• Steel and Composite Structures
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• 제38권2호
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• pp.223-239
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• 2021

This paper presents the analytical modeling and finite element (FE) analysis, using ABAQUS software, of the new types of steel reinforced lightweight aggregate concrete (SRLAC) columns with cross-shaped (+shaped and X-shaped) steel section, using proposed three analytical and two FE models in total. The stress-strain material models for different components in the columns, including the confined zones of the lightweight aggregate concrete (LWAC) using three and four concrete zones divisions approaches and with and without taking into account the stirrups reaction effect, are established first. The analytical models for determining the axial load-deformation behavior of the SRLAC columns are drawn based on the materials models. The analytical and FE models' results are compared with previously reported test results of the axially loaded SRLAC columns. The proposed analytical and FE models accurately predict the axial behavior and capacities of the new types of SRLAC columns with acceptable agreements for the load-displacement curves. The LWAC strength, steel section ratio, and steel section configuration affect the contact stress between the concrete and steel sections. The average ratios of the ultimate test load to the three analytical models and FEA model loads, Put /Pa1, Put /Pa2, Put /Pa3, and Put /PFE1, for the tested specimens are 0.96, 1.004, 1.016, and 1.019, respectively. Finally, the analytical parametric studies are also studied, in terms of the effects of confinement, LWAC strength, steel section ratio, and the reinforcement ratio on the axial capacity of the SRLAC column. When concrete strength, confinements, area of steel sections, or reinforcement bars ratio increased, the axial capacities increased.

• Structural Engineering and Mechanics
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• 제16권3호
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• pp.361-369
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• 2003

In this paper, the structural behavior of R/C cylindrical panel is analyzed by experimental results. To avoid the geometric imperfection, R/C shell specimens are made by use of a stiff steel mold. From experimental results, the load carrying behavior of R/C cylindrical panel is presented under an external lateral pressure. Even if R/C shell does not posses geometric imperfections, the inaccuracy of the reinforcement position strongly affects to the ultimate strength and the failure patterns of such shells. To explain these effects, FEM nonlinear analyses are done under the same conditions as those of experiments. The behavior of R/C cylindrical shells are well simulated under the consideration of both the geometric imperfection and several inaccuracies.

• 한국전산구조공학회:학술대회논문집
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• 한국전산구조공학회 1994년도 봄 학술발표회 논문집
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• pp.73-80
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• 1994

This paper is to study the mechanical behavor and structural safety of the wire-mesh half slab by an analytical method. Layer model was adopted by modelling the wire-mesh half slab as a flexural member composed of free cantilever beam and vertical supports (walls or beams). Reasonable results for the prediction of ultimate strength of the half stab at each loading direction and design recommendations for the reinforcement detail at wall(beam)-slab joints are acquired. On the other hand, ductility capacity of the wire-mesh half slab was overestimated by not considering the brittleness of wire-mesh reinforcements pre-manufactured at the form of Kaiser Truss.

• 한국콘크리트학회:학술대회논문집
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• 한국콘크리트학회 1999년도 학회창립 10주년 기념 1999년도 가을 학술발표회 논문집
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• pp.471-474
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• 1999

An interface always appears when a repair is applied to an aged infrastructure system for repair. These repaired structures have the high chance to fail along the interface because of the stress concentration/discontinuity along the interface. So, mechanical properties of the interface have much influence on the behavior of repaired structure systems. In this paper, numerical tool that can predict effectively the interfacial fracture behavior is developed using axial deformation link elements, and this numerical technique is applied to the interfacial failure behavior. The results coincide with the ultimate strength and failure profile on the interfacial behavior of carbon fiber sheets for strengthening with epoxy adhesion. Thus, the mechanical behavior of the interface up to failure can be predicted using numerical technique with the proposed axial deformation link elements.

• 한국콘크리트학회:학술대회논문집
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• 한국콘크리트학회 2002년도 봄 학술발표회 논문집
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• pp.799-804
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• 2002

The compatibility of concrete repairs is proposed by D. Cusson et al. and N. K. Emberson et al. But this is the general compatibility of concrete repairs. This study is actualized the general compatibility of concrete repairs on the flexural specimen under bending load. This study is obtained following results. 1) As a results of analysis for repair effects on failure shape, debonding between concrete and repairs, yielding load and ultimate/yielding ratio, the repair effects is ascertained that the repair R3 is much excellent than the repair R7, but on the other hand R7 is very high than R3 on the viewpoint of compressive strength, where repair R7, R3 is a product. 2) Therefore the compatibility of concrete repair proposed by D. Cusson et al. and N. K. Emberson et al. must be reanalyzed for structures types of column, beam, wall, slab et al.

