicting the shear strength of the proposed system. © 2016 American Society of Civil Engineers.


Song J.-K.,Chonnam National University | Song H.-B.,DongYang Structural Engineers Co. | Song J.-W.,Chonnam National University
International Journal of Concrete Structures and Materials | Year: 2012

In this study, three isolated interior flat slab-column connections that include three types of shear reinforcement details; stirrup, shear stud and shear band were tested under reversed cyclic lateral loading to observe the capacity of slab-column connections. These reinforced joints are 2/3 scale miniatures designed to have identical punching capacities. These experiments showed that the flexural failure mode appears in most specimens while the maximum unbalanced moment and energy absorbing capacity increases effectively, with the exception of an unreinforced standard specimen. Finally, the results of the experiments, as wel l as those of experiments previously carried out by researchers, are applied to the eccentricity shear stress model presented in ACI 318-08. The failure mode is therefore defined in this study by considering the upper limits for punching shear and unbalanced momen t. In addition, an intensity factor is proposed for effective widths of slabs that carry an unbalanced moment delivered by bending. © 2012 Korea Concrete Institute.


Kim J.,Sungkyunkwan University | Yu J.,DongYang Structural Engineers Co.
Magazine of Concrete Research | Year: 2012

The objective of this study is to investigate the progressive collapse potential of reinforced concrete moment frames subjected to sudden loss of a first-storey column. To this end three-, six- and 15-story reinforced concrete moment frames were designed as model structures for analysis with and without considering seismic load, and their progressive collapse potentials were investigated by performing non-linear static and dynamic analyses. It was observed from the analysis results that the catenary action is activated by reinforcing steel and is proportional to the amount of the reinforcement. It was also observed that the amount of stirrup affects the onset of the catenary action and the progressive collapse. According to the non-linear dynamic analysis results the reinforced concrete structures that were not designed for seismic load turned out to be highly vulnerable to progressive collapse, whereas the structures designed considering seismic load showed superior performance against progressive collapse. © 2012 Thomas Telford Ltd.


Kim D.-H.,Korea Advanced Institute of Science and Technology | Lee C.-H.,DongYang Structural Engineers Co. | Lee C.-H.,Korea University | Ju Y.K.,Korea University | Kim S.-D.,Korea University
Structural Design of Tall and Special Buildings | Year: 2015

In this study, a subassemblage test was performed using buckling-restrained braces with an H-shaped core element, which have been proven in a previous uniaxial component test to have good performance. The loading protocol prescribed the quasi-static cyclic pattern with stepwise incremental displacement amplitude. Two different end connections (bolted connection and pin connection) and two different buckling-restrained mechanisms (concrete-filled tube and hollow steel tube) were examined as the test parameters. The performance of the specimen was evaluated by comparing the test results with the recommended provisions for buckling-restrained braces. The test results showed that the compression strength capacity of buckling-restrained brace (BRB) with in-filled concrete increased by about 10% compared with BRB without in-filled concrete. According to test result at same story drift of 2Dbm, structural performance of pin connection specimen without bolt slippage is superior to bolted connection specimen. Also, bolted connection specimens showed similar performance for total energy dissipation and cumulative plastic ductility, regardless of the connection types and the existence of concrete filling. Copyright © 2014 John Wiley & Sons, Ltd.


Lee C.-H.,DongYang Structural Engineers Co. | Ryu J.,Korea University | Oh J.,Korea University | Yoo C.-H.,Advanced Development Team | Ju Y.K.,Korea University
Engineering Structures | Year: 2016

This paper describes the development process of a new low-steel composite friction material and the experiments to investigate its frictional behavior. Automotive braking technology was adapted to derive an optimal friction damper for buildings, and a high friction coefficient and stable behavior were set as the primary targets for performance. To improve performance, clamping details which incorporated load washers were also proposed. In order to evaluate the performance of the friction system, pseudo-dynamic tests were conducted. In the experiments, the proposed friction dampers showed repeatable, predictable, and very stable behavior without significant fading of frictional resistance, even under hundreds of repetitive sliding excursions. The friction load tended to be proportional to the initial clamping force regardless of the real-time clamping force, thus confirming that the behavior of the proposed dampers could be predicted using the idealized Coulomb friction model. It was also verified that frictional performance could be remarkably increased through the use of conical shaped load washers, when applied correctly. Furthermore, nonlinear time history analysis was performed on a five-story example building with and without friction dampers. Based on the results, the friction damped system demonstrated effectiveness in reducing structural responses such as roof displacement, base shear force, and story drift ratio compared to the original undamped frame system. © 2016 Elsevier Ltd


