Steel and Composite Structures

  • 제30권4호
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  • Pages.365-382
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  • 2019
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  • 1229-9367(pISSN)
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  • 1598-6233(eISSN)
테크노프레스 (Techno-Press)
권호 표지
DOI QR코드

DOI QR Code

Finite element analysis for the seismic performance of steel frame-tube structures with replaceable shear links

  • Lian, Ming (School of Civil Engineering, Xi'an University of Architecture and Technology) ;
  • Zhang, Hao (School of Civil Engineering, Xi'an University of Architecture and Technology) ;
  • Cheng, Qianqian (School of Civil Engineering, Xi'an University of Architecture and Technology) ;
  • Su, Mingzhou (School of Civil Engineering, Xi'an University of Architecture and Technology)
  • 투고 : 2018.08.24
  • 심사 : 2019.02.21
  • 발행 : 2019.02.25
⟨ 이전 논문 다음 논문 ⟩

초록

In steel frame-tube structures (SFTSs) the application of flexural beam is not suitable for the beam with span-to-depth ratio lower than five because the plastic hinges at beam-ends can not be developed properly. This can lead to lower ductility and energy dissipation capacity of the SFTS. To address this problem, a replaceable shear link, acting as a ductile fuse at the mid length of deep beams, is proposed. SFTS with replaceable shear links (SFTS-RSLs) dissipate seismic energy through shear deformation of the link. In order to evaluate this proposal, buildings were designed to compare the seismic performance of SFTS-RSLs and SFTSs. Several sub-structures were selected from the design buildings and finite element models (FEMs) were established to study their hysteretic behavior. Static pushover and dynamic analyses were undertaken in comparing seismic performance of the FEMs for each building. The results indicated that the SFTS-RSL and SFTS had similar initial lateral stiffness. Compared with SFTS, SFTS-RSL had lower yield strength and maximum strength, but higher ductility and energy dissipation capacity. During earthquakes, SFTS-RSL had lower interstory drift, maximum base shear force and story shear force compared with the SFTS. Placing a shear link at the beam mid-span did not increase shear lag effects for the structure. The SFTS-RSL concentrates plasticity on the shear link. Other structural components remain elastic during seismic loading. It is expected that the SFTS-RSL will be a reliable dual resistant system. It offers the benefit of being able to repair the structure by replacing damaged shear links after earthquakes.

키워드

과제정보

연구 과제 주관 기관 : National Natural Science Foundation of China, Shaanxi Natural Science Foundation

