Steel and Composite Structures

  • 제13권5호
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  • Pages.409-421
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  • 2012
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  • 1229-9367(pISSN)
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  • 1598-6233(eISSN)
테크노프레스 (Techno-Press)
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Shear strength formula of CFST column-beam pinned connections

  • Lee, Seong-Hui (Automobile Examination Division, Korean Intellectual Property Office) ;
  • Kim, Young-Ho (Sejin Patent & Law Office) ;
  • Choi, Sung-Mo (Division of Architectural Engineering, School of Architecture and Architectural Engineering, University of Seoul)
  • 투고 : 2010.01.18
  • 심사 : 2012.08.06
  • 발행 : 2012.11.25
⟨ 이전 논문 다음 논문 ⟩

초록

Recently, as the height of building is getting higher, the applications of CFST column for high-rise buildings have been increased. In structural system of high-rise building, The RC core and exterior concrete-filled tubular (CFST) column-beam pinned connection is one of the structural systems that support lateral load. If this structural system is used, due to the minimal CFST column thickness compared to that of the CFST column width, the local moment occurred by the eccentric distance between the column flange surface from shear bolts joints degrades the shear strength of the CFST column-beam pinned connections. This study performed a finite element analysis to investigate the shear strength under eccentric moment of the CFST column-beam pinned connections. The column's width and thickness were used as variables for the analysis. To guarantee the reliability of the finite element analysis, an actual-size specimens were fabricated and tested. The yield line theory was used to formulate an shear strength formula for the CFT column-beam pinned connection. the shear strength formula was suggested through comparison on the results of FEM analysis, test and yield lime theory, the shear strength formula was suggested.

키워드

과제정보

연구 과제 주관 기관 : Korea Science and Engineering Foundation (KOSEF)

참고문헌

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  9. Malaska, M. (2000), "Behavior of a semi-continuous beam-column connection for composite slim floors", Helsinki University of Technology Laboratory of Steel Structures Publications 20, Espoo 2000.
  10. Park, S.-H., Lee, S.-H., Jung, J.-A., Kang, S.-B. and Choi, S.-M. (2006), Proposed strength formula for concretefilled square hollow tubular section column-beam pinned connections, Stability and Ductility of Steel Structures (SDSS conference), Portugal.
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피인용 문헌

  1. Component-Based Mechanical Models for Concrete-Filled RHS Connections with Diaphragms under Bending Moment vol.18, pp.8, 2015, https://doi.org/10.1260/1369-4332.18.8.1241
  2. Moment-Rotation Model for Blind-Bolted Flush End-Plate Connections in Composite Frame Structures vol.141, pp.9, 2015, https://doi.org/10.1061/(ASCE)ST.1943-541X.0001147
  3. Flexural bearing capacity of diaphragm-through joints of concrete-filled square steel tubular columns vol.20, pp.3, 2016, https://doi.org/10.12989/scs.2016.20.3.487
  4. Experimental Study of the Shear Capacity of Steel Beam-to-L-CFST Column Connections pp.2093-6311, 2018, https://doi.org/10.1007/s13296-018-0156-1
  5. Studies on performance and failure mode of T-shaped diaphragm-through connection under monotonic and cyclic loading vol.13, pp.1, 2018, https://doi.org/10.2140/jomms.2018.13.1
  6. Shear resistance of through-diaphragm connections between concrete-filled steel tubular column and H-shaped steel beam with tension field model vol.22, pp.13, 2012, https://doi.org/10.1177/1369433219852054
  7. Seismic performance of beam-to- SST column connection with external diaphragm vol.37, pp.6, 2012, https://doi.org/10.12989/scs.2020.37.6.633