Peronto J.,Thornton Tomasetti | Sunu W.,DongYang Structural Engineers Co. | Sinn R.,Thornton Tomasetti | Huizinga M.,Thornton Tomasetti
Structures Congress 2014 - Proceedings of the 2014 Structures Congress | Year: 2014

The ultra-modern, 245-meter-tall Federation of Korean Industries (FKI) office tower is a significant and recent addition to the skyline of Seoul, South Korea. The building, including below-grade parking and support spaces, consists of 170,000 square meters of gross floor area with 111,000 square meters above grade. A separate, free-form, glass and steel rib-shell structure at the podium also houses a 6,000-square-meter conference center. The tower structural system consists of a reinforced concrete core and composite perimeter columns coupled with steel outriggers and belt trusses to resist lateral forces. The superstructure is founded on reinforced concrete bored piles socketed into the local rock formation. Five below-grade levels were constructed utilizing top-down construction techniques. The exterior wall of the tower has been furrowed as part of the architectural expression and to provide optimal utilization of building-integrated photovoltaic panels. The unique exterior skin is a key factor in disrupting the organization of wind vortices for the purely prismatic tower geometry. All documentation was produced in 3D REVIT and TEKLA models. © 2014 American Society of Civil Engineers.


Lee C.-H.,DongYang Structural Engineers Co. | Kim J.,Hanyang University | Kim D.-H.,Korea Advanced Institute of Science and Technology | Ryu J.,Korea University | Ju Y.K.,Korea University
Engineering Structures | Year: 2016

A new hybrid damper which combines a friction damper and steel strip damper is proposed for improving the seismic performance of structures at multiple levels of ground motion. In order to investigate the combined behavior of the proposed damper, quasi-static cyclic tests were carried out on ten specimens. Experimental results demonstrated that hysteretic response was stable, and multi-phased behavior (i.e., activation of two different kinds of dampers) functioned as intended. However, depending on the type of strip damper applied, the behavior and failure modes showed distinct differences due to rotational motion induced during combined behavior deformation and energy dissipation capacities were enhanced when a strip damper with adequate out-of-plane stiffness was applied. Furthermore, numerical analysis based on both material strength and expected strength well represented behavioral characteristics of the damper, and dissipated energy was reliably predicted. It is expected that the proposed analytical model can be practically applied to predict the performance of structures strengthened by the hybrid damper. © 2016 Elsevier Ltd.


Lee C.-H.,DongYang Structural Engineers Co. | Lho S.-H.,Korea Agency for Infrastructure Technology Advancement | Kim D.-H.,Korea Advanced Institute of Science and Technology | Oh J.,Korea University | Ju Y.K.,Korea University
Engineering Structures | Year: 2016

An hourglass-shaped strip damper (HSD) was proposed to improve on the conventional slit damper. The damper has non-uniform strips which have a smaller cross-sectional area close to the middle height. To find the structural capacities of HSD subjected to monotonic and cyclic loadings, experimental tests were carried out in this study. Test parameters were loading rate, material strength, and the number of damper plates. The results showed substantial load-resistance capacity under monotonic loadings, and excellent ductility and energy dissipation were exhibited under cyclic loadings, with even distribution of damage over the entire height of strips. Based on the test results, a simple hysteretic model using a combined isotropic-kinematic hardening rule was also proposed. The comparison demonstrated that it represents the tested cyclic load-displacement hysteresis well. It is expected that the proposed model can be successfully used to predict the behavior of HSD in real-world applications. © 2016 Elsevier Ltd.


Lee C.-H.,DongYang Structural Engineers Co. | Woo S.-K.,Korea University | Ju Y.K.,Korea University | Lee D.-W.,Korea Institute of Materials Science | Kim S.-D.,Korea University
Journal of Structural Engineering (United States) | Year: 2015

Metallic dampers have been used to dissipate large amounts of seismic energy through inelastic deformation in order to minimize damages to the main structural components. However, cumulative inelastic deformation of the metallic dampers results in fatigue cracks, so the life of the device may be reduced significantly. In this paper, an experimental study was carried out to investigate the low-cycle fatigue damage for the proposed hourglass-shaped strip damper (HSD). Four different types of cyclic loadings were applied in this test. The microstructures of the fracture surfaces and the crack distribution patterns were also observed. From the results, it was found that the shape of HSD was well designed for excellent fatigue performance, and the low-cycle fatigue characteristics of the steel strip damper could be well defined by the Manson-Coffin relationship. To consider the mean deformation and the loading sequences, a modified fatigue damage prediction model was proposed that incorporates the effective stiffness. Finally, it may be said that the newly proposed model can predict well the remaining life of the damper damaged by cumulative inelastic deformation. © 2014 American Society of Civil Engineers.

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