참고문헌

  1. AISC 341-10 (2010), Seismic provisions for structural steel buildings; Chicago, IL, USA.
  2. AISC 358-10 (2010), Prequalified connections for special and intermediate steel moment frames for seismic applications; Chicago, IL, USA.
  3. Alavi, A., Rahgozar, P. and Rahgozar, R. (2018), "Minimumweight design of high-rise structures subjected to flexural vibration at a desired natural frequency", Struct. Des. Tall Special Build., 27(15), e1515. https://doi.org/10.1002/tal.1515
  4. Bahrami, S., Madhkhan, M., Shirmohammadi, F. and Nazemi, N. (2017), "Behavior of two new moment resisting precast beam to column connections subjected to lateral loading", Eng. Struct., 132, 808-821. https://doi.org/10.1016/j.engstruct.2016.11.060
  5. Caprili, S., Mussini, N. and Salvatore, W. (2018), "Experimental and numerical assessment of EBF structures with shear links", Steel Compos. Struct., Int. J., 28(2), 123-138.
  6. Charney, F.A. and Pathak, R. (2008a), "Sources of elastic deformation in steel frame and framed-tube structures: part 1: simplified subassemblage models", J. Constr. Steel Res., 64(1), 87-100. https://doi.org/10.1016/j.jcsr.2007.05.008
  7. Charney, F.A. and Pathak, R. (2008b), "Sources of elastic deformations in steel frame and framed-tube structures: part 2: detailed subassemblage models", J. Constr. Steel Res., 64(1), 101-117. https://doi.org/10.1016/j.jcsr.2007.05.007
  8. Ellingwood, B.R. (2001), "Earthquake risk assessment of building structures", Reliabil. Eng. Syst. Safety, 74(3), 251-262. https://doi.org/10.1016/S0951-8320(01)00105-3
  9. FEMA (1997), NEHRP commentary on the guidelines for the seismic rehabilitation of buildings; FEMA-274, Federal Emergency Management Agency (FEMA); Washington D.C., USA.
  10. FEMA (2000), State of the art report on connection performance; FEMA-355D, Federal Emergency Management Agency (FEMA); Washington D.C., USA.
  11. GB50011-2010 (2010), Code for seismic design of buildings; Beijing, China.
  12. Ramirez, C.M., Lignos, D.G., Miranda, E. and Kolios, D. (2012), "Fragility functions for pre-northridge welded steel momentresisting beam-to-column connections", Eng. Struct., 45(2284), 574-584. https://doi.org/10.1016/j.engstruct.2012.07.007
  13. Sheet, I.S., Gunasekaran, U. and Macrae, G.A. (2013), "Experimental investigation of cft column to steel beam connections under cyclic loading", J. Constr. Steel Res., 86(86), 167-182. https://doi.org/10.1016/j.jcsr.2013.03.021
  14. Memari, M., Mahmoud, H. and Ellingwood, B. (2014), "Postearthquake fire performance of moment resisting frames with reduced beam section connections", J. Constr. Steel Res., 103, 215-229. https://doi.org/10.1016/j.jcsr.2014.09.008
  15. JGJ 99-2015 (2015), Technical specification for steel structure of tall buildings; Beijing, China.
  16. Kamgar, R. and Rahgozar, R. (2013), "A simple approximate method for free vibration analysis of framed tube structures", Struct. Des. Tall Special Buildi., 22(2), 217-234. https://doi.org/10.1002/tal.680
  17. Lian, M., Su, M.Z. and Guo, Y. (2015), "Seismic performance of eccentrically braced frames with high strength steel combination", Steel Compos. Struct., Int. J., 18(6), 1517-1539. https://doi.org/10.12989/scs.2015.18.6.1517
  18. Lian, M., Su, M.Z. and Guo, Y. (2017), "Experimental performance of Y-shaped eccentrically braced frames fabricated with high strength steel", Steel Compos. Struct., Int. J., 24(4), 441-453.
  19. Mahmoudi, F., Dolatshahi, K.M., Mahsuli, M., Shahmohammadi, A. and Nikoukalam, M.T. (2016), "Experimental evaluation of steel moment resisting frames with a nonlinear shear fuse", In: Geotechnical and Structural Engineering Congress.
  20. Malekinejad, M., Rahgozar, R., Malekinejad, A. and Rahgozar, P. (2016), "A continuous-discrete approach for evaluation of natural frequencies and mode shapes of high-rise buildings", Int. J. Adv. Struct. Eng., 8(3), 269-280. https://doi.org/10.1007/s40091-016-0129-6
  21. McCormick, D., Aburano, H., Ikenaga, M. and Nakashima, M. (2008), "Permissible residual deformation level for building structures considering both safety and human elements", Proceedings of the 14th World Conference on Earthquake Engineering, Beijing, China.
  22. Moon, K.S. (2010), "Stiffness-based design methodology for steel braced tube structures: a sustainable approach", Steel Constr., 32(10), 3163-3170.
  23. Nikoukalam, M.T. and Dolatshahi, K.M. (2015), "Development of structural shear fuse in moment resisting frames", J. Constr. Steel Res., 114, 349-361. https://doi.org/10.1016/j.jcsr.2015.08.008
  24. Oh, K., Lee, K., Chen, L., Hong, S.B. and Yang, Y. (2015), "Seismic performance evaluation of weak axis column-tree moment connections with reduced beam section", J. Constr. Steel Res., 105, 28-38. https://doi.org/10.1016/j.jcsr.2014.10.005
  25. Okazaki, T. and Engelhardt, M.D. (2015), "Cyclic loading behavior of EBF links constructed of ASTM A992 steel", J. Constr. Steel Res., 63(6), 751-765. https://doi.org/10.1016/j.jcsr.2006.08.004
  26. Okazaki, T., Arce, G., Ryu, H.C. and Engelhardt, M.D. (2005), "Experimental study of local buckling, overstrength, and fracture of links in eccentrically braced frames", J. Struct. Eng., 131(10), 1526-1535. https://doi.org/10.1061/(ASCE)0733-9445(2005)131:10(1526)
  27. Rahgozar, R., Ahmadi, A.R., Ghelichi, M., Goudarzi, Y., Malekinejad, M. and Rahgozar, P. (2014), "Parametric stress distribution and displacement functions for tall buildings under lateral loads", Struct. Des. Tall Special Build., 23(1), 22-41. https://doi.org/10.1002/tal.1016
  28. Rossi, P.P. and Lombardo, A. (2007), "Influence of the link overstrength factor on the seismic behaviour of eccentrically braced frames", J. Constr. Steel Res., 63(11), 1529-1545. https://doi.org/10.1016/j.jcsr.2007.01.006
  29. Shayanfar, M.A., Barkhordari, M.A. and Rezaeian, A.R. (2012), "Experimental study of cyclic behavior of composite vertical shear link in eccentrically braced frames", Steel Compos. Struct., Int. J., 12(1), 13-29. https://doi.org/10.12989/scs.2012.12.1.013
  30. Taranath, B.S. (2011), Structural Analysis and Design of Tall Buildings: Steel and Composite Construction, CRC Press.
  31. Tavakoli, R., Rahgozar, R. and Kamgar, R. (2018), "The best location of belt truss system in tall buildings using multiple criteria subjected to blast loading", Civil Eng. J., 4(6), 1338-1353. https://doi.org/10.28991/cej-0309177

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