• Title/Summary/Keyword: 반강접

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반강접 플로팅 함체의 실험적 응답 특성

  • Lee, Yeong-Uk;Chae, Ji-Yong;Kim, Hyeok-Nyeon
    • Proceedings of the Korean Institute of Navigation and Port Research Conference
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    • 2013.10a
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    • pp.264-266
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    • 2013
  • 프리스트레싱으로 연결된 반강접 함체의 응답을 확인하기 위하여 일체형 함체를 기준으로한 실험을 수행하였다. 또한, 실험값과의 비교를 위하여 동-수역학 해석을 수행하였다. 그 결과, 실험에서 나온 피치 가속도는 상부 구조물의 유무와 상관없이 반강접 함체와 일체형 함체가 비슷하게 나타났으며, 해석값과는 1.2초의 주기를 제외하고 다른 주기에서는 비슷한 결과를 나타내었다.

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The Structural Economical Efficiency Evaluation of Partially Restrained Composite CFT Column-to-Beam Connection (합성반강접 CFT기둥-보 접합부 구조의 경제성 평가)

  • Kim, Sun-Hee;Bang, Jung-Seok;Park, Young-Wook;Choi, Sung-Mo
    • Journal of Korean Society of Steel Construction
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    • v.24 no.1
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    • pp.109-117
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    • 2012
  • This study seeks to devise a design application for a beam structure with partially restrained composite connection to a CFT column. A cost-efficient and stable component is applied by adjusting the stiffness ratio of the column connection through partially restrained composite connection. Based on a review of the structure's stability, it was confirmed that in the case of a low-rise building as a moment frame, resistance without bracing is feasible because stiffness increased by virtue of the partial restrained composite connection by composite action. In the case of a high-rise building, lateral resistance load of moment frame was approximately 10% when proper partial restrained rate was at around 60%. With considerations related to economic efficiency, the partial restriction effect of the beam component was significantly activated by the uniform load, but that of the beam activated by concentrated load was not significantly indicative. The analysis indicated that 60% partial restrained girder at the connection was the most economical in the case of uniform load. It also showed that end moments can be reduced by approximately 25%.

An Analytical Study on Semi-Rigid Connections of 6-Story Unbraced Steel Structures (6층 비가새 철골구조물의 반강접 접합부에 관한 해석적 연구)

  • Kim, Jin Hyoung;Kang, Suk Bong
    • Journal of Korean Society of Steel Construction
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    • v.11 no.4 s.41
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    • pp.425-433
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    • 1999
  • Structural analysis and design of steel frames is usually conducted under the assumption that beam-to-column connections are either fixed or pinned. In reality, each connection possesses a certain rotational stiffness. In this study, structural analysis program is developed, which takes into account the nonlinear behavior of framed structures including flexibility of semi-rigid connections and member geometric nonlinearity. Effective semi-rigid connections for a 6-story unbraced steel frame are suggested and the effect of flexible connections on the behavior of the structure are studied.

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Dynamic Behavior of 2D 8-Story Unbraced Steel Frame with Partially Restrained Composite Connection (합성반강접 접합부를 갖는 2차원 8층 비가새 철골골조의 동적거동)

  • Kang, Suk Bong;Lee, Kyung Taek
    • Journal of Korean Society of Steel Construction
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    • v.19 no.5
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    • pp.503-513
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    • 2007
  • The seismic responses of a building are affected by the connection characteristics that have effects on structural stiffness. In this study, push-over analysis and time history analysis were performed to estimate structural behavior of 2D eight-story unbraced steel structures with partially restrained composite connections using a nonlinear dynamic analysis program. Nonlinear $M-{\theta}$characteristics of connection and material inelastic characteristics of composite beam and steel column were considered. The idealization of composite semi-rigid connection as fully rigid connection yielded an increase in initial stiffness and ultimate strength in the push-over analysis. In time history analysis, the stiffness and hysteretic behavior of connections have effects on base-shear force, maximum story-drift and maximum moment in beams and columns. For seismic waves with PGA of 0.4 g, the structure with the semi-rigid composite connections shows the maximum story-drift with less than the life safety criteria by FEMA 273 and no inelastic behavior of beam and column, whereas in the structure with rigid connections, beams and columns have experienced inelastic behaviors.

