Journal of the Architectural Institute of Korea Structure & Construction (대한건축학회논문집:구조계)

Architectural Institute of Korea (대한건축학회)
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Beam-Column Connection with 1200mm Deep Multi-Reduced Taper Beam for Intermediate Moment Frame

깊이 1200mm급 변단면보의 중간모멘트골조용 내진접합부 개발

  • Received : 2019.01.16
  • Accepted : 2019.04.01
  • Published : 2019.04.30
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Abstract

Deep beam has high section modules compared with shallow beam of the same weight. However, deep beam has low rotational capacity and high possibility of brittle failure so it is not possible to apply deep beams with a long span to intermediate moment frames, which should exhibit a ductility of 0.02rad of a story drift angle of steel moment frames. Accordingly, KBC and AISC limit the beam depth for intermediate and special moment frame to 750mm and 920mm respectively. The purpose of this paper is to improve the seismic performance of intermediate moment frame with 1200mm depth beam. In order to enhance vulnerability of plastic deformation capacity of deeper beam, Multi-Reduced Taper Beam(MRTB) shape that thickness of beam flange is reinforced and at the same time some part of the beam flange width is weakened are proposed. Based on concept of multiple plastic hinge, MRTB is intended to satisfy the rotation requirement for intermediate moment frame by dividing total story drift into each hinge and to prevent the collapse of the main members by inducing local buckling and fracture at the plastic hinge location far away from connection. The seismic performance of MRTB is evaluated by cyclic load test with conventional connections type WUF-W, RBS and Haunch. Some of the proposed MRTB connection satisfies connection requirements for intermediate moment frame and shows improved the seismic performance compared to conventional connections.

Keywords

Acknowledgement

Supported by : 한국연구재단

References

  1. FEMA-355D. (2000a). State of the art report on connection performance. Washing, DC (USA), Federal Emergency Management Agency.
  2. Architectural Institute of Korea (AIK). (2016). Korean Building Code (KBC). Seoul.
  3. ANSI/AISC 358. (2016). Prequalified connections for special and intermediate steel moment frames for seismic applications. Chicago, Illinois (USA), American Institute of Steel Construction.
  4. FEMA-355E. (2000b). State of the art report on past performance of steel moment-frame buildings in earthquakes. Washing, DC (USA), Federal Emergency Management Agency.
  5. FEMA-335B. (2000c). State of the art report on welding and inspection. Washing, DC (USA), Federal Emergency Management Agency.
  6. Lee, MJ., Yang, JK., Kim, JW., Oh, SH., Cho, HS., & Kim, SS. (2014). An experimental study on performance evaluation and development of seismic connection details with SHN steel of deep H type beam. Journal of the Architectural Institute of Korea Structure & Construction, 30(3), 29-37. https://doi.org/10.5659/JAIK_SC.2014.30.3.029
  7. Chi, WM., Deierlein, GG., & Ingraffea, A. (2000). Fracture toughness demands in welded beam-column moment connections. Journal of structural engineering, 126(1), 88-97. https://doi.org/10.1061/(ASCE)0733-9445(2000)126:1(88)
  8. Han, SW., Jung, J., Moon, KH., & Kim, JW. (2012). Experimental evalutation of the seismic performance of WUF-W moment connections with a modified access hole. Journal of the Earthquake Engineering Society of Korea, 16(6), 21-28. https://doi.org/10.5000/EESK.2012.16.6.021
  9. Mao, C., Ricles, J., Lu, LW., & Fisher, J. (2001). Effect of local details on ductility of welded moment connections. Journal of structural engineering, 127(9), 1036-1044. https://doi.org/10.1061/(ASCE)0733-9445(2001)127:9(1036)
  10. Ricles, JM., Mao, C., Lu, LW., & Fisher, JW. (2002). Inelastic cyclic testing of welded unreinforced moment connections. Journal of structural engineering, 128(4), 429-440. https://doi.org/10.1061/(ASCE)0733-9445(2002)128:4(429)
  11. Uang, CM., Yu, QSK., Noel, S., & Gross, J. (2000). Cyclic testing of steel moment connections rehabilitated with RBS or welded haunch. Journal of structural engineering, 126(1), 57-68. https://doi.org/10.1061/(ASCE)0733-9445(2000)126:1(57)
  12. Sumner, EA., & Murray, TM. (2002). Behavior of extended end-plate moment connections subject to cyclic loading. Journal of structural engineering, 128(4), 501-508. https://doi.org/10.1061/(ASCE)0733-9445(2002)128:4(501)
  13. Sato, A., Newell, J., & Uang, CM. (2007). Cyclic testing of bolted flange plate steel moment connections for special moment frames. San Diego (CA), University of California San Diego.
  14. Engelhardt, MD., Winneberger, T., Zekany, AJ., & Potyraj, TJ. (1996). The dogbone connection: Part II. Modern Steel Construct, 36(8), 46-55.
  15. Iwankiw, NR., & Carter, CJ. (1996). The dogbone: A new idea to chew on. Modern Steel Construct, 36(1), 18-23.
  16. Chen, CC., & Lin, CC. (2013). Seismic performance of steel beam-to-column moment connections with tapered beam flanges. Engineering Structures, 48, 588-601. https://doi.org/10.1016/j.engstruct.2012.10.003
  17. FEMA-350. (2000d). Recommended seismic design criteria for new steel moment-frame buildings. Washing, DC (USA), Federal Emergency Management Agency.
  18. AISC. (2016a). Seismic provisions for structural steel buildings. Chicago, Illinois (USA), American Institute of Steel Construction.
  19. AISC. (2016b). Specification for structural steel buildings. Chicago, Illinois (USA), American Institute of Steel Construction.
  20. Jin, J., & El-Tawil, S. (2005). Evaluation of FEMA-350 seismic provisions for steel panel zones. Journal of structural engineering, 131(2), 250-258. https://doi.org/10.1061/(ASCE)0733-9445(2005)131:2(250)
  21. Lee, CH., Jeon, SW., Kim, JH., & Uang, CM. (2005). Effects of panel zone strength and beam web connection method on seismic performance of reduced beam section steel moment connections. Journal of structural engineering, 131(12), 1854-1865. https://doi.org/10.1061/(ASCE)0733-9445(2005)131:12(1854)
  22. AWS. (2015). Structural welding code-steel. AWS D1.1/D1.1M-2015. Miami, Florida (USA), American Welding Society.
  23. FEMA-353. (2000e). Recommended specifications and quality assurance guidelines for moment-resisting steel frame construction. Washington, DC (USA), Federal Emergency Management Agency.
  24. SAC. (1997). Protocol for fabrication, inspection, testing, and documentation of beam-column connection tests and other experimental specimens. Report no. SAC/BD-97/02. Sacramento, CA, SAC Joint Venture.
  25. Korean Agency for Technology and Standards (KATS). (2014). Rolled steels for welded structures (KS D 3515). Seoul.
  26. SAC. (1995). Interim guidelines: evaluation, repair, modification and design of steel moment frames, report no. SAC-95-02. Sacramento, CA, SAC Joint Venture.
  27. Lee, CH., Ju, YK., Min, JK., Lho, SH., & Kim, SD. (2015). Non-uniform steel strip dampers subjected to cyclic loadings. Engineering Structures, 99, 192-204. https://doi.org/10.1016/j.engstruct.2015.04.052