Experimental Evaluation of Rigid Connection with Reduced Section and Replaceable Fuse

Document Type : Articles

Authors

1 Department of Civil Engineering, Kermanshah Branch, Islamic Azad University, Kermanshah, Iran

2 Structural Engineering Research Center, International Institute of Earthquake Engineering and Seismology (IIEES), Tehran, Iran

Abstract

The connection with reduced beam section was proposed after the 1994 Northridge earthquake. Until then, it was generally believed that connections with complete groove welding can withstand large plastic deformations. However, the cracks and brittle failures taken place in connections revealed that the actual ductility in these connections might be lower than what was predicted by design codes. By forming a plastic hinge outside the joint, this connection reduces the damage inflicted upon the panel zone. It has to be mentioned, however, that due to the concentration of damage in the reduced area, the entire beam has to be replaced after average earthquakes that is practically impossible. The aim of this study is to experimentally investigate the use of the reduced section in a replaceable fuse. The column and the beam were chosen to be made of sections equivalent to IPE 240 and IPB 180 wide flange profiles and the cyclic quasi-static load was applied until a drift of about 9 percent. The hysteresis moment-drift diagram was drawn. The first sample was a reduced beam section with end plate and stiffeners (RBS). Under loading, this sample satisfied the criteria for the ductility of special moment resisting frame. However, due to the fact that after an average or strong earthquake damage concentrates in the beam and replacing it after earthquake is either extremely difficult or not possible at all, it was tried to use a short replaceable fuse at the end of the beam in the second and third samples. The second sample incorporated a fuse with the length of 35.5 cm and a beam with a reduced flange (RBS-F). Since the ratio of the width of the flange to the height of the beam is directly correlated to its resistance against lateral-torsional buckling, cutting the beam in RBS connections causes different types of buckling to occur faster. To overcome this problem, in the third sample, only the height of the beam was decreased and the dimensions of the flange were not altered. Therefore, the third sample included a 35.5 cm long fuse and a beam with a reduced web (RWS-F). All of the samples satisfied the required drift for the rigid connection special moment resisting frames and using different types of RBS connections reduces the damage inflicted upon the column and the panel zone. The results showed that in addition to having very suitable ductility, the RBS-F and RWS-F samples can be very good post-earthquake replacements for conventional RBS connections

Keywords

References

  1. American Institute of Steel Construction (ANSI/AISC 358–05) (2006) Prequalified Connections for Special and Intermediate Steel Moment Frames for Seismic Applications, Chicago.
  2. Zhang, X. and Ricles, J.M. (2006) Experimental evaluation of reduced beam section connections to deep columns. Journal of Structural Engineering, 132(3), 346-357.
  3. Pachoumis, D.T., Galoussis, E.G., Kalfas, C.N. and Christitsas, A.D. (2009) Reduced beam section moment connections subjected to cyclic loading: Experimental analysis and FEM simulation. Engineering Structures, 31(1), 216-223.
  4. Mirghaderi, S.R., Torabian, S., and Imanpour, A. (2010) Seismic performance of the Accordion-Web RBS connection. Journal of Constructional Steel Research, 66(2), 277-288.
  5. Maleki, S. and Tabbakhha, M. (2012) Numerical study of Slotted-Web–Reduced-Flange moment connection. Journal of Constructional Steel Research, 69(1), 1-7.
  6. Sofias, C.E., Kalfas, C.N., and Pachoumis D.T. (2014) Experimental and FEM analysis of reduced beam section moment endplate connections under cyclic loading. Engineering Structures, 59, 320-329.
  7. Ajay Kulkarni, S. and Vesmawala, G. (2014) Study of steel moment connection with and without reduced beam section. Case Studies in Structural Engineering, 1, 26-31.
  8. Tahamouli Roudsari, M., Abdollahi, F., Salimi, H., Azizi, S., and Khosravi, A. R. (2015) The effect of stiffener on behavior of reduced beam section connections in steel moment-resisting frames. International Journal of Steel Structures, 15(4), 827-834.
  9. Rahnavard, R., Hassanipour, A., and Siahpolo, N. (2015) Analytical study on new types of reduced beam section moment connections affecting cyclic behavior. Case Studies in Structural Engineering, 3, 33-51.
  10. Morrison, M., Schweizer, D., and Tasnim, H. (2015) An innovative seismic performance enhancement technique for steel building moment resisting connections. Journal of Constructional Steel Research, 109, 34-46.
  11. 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. Journal of Constructional Steel Research, 105, 28-38.
  12. Tahamouli Roudsari, M., Jamshidi K.H., and Mohebi Zangeneh, M. (2016) Experimental and Numerical Investigation of IPE Reduced Beam Sections with Diagonal Web Stiffeners. Journal of Earthquake Engineering, 1-20.
  13. International Organization for Standardization (ISO) (2009) ISO 898-1, Mechanical Properties of Fasteners Made of Carbon Steel and Alloy Steel — Part 1: Bolts, Screws and Studs with Pacified Property Classes — Coarse Thread and Fine Pitch Thread. Geneva, Switzerland.
  14. American Society for Testing and Materials (ASTM) (2002) Standard Test Methods and Definitions for Mechanical Testing of Steel Products. ASTM Standard A370-02, Philadelphia, PA.
  15. FEMA (2000) Recommended Seismic Design Provisions for New Moment Frame Buildings. Report FEMA 350, Federal Emergency Management Agency, Washington DC.
  16. FEMA (2005) Improvement of Nonlinear Static Seismic Analysis Procedures. FEMA- 440, Federal Emergency Management Agency, Redwood City.
Bulletin of Earthquake Science and Engineering
Volume 5, Issue 3 - Serial Number 16
October 2018
Pages 125-137

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History

  • Receive Date: 05 May 2017
  • Revise Date: 25 February 2021
  • Accept Date: 26 December 2020

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