Pushover Analysis of an Unbraced 5-Story Steel Framed Structure for Arrangement of Semi-Rigid Connection (반강접 접합부 배치에 따른 비가새 5층 철골골조구조물의 비탄성 정적해석)

  • Kang, Suk-Bong;Kim, Sin-Ae
    • Journal of Korean Society of Steel Construction
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    • v.22 no.4
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    • pp.325-334
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    • 2010
  • In this study, an unbraced five-story steel-framed structure was designed in accordance with KBC2005 to understand the features of structural behavior for the arrangement of semi-rigid connections. A pushover analysis of the structural models was performed, wherein all the connections were idealized as fully rigid and semi-rigid. Additionally, horizontal and vertical arrangements of the semi-rigid connection were adopted for the models. A fiber model was utilized for the moment-curvature relationship of the steel beam and the column, and a three-parameter power model was adopted for the moment-rotation angle of the semi-rigid connection. The top displacement, base-shear force, required ductility for the connection, sequence of the plastic hinge, and design factors such as the overstrength factor, ductility factor, and response modification coefficient were investigated using the pushover analysis of a 2D structure subjected to the equivalent static lateral force of KBC2005. The partial arrangement of the semi-rigid connection was found to have secured higher strength and lateral stiffness than that of the A-Semi frame, and greater ductility than the A-Rigid frame. The TSD connection was found suitable for use for economy and safety in the sample structure.

Inelastic Time History Analysis of an Unbraced 5-Story Steel Framed Structure for Arrangement of Semi-Rigid Connection (반강접 접합부 배치에 따른 비가새 5층 철골골조구조물의 비탄성 시간이력해석)

  • Kang, Suk-Bong;Kim, Sin-Ae
    • Journal of Korean Society of Steel Construction
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    • v.22 no.4
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    • pp.313-324
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    • 2010
  • In this study, an unbraced five-story steel-framed structure was designed in accordance with KBC2005 to understand the features of structural behavior for the arrangement of semi-rigid connections. An inelastic time history analysis of structural models was performed, wherein all the connections were idealized as fully rigid and semi-rigid. Additionally, horizontal and vertical arrangements of semi-rigid connections were used for the models. A fiber model was utilized for the moment-curvature relationship of a steel beam and a column, a three-parameter power model for the moment-rotation angle of the semi-rigid connection, and a three-parameter model for the hysteretic behavior of a steel beam, column, and connection. The base-shear force, top displacement, story drift, required ductility for the connection, maximum bending moment of the column, beam, and connection, and distribution of the plastic hinge were investigated using four earthquake excitations with peak ground acceleration for a mean return period of 2,400 years and for the maximum base-shear force in the pushover analysis of a 5% story drift. The maximum base-shear force and story drift decreased with the outer vertical distribution of the semi-rigid connection, and the required ductility for the connection decreased with the higher horizontal distribution of the semi-rigid connection. The location of the maximum story drift differed in the pushover analysis and the time history analysis, and the magnitude was overestimated in the pushover analysis. The outer vertical distribution of the semi-rigid connection was recommended for the base-shear force, story drift, and required ductility for the connection.

Analytical Study on Behaviour of Plane Steel Frame with Semi-Rigid Beam-to-Column Connection (반강접 접합부를 갖는 평면 강골조의 거동에 관한 해석적 연구)

  • Kim, Jong Sung
    • Journal of Korean Society of Steel Construction
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    • v.21 no.5
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    • pp.483-492
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    • 2009
  • In this study, nonlinear analysis of steel plane frame was performed using the refined plastic hinge method of advanced analysis techniques. In deterioration of stiffness in plastic zone, influences by flexural bending, residual stress, geometrical non-linearity, and semi-rigid connection are considered. And also, further reduced tangent modulus was used for geometrical non-linearity, top and seat angle were chosen for semi-rigid connection. Furthermore, 3 parameter power model was used for moment-rotation behaviour of beam to column connection. The loading conditions are combined with axial and lateral force and the inverse triangle distribution of lateral and eight type of analytical models were used in analysis. The results of analyses were compared with semi-rigid and rigid connection on behaviour of numerical analysis models. And also, the behaviors of frame with changes of semi-rigidity were analyzed by using the results obtained from MIIDAS-GENw.

