• Journal of Korean Society of Steel Construction
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• v.25 no.2
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• pp.209-222
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• 2013

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.

• Journal of the Korea Academia-Industrial cooperation Society
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• v.15 no.5
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• pp.3192-3202
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• 2014

This study has its purposes on analyzing specific features of the elements according to scales of 32 main buddhist sancta among wooden temples with gable roof that are nationally designated as cultural assets, and analyzing influences and proportional relations between main and submaterials, so that it could be basic and objective data for restore and repair cultural assets in the future. Results of the study are following. First of all, the average plane proportion of doritong (facade) and yangtong (side) in 3-room building is about 1.31:1, while it is 1.70:1 in 5-room building. Secondly, as a result of analyzing the locational proportion and thickness of pillars at each location, floor room turned out to have wider space between pillars than that of edge room or side room in both cases of 3 and 5-room buildings. In the mean time, for the average thickness of the pillars in 3-room building, it was 491mm for corner pillars, 433mm for general pillars in cases of 3-room building, while it was 595 and 511mm respectively in cases of 5-room building. The reason why corner pillars are 60~80mm thicker than general ones in average, is determined to considered structural stability and optical illusion. For the third, as a result of analyzing the influences on pillar thickness, eaves projection and eaves height according to the scale(dimension) of buildings, 3-room buildings have outstanding correlation as its scale(dimension) goes bigger, while 5-room ones are not very much influenced by its scale(dimension). For the fourth, as a result of the relation between pillars and eaves, both of 3 and 5-room buildings have longer-projected and higher eaves as their pillars go taller; especially height of eaves turns out to have very close relation between length of pillars. In addition to that, both of 3 and 5-room buildings have much projected eaves as the eaves go higher.

• Journal of Korean Society of Steel Construction
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• v.27 no.4
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• pp.411-422
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• 2015

The design and buckling behavior of earth retaining system supported by high strength steel pipe and PHC pile under compression is presented in this study. Buckling analysis of various strut system was investigated according to the strut total length(30m, 60m, 90m), three types of built-up columns and connection condition. Buckling loads calculated by F.E analysis was compared with the theoretical solution corresponding to diagonal buckling mode, local and global buckling mode of main strut. The design of the built-up column struts are performed based on design guide for high strength steel pipes and P-M diagram for built-up column with two PHC pile section.

• Journal of Korean Society of Steel Construction
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• v.25 no.3
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• pp.299-305
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• 2013

This paper presents the experimental results of behacior of slender square hollow section columns strengthened with carbon fiber reinforced polymers (CFRP) sheets subjected to concentrated axial loading. Three long specimens were fabricated and one stub column were fabricated. The main parameters were the number of CFRP layers. From the tests, it was observed that global buckling were occurred at the center of specimen for unretrofitting slender column. However, CFRP retrofitting could prevent the global buckling of slender column. Maximum increase of 22% was also achieved in axial-load capacity with three longitudinal layered CFRP applied on four sides of steel tubes.

• Journal of the Earthquake Engineering Society of Korea
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• v.6 no.3
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• pp.63-71
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• 2002

The seismic design regulations have not been applied to the low-rised buildings which are less than 6 stories in Korea. For these buildings which are designed only for gravity loads, theoretical formulas which can estimate the seismic strength of building are derived. The column hinge sway and beam hinge sway mechanism are assumed for the formulars. For the comparisons with the formulas, the results of push-over analyses of 3 and 4 storied buildings are used. It can be shown that the estimating formulas correspond well with the push-over analyses. And the seismic strength of building has a little relations with the number of bay and becomes larger as the building becomes lower. Also, as the ratio and strength of reinforcing steel increase, the seismic strength of building is increased.

• The Journal of Korean Institute of Electromagnetic Engineering and Science
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• v.16 no.6 s.97
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• pp.615-621
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• 2005

In this paper, a model for simulating synthetic aperture radar(SAR) images of earth surfaces. The earth surfaces include forest area, rice crop field, other agricultural fields, grass field, road, and water surface. At first, the backscattering models are developed for bare soil surfaces, water surfaces, short vegetation fields such as rice fields and grass field, other agriculture areas, and forest areas. Then, the SAR images are generated from the digital elevation model(DEM) and digital terrain map. The DTM includes ten parameters, such as soil moisture, surface roughness, canopy height, leaf width, leaf length, leaf density, branch length, branch density, trunk length, and trunk density, if applicable. The scattering models are verified with measurements, and applied to generate an SAR image for an area.

• Proceedings of the Korea Concrete Institute Conference
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• 2008.11a
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• pp.185-188
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• 2008

Flat plate system has structural weakness such as punching shear. Punching shear resistance can be increase by using a lager column section and effective depth, higer concrete compressive strength, and more flexural reinforcement ratio. But using a shear reinforcement is most economical, enable, workable solution in flat plate. The slab with thickness smaller than 250mm can not perform effectively due to insufficient development length of shear reinforcement in the slab. In case of proposed reinforcements, since the shear reinforcements were installed between the top bar and the bottom bar, shear elements generated slip failure before they reached yield. strength. effect of anchorage strength were effective anchorage length, concrete strength, diameter of shear element and anchorage detail. considering effect of slab thickness and concrete strength, formula of K factor propose in thin flat plate slab. by considering effect of anchorage length and concrete strength, strength of shear reinforcement will be computed correctly in thin flat plate slab.

• Journal of Korean Society of Steel Construction
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• v.18 no.2
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• pp.225-237
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• 2006

Based on the study conducted by Kim et al. (205a, b), an improved stability design method for evaluating the effective buckling lengths of beam-column members is proposed herein, using system elastic/inelastic buckling analysis and second-order elastic analysis. For this purpose, the stress-strain relationship of a column is inversely formulated from the reference load-carrying capacity proposed in design codes, so as to derive the tangent modulus of a column as a function of the slenderness ratio. The tangent stiffness matrix of a beam-column element is formulated using the so-called "stability functions," and elastic/inelastic buckling analysis Effective buckling lengths are then evaluated by extending the basic concept of a single simply-supported column to the individual members as one component of a whole frame structure. Through numerical examples of several structural systems and loading conditions, the possibilities of enhancement in stability design for frame structures are addressed by comparing their numerical results obtained when the present design method is used with those obtained when conventional stability design methods are used.

• Journal of Korean Society of Steel Construction
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• v.17 no.1 s.74
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• pp.83-92
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• 2005

This paper is to evaluate the load carrying capacities of cold-formed steel columns subject to combined axial load and bending moment. A combined strength experiment is carried out using full-scale 24 specimens of lipped channel section with embossment in web. An eccentric axial load is applied in varying member-length and eccentric distance which produces an end-moment of the column. The predictions of the AISI specification and the Eurocode are compared with the experimental results, and it is shown that all of these codes are reasonable on the whole in relation to the experimental results.

• Journal of the Korea Concrete Institute
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• v.14 no.4
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• pp.513-520
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• 2002

This study is to evaluate the structural performance of columns in concrete moment frame. For this purpose the results of previous experimental studies were collected and compared. The experimental variables considered in this study are existance of lap splice within the possible plastic hinge region during an earthquake, ratio of longitudinal reinforcement axial load and the transverse reinforcement ratio. The strength, deformation, ductility capacity and the length of plastic hinge are compared in this study.