Advertisement

International Journal of Steel Structures

, Volume 19, Issue 1, pp 319–328 | Cite as

Force and Deformation Demands of Bolts in Steel Bolted Bracket Moment Connections

  • Jong-Kook HongEmail author
Article
  • 30 Downloads

Abstract

The behavior of pretentioned bolts at bracket-to-column in steel bolted bracket moment connections was investigated through detailed 3D non-linear finite element analysis. Analysis results indicated the significant increase of axial force in the bolt was caused by prying action due to column flange local bending. Tension force in the bolt was noted up to 166% of the initial bolt pretension, which corresponded to 125% of the nominal strength of the bolt. In addition, local deformation at bolt threads resulted in high strain demand at nut-to-column flange, which is the potential hazard of bolt fracture. A subsequent parametric study demonstrated that the strain concentration in the bolt could be shifted away from the critical location to the unthreaded shank by simply adding a 25 mm thick gang washer on the back side of column flange. But the tensile force demand in the bolts could not be reduced with additional gang washer plates. Reducing initial bolt pretension (i.e., sung-tight condition) does not contribute to the reduction in bolt tension force demand as well.

Keywords

Bolted bracket Finite element analysis Pretention Prying action Steel moment connections 

Notes

Acknowledgements

This study was made possible by the HDL Vibration and Sound Inc. The author would like to acknowledge Dr. Hyun-Hun Choi and Dr. Young-Jong Moon for this constructive comments on this study.

References

  1. ABAQUS. (2014). ABAQUS analysis user’s guide, Version 6.14. Johnston: Simulia.Google Scholar
  2. Adan, S. M., & Gibb, W. (2009). Experimental evaluation of Kaiser bolted bracket steel moment resisting connections. Engineering Journal, AISC, 46(3), 181–195.Google Scholar
  3. AISC. (2005). ANSI/AISC 341-05: Seismic provisions for structural steel buildings. Chicago: American Institute of Steel Construction.Google Scholar
  4. AISC. (2016a). ANSI/AISC 360-16: Specification for structural steel buildings (Fifteenth ed.). Chicago: American Institute of Steel Construction.Google Scholar
  5. AISC. (2016b). ANSI/AISC 341-16: Seismic provisions for structural steel buildings. Chicago: American Institute of Steel Construction.Google Scholar
  6. AISC. (2016c). ANSI/AISC 358-16: Prequalified connections for special and intermediate steel moment frames for seismic applications. Chicago: American Institute of Steel Construction.Google Scholar
  7. El-Tawil, S., Vidarsson, E., Mikesell, T., & Kummath, S. K. (1999). Inelastic behavior and de-sign of steel panel zones. Journal of Structural Engineering, ASCE, 125(2), 183–193.CrossRefGoogle Scholar
  8. Gross, J. L., Engelhardt, M. D., Uang, C. M., Kasai, K., & Iwankiw, N. R. (2003). AISC design guide no. 12: Modification of existing welded steel moment frame connections for seismic resistance. Chicago: American Institute of Steel Construction.Google Scholar
  9. Hantouche, E. G., Kukreti, A. R., Rassati, G. A., & Swanson, J. A. (2013). Modified stiffness model for thick flange in built-up T-stub connections. Journal of Constructional Steel Research, 81, 76–85.CrossRefGoogle Scholar
  10. Hantouche, E. G., Kukreti, A. R., Rassati, G. A., & Swanson, J. A. (2015). Prying models for strength in thick-flange built-up T-stubs with complete joint penetration and fillet welds. Journal of Structural Engineering, ASCE, 141(2), 76.CrossRefGoogle Scholar
  11. ICF Kaiser Engineers. (2006). Kaiser bolted bracket: Technical manual. Seattle: Steel Cast Connections LLC.Google Scholar
  12. Kasai, K., Hodgson, I., & Bleiman, D. (1998). Rigid-bolted repair method for damaged moment connections. Engineering Structures, 20(4–6), 521–532.CrossRefGoogle Scholar
  13. Kennedy, N. A., Vinnakota, S., & Sherbourne, A. N. (1981). The split-tee analogy in bolted splices and beam-column connections. In Proceedings of international conference on joints in structural steelwork, Cleveland, OH, USA.Google Scholar
  14. Mays, T. (2000). Application of the finite element method to the seismic design and analysis of large moment end-plate connections. Ph.D. Dissertation, Virginia Polytechnic Institute and State University, Blacksburg.Google Scholar
  15. Newell, J. D. & Uang, C. M. (2006). Cyclic testing of steel moment connections for the Caltrans District 4 Office Building seismic rehabilitation. Report No. SSRP-05/03, Department of Structural Engineering, University of California, San Diego, La Jolla, CA, USA.Google Scholar
  16. Sato, A., Newell, J., & Uang, C. M. (2008). Cyclic behavior and seismic design of bolted flange plate steel moment connections. Engineering Journal, AISC, 45(4), 221–232.Google Scholar
  17. Seek, M. W. & Murry, T. M. (2008). Seismic strength of moment end-plate connection with attached concrete slab. In Proceedings of Connection VI, AISC, Chicago, IL, June 23–25.Google Scholar
  18. Sumner, E. A., & Murry, T. M. (2002). Behavior of extended end-plate moment connections subjected to cyclic loading. Journal of Structural Engineering, ASCE, 128(4), 501–508.CrossRefGoogle Scholar

Copyright information

© Korean Society of Steel Construction 2018

Authors and Affiliations

  1. 1.R&D Center of Topinfra Co., LtdSeoulKorea

Personalised recommendations