• 콘크리트학회지
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• 제5권2호
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• pp.162-170
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• 1993

축력과 횡력을 받는 전단벽의 휨과 전단 거동을 분리산정하기 위하여 R/C 전단벽에 관한 실험 결과에 대해 System Identification을 행한다. 이를 토대로, 전단벽의 강도 저하 계수 'R'과 극한 회전능력을 구하는 실험식을 제안한다. R/C뼈대구조-전단벽에 대한 비탄성 해석 유한요소 컴퓨터 프로그램(IDARC)을 이용하여 전단벽의 지진 이력 거동을 재현한다. Identification 결과를 Digitize한 실험 결과와의 비교에 의해 검증하고, 총변형으로부터 휨과 전단에 의한 변형요소를 해석적으로 분리 함으로서 비탄성 전단 거동과 강도 저하 계수 'R'의 산정이 가능해진다. 또한 실험 결과에 대한 회귀 분석을 통하여 전단벽의 극한 회전 능력에 대한 실험식이 얻어진다.

• 대한토목학회논문집
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• 제14권3호
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• pp.415-428
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• 1994

압측력을 받는 손상된 강관부재의 거동 및 국한내력을 양단이 핀접합된 경우에 대하여 고찰하였다. 손상단면의 뒤틀림으로 인한 비선형성을 고려하기 위하여 유한요소 및 회귀분석에 의한 모멘트-곡률관계식을 도출, 이를 부재해석을 위한 수치적분법에 이용함으로써 해석의 효율 및 실용성을 제고하였다. 제시된 방법의 신뢰도를 확인하기 위하여 실규모 강관에 대한 실험을 수행, 이 결과와 비교하였으며 제작강관, 부식강관에 대하여 초기변형, 편심, 부식도, 등 강관의 결함요소가 극한강도에 미치는 영향에 대하여 조사하였다.

• Computers and Concrete
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• 제17권2호
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• pp.227-240
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• 2016

An analytical study was conducted to investigate the effect of the shape and spacing of modified inclined studs used as shear connector between concrete and steel plate on the cyclic behavior of steel plate concrete (SC) shear wall. 9 different analysis cases were adopted to determine the optimized shape and spacing of stud. As the results, the skeleton curves were obtained from the load-displacement hysteresis curves, and the ultimate and yielding strengths were increased as the spacing of studs decrease. In addition, the strength of inclined studs is shown to be bigger compared to that of conventional studs. The damping ratios increased as the decrease of stiffness ratio. Finally, with decreasing the spacing distance of studs, the cumulative dissipated energy was increased and the seismic performance was improved.

• 해양환경안전학회:학술대회논문집
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• 해양환경안전학회 2003년도 춘계학술발표회
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• pp.159-165
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• 2003

To Recently, the buckling is easy to happen a thin plate and High Tensile Steel is used at the structure so that it is wide. Especially, the buckling is becoming important design criteria in the ship structure to use especially the High Tensile Steel. Consequently, it is important that we grasp the conduct after the buckling behaviour accurately at the stability of the body of ship structure. In this study, examined closely about conduct and secondary buckling after initial buckling of thin plate structure which receive compressive load according to various kinds aspect ratio under simply supported condition that make by buckling formula in each payment in advance nile to place which is representative construction of hull. Analysis method is F.E.M by ANSYS and complicated nonlinear behaviour to analyze such as secondary buckling.

• 한국콘크리트학회:학술대회논문집
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• 한국콘크리트학회 1993년도 가을 학술발표회 논문집
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• pp.290-295
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• 1993

The purpose of the present study is to propose a realistic method to analyze the prestressed concrete members subjected to pure torsion. The present study device a method to realistically take into account the tensile stiffness of concrete after cracking. The effect of biaxial compressive and tensile loading on the compressive and tensile strength of concrete is also taken into account in the present model. The present model can predict not only the service load behavior, but also up to the behavior of ultimate load stages. The comparison of the present theory with experimental data indicates that the proposed model dipicts reasonably well the actual behavior of prestressed concrete members.