Steel and Composite Structures

  • 제32권4호
  • /
  • Pages.497-507
  • /
  • 2019
  • /
  • 1229-9367(pISSN)
  • /
  • 1598-6233(eISSN)
테크노프레스 (Techno-Press)
권호 표지
DOI QR코드

DOI QR Code

Rotational behavior of exposed column bases with different base plate thickness

  • Cui, Yao (State Key Laboratory of Coastal and Offshore Engineering, Faculty of Infrastructure Engineering, Dalian University of Technology) ;
  • Wang, Fengzhi (School of Civil Engineering, Faculty of Infrastructure Engineering, Dalian University of Technology) ;
  • Li, Hao (School of Civil Engineering, Faculty of Infrastructure Engineering, Dalian University of Technology) ;
  • Yamada, Satoshi (Institute of Innovative Research, Tokyo Institute of Technology, J2-21, Tokyo Institute of Technology)
  • 투고 : 2019.01.26
  • 심사 : 2019.08.05
  • 발행 : 2019.08.25
⟨ 이전 논문 다음 논문 ⟩

초록

Exposed column base connections are used in low- to mid-rise steel moment resisting frames. This paper is to investigate the effect of the base plate thickness on the exposed column base connection strength, stiffness, and energy dissipation. Five specimens with different base plate thickness were numerically modelled using ABAQUS software. The numerical model is able to reproduce the key characteristics of the experimental response. Based on the numerical analysis, the critical base plate thickness to identify the base plate and anchor rod yield mechanism is proposed. For the connection with base plate yield mechanism, the resisting moment is carried by the flexural bending of the base plate. Yield lines in the base plate on the tension side and compression side are illustrated, respectively. This type of connection exhibits a relatively large energy dissipation. For the connection with anchor rod yield mechanism, the moment is resisted through a combination of bearing stresses of concrete foundation on the compression side and tensile forces in the anchor rods on the tension side. This type of connection exhibits self-centering behavior and shows higher initial stiffness and bending strength. In addition, the methods to predict the moment resistance of the connection with different yield mechanisms are presented. And the evaluated moment resistances agree well with the values obtained from the FEM model.