Discrete Optimum Design of Semi-rigid Steel Frames Using Refined Plastic Hinge Analysis and Genetic Algorithm (개선소성힌지해석과 유전자 알고리즘을 이용한 반강접 강골조의 이산최적설계)

  • Lee, Mal Suk;Yun, Young Mook;Kang, Moon Myoung
    • Journal of Korean Society of Steel Construction
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    • v.16 no.2 s.69
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    • pp.201-213
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    • 2004
  • A GA-based optimum design algorithm and a program for plane steel frame structures with semi-rigid connections are presented. The algorithm is incorporated with the refined plastic hinge analysis method wherein geometric nonlinearity is considered by using the stability functions of beam-column members, and material nonlinearity, by using the gradual stiffness degradation model that includes the effects of residual stresses, moment redistribution through the occurrence of plastic hinges, semi-rigid connections, and geometric imperfection of members. In the genetic algorithm, the tournament selection method and micro-GAs are employed. The fitness function for the genetic algorithm is expressed as an unconstrained function composed of objective and penalty functions. The objective and penalty functions are expressed as the weight of steel frames and the constraint functions, respectively. In particular, the constraint functions fulfill the requirements of load-carrying capacity, serviceability, ductility, and construction workability. To verify the appropriateness of the present method, the optimal design results of two plane steel frames with rigid and semi-rigid connections are compared.

Detection of Damage at the Ends of Members using Finite Model Updating and Semi Rigid Connection Model (모델개선기법과 반강접 접합부 모델을 이용한 부재단부 손상탐지)

  • Yu, Eun-Jong;Kim, Seung-Nam;Lee, Hyun-Kook;Choi, Hang
    • Proceedings of the Computational Structural Engineering Institute Conference
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    • 2010.04a
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    • pp.692-695
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    • 2010
  • 일반적으로 모델개선에서는 부재단위의 강성을 파악하기 때문에 구조물의 취약부인 부재단부의 손상이 집중될 경우 손상의 형태를 세밀히 파악하기 어려우며 손상된 구조물의 거동을 정확하게 모사하기 어려운 단점이 있었다. 이를 해결하기 위해서는 부재 단부에 발생한 손상을 고려할 수 있는 좀 더 정밀한 해석 모델을 통한 모델개선이 필요하다. 본 연구에서는 부재 단부에 반강접 접합을 가지는 해석모델을 사용해 모델 개선을 실시하고 이를 통해 접합부의 손상 평가와 손상 구조물의 거동을 파악하였다. 제안된 방법을 5층 1경간의 RC 벽식 실험체의 손상탐지에 적용하였으며 그 결과 부재단위 모델을 사용할 때보다 더욱 정확하게 구조물의 손상을 평가하고 거동을 모사할 수 있었다.

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Monotonic Loading Test for CFT Square Column-to-Beam Partially Restrained Composite Connection (CFT 각형 기둥-보 합성 반강접 접합부의 단조가력 실험)

  • Choi, Sung Mo;Park, Su Hee;Park, Young Wook;Kim, Jin Ho
    • Journal of Korean Society of Steel Construction
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    • v.17 no.3 s.76
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    • pp.325-335
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    • 2005
  • This study tackles the development of an improved detail of partially restrained CFT square column-to-beam connection and the evaluation of its mechanical behavior under monotonic loading. The connection is designed to strengthen shearing capacity at the bottom of the connection due to the ultimate behavior of PR-CC by its detail of the bottom connection and simplify the fabrication process. The suggested connection is the welded bottom beam flange connection(M-2) and is compared with the existing PR-CC of bolted seat angle connection(M-1). Two specimens were fabricated in actual size and tested under monotonic loading. Based on the test results, the welded bottom beam flange connection exhibited about 85% of the stiffness of steel beam. It was similar to the bolted seat angle connection and behaved as PR-CC. The specimen of the supposed connection type failed at the shear connection of web but was similar to the bolted seat angle connection until the failure. It obtained sufficient stiffness and capacity through the reinforcingsteel and the capacity and deformational ability equivalent to the full-plastic moment through the anchor inside the steel tube at the web connection. So, it can be said that the suggested connection exhibits sufficient ductile behavior.