키워드

과제정보

연구 과제 주관 기관 : National Science Fund of China

참고문헌

  1. ABAQUS analysis user's guide (2014) (version 6.14), ABAQUS Inc, USA.
  2. Akiyama, H. (1985), "The seismic design of steel bone column base", Tokyo, Japan. [In Japanese]
  3. American Institute of Steel Construction (AISC) (2010a), Specification for Structural Steel Buildings, ANSI/AISC 360-10, Chicago, IL, USA.
  4. American Institute of Steel Construction (AISC) (2010b), Seismic Provisions for Structural Steel Buildings, ANSI/AISC 341-10, Chicago, IL, USA.
  5. Architectural Institute of Japan (AIJ) (2006), Recommendations for Design of Connections in Steel Structures, Tokyo, Japan.
  6. Astaneh, A., Bergsma, G. and Shen, J.H. (1992), "Behavior and design of base plates for gravity, wind and seismic loads", Proceedings of the National Steel Construction Conference, AISC, Chicago, IL, USA.
  7. Bayat, M. and Zahrai, S.M. (2017), "Seismic performance of mid-rise steel frames with semi-rigid connections having different moment capacity", Steel Compos. Struct., Int. J., 25(1), 1-17. https://doi.org/10.12989/scs.2017.25.1.001
  8. Burda, J.J. and Itani, A.M. (1999), "Studies of seismic behavior of steel base plates", Rep. No. CCEER 99-7; Center for Civil Engineering Earthquake Research, University of Nevada, Reno, NV, USA.
  9. Cassiano, D., Aniello, M.D., Rebelo, C., Landolfo, R. and Silva, L.S. (2016), "Influence of seismic design rules on the robustness of steel moment resisting frames", Steel Compos. Struct., Int. J., 21(3), 479-500. https://doi.org/10.12989/scs.2016.21.3.479
  10. Christopher, A.T., Tara, H., Philipp, R.G. and John, F.S. (2016), "Effects of detailing on the cyclic behavior of steel baseplate connections designed to promote anchor yielding", J. Struct. Eng., 142(2), 04015117. https://doi.org/10.1061/(ASCE)ST.1943-541X.0001361
  11. Cui, Y. (2016), "Shear behavior of exposed column base connections", Steel Compos. Struct., Int. J., 21(2), 357-371. https://doi.org/10.12989/scs.2016.21.2.357
  12. Cui, Y., Nagae, T. and Nakashima, M. (2009), "Hysteretic behavior and strength capacity of shallowly embedded steel column bases", J. Struct. Eng., 135(10), 1231-1238. https://doi.org/10.1061/(ASCE)ST.1943-541X.0000056
  13. Cui, Y., Liu, H., Li, H. and Wang, J.Q. (2018), "Experimental study on seismic behavior of exposed steel column base", J. Build. Struct., 39(7), 115-122. https://doi.org/10.14006/j.jzjgxb.2018.07.013
  14. DeWolf, J.T. (1982), "Column base plates", Struct. Eng. Practice, 1(1), 39-51.
  15. European Committee for Standardization (CEN) (1992), ENV Eurocode 3: Design of Steel Structures, Brussels, Belgium.
  16. Fisher, J.M. and Kloiber, L.A. (2006), Design guide 1: Base Plate and Anchor Rod Design, (2nd Edition), AISC, Chicago, IL, USA.
  17. Gomez, I., Kanvinde, A., Smith, C. and Deierlein, G. (2009), "Shear transfer in exposed column base plates", AISC, Chicago, USA.
  18. Gomez, I., Kanvinde, A. and Deierlein, G. (2010), "Exposed column base connections subjected to axial compression and flexure", AISC, Chicago, IL, USA.
  19. Kanvinde, A.M., Grilli, D.A. and Zareian, F. (2012), "Rotational stiffness of exposed column base connections: experiments and analytical models", J. Struct. Eng., 138(5), 549-560. https://doi.org/10.1061/(ASCE)ST.1943-541X.0000495
  20. Kanvinde, A.M., Jordan, S.J. and Cooke, R.J. (2013), "Exposed column base plate connections in moment frames simulations and behavioral insights", J. Constr. Steel. Res., 84, 82-93. https://doi.org/10.1016/j.jcsr.2013.02.015
  21. Kanvinde, A.M., Higgins, P., Cooke, R.J., Perez, J. and Higgins, J. (2015), "Column base connections for hollow steel sections: seismic performance and strength models", J. Struct. Eng., 141(7), 04014171. https://doi.org/10.1061/(ASCE)ST.1943-541X.0001136
  22. Khodaie, S., Mohamadi-shooreh, M.R. and Mofid, M. (2012), "Parametric analyses on the initial stiffness of the SHS column base plate connections using FEM", Eng. Struct., 34, 363-370. https://doi.org/10.1016/j.engstruct.2011.09.026
  23. Latour, M. and Rizzano, G. (2013), "Full strength design of column base connections accounting for random material variability", Eng. Struct., 48, 458-471. https://doi.org/10.1016/j.engstruct.2012.09.026
  24. Latour, M., Piluso, V. and Rizzano, G. (2014), "Rotational behaviour of column base plate connections: Experimental analysis and modelling", Eng. Struct., 68, 14-23. https://doi.org/10.1016/j.engstruct.2014.02.037
  25. Li, D.X., Uy, B., Aslani, F. and Patel, V. (2016), "Analysis and design of demountable steel column-baseplate connections", Steel Compos. Struct., Int. J., 22(4), 753-775. https://doi.org/10.12989/scs.2016.22.4.753
  26. Li, D.X., Uy, B., Patel, V. and Aslani, F. (2017), "Analysis and design of demountable embedded steel column base connections", Steel Compos. Struct., Int. J., 23(3), 303-315. https://doi.org/10.12989/scs.2017.23.3.303
  27. Nagae, T., Ikenage, M., Nakashima, M. and Suita, K. (2006), "Shear friction between base plate and base mortar in exposed steel column base", J. Struct. Construct. Eng., Architect. Inst. Japan, 606, 217-223. https://doi.org/10.3130/aijs.71.217
  28. Rodas, P.T., Zareian, F. and Kanvinde, A.M. (2016), "Hysteretic model for exposed column-base connections", J. Struct. Eng., 142(12), 04016137. https://doi.org/10.1061/(ASCE)ST.1943-541X.0001602
  29. Sato, K. (1987), "A research on the aseismic behavior of steel column base for evaluating its strength capacity and fixity", Report No. 69; Kajima Institute of Construction Technology, Tokyo, Japan.
  30. Stamatoloulos, G.N. and Ermopoulos, J.C. (2011), "Experimental and analytical investigation of steel column bases", J. Constr. Steel. Res., 67(9), 1341-1357. https://doi.org/10.1016/j.jcsr.2011.03.007
  31. Thambiratnam, D.P. and Paramasivam, P. (1986), "Base plate under axial loads and moments", J. Struct. Eng., 112(5), 1166-1181. https://doi.org/10.1061/(ASCE)0733-9445(1986)112:5(1166)