Steel and Composite Structures

Techno-Press (테크노프레스)
권호 표지
DOI QR코드

DOI QR Code

Effects of near-fault loading and lateral bracing on the behavior of RBS moment connections

  • Published : 2001.03.25
⟨ Previous Next ⟩

Abstract

An experimental study was conducted to evaluate the effects of loading sequence and lateral bracing on the behavior of reduced beam section (RBS) steel moment frame connections. Four full-scale moment connections were cyclically tested-two with a standard loading history and the other two with a near-fault loading history. All specimens reached at least 0.03 radian of plastic rotation without brittle fracture of the beam flange groove welds. Two specimens tested with the nearfault loading protocol reached at least 0.05 radian of plastic rotation, and both experienced smaller buckling amplitudes at comparable drift levels. Energy dissipation capacities were insensitive to the types of loading protocol used. Adding a lateral bracing near the RBS region produced a higher plastic rotation; the strength degradation and buckling amplitude were reduced. A non-linear finite element analysis of a one-and-a-half-bay beam-column subassembly was also conducted to study the system restraint effect. The study showed that the axial restraint of the beam could significantly reduce the strength degradation and buckling amplitude at higher deformation levels.

Keywords

References

  1. ABAQUS (1995), Users Manual, I and II, Version 5.6, Hibbitt, Karlsson & Sorensen, Inc., Providence, RI.
  2. AISC (1993), Load and Resistance Factor Design Specification for Structural Steel Buildings, American Institute of Steel Construction, Chicago, IL.
  3. AISC (1997), Seismic Provisions for Structural Steel Buildings, American Institute of Steel Construction, Chicago, IL.
  4. AISC (1997), Shape Material (ASTM A572 Gr. 50 with Special Requirements), Technical Bulletin No. 3, American Institute of Steel Construction, Chicago, IL.
  5. Anderson, J.C. and Bertero, V.V. (1987), "Uncertainties in establishing design earthquakes", Journal of Structural Engineering, ASCE, 113(8), 1709-1724. https://doi.org/10.1061/(ASCE)0733-9445(1987)113:8(1709)
  6. Chen, S.-J., Yeh, C.H. and Chu, J.M. (1996), "Ductile steel beam-to-column connections for seismic resistance," Journal of Structural Engineering, ASCE, 122(11), 1292-1299. https://doi.org/10.1061/(ASCE)0733-9445(1996)122:11(1292)
  7. Clark, P., Frank, K., Krawinkler, H. and Shaw, R. (1997), "Protocol for fabrication, inspection, testing, and documentation of beam-column connection tests and other experimental specimens", Report No. SAC/BD-97/ 02, SAC Joint Venture, Sacramento, CA.
  8. Engelhardt, M.D. (1999), "Design of reduced beam section moment connections", Proceedings, North American Steel Construction Conference, 3-29-1999, AISC, Chicago, IL.
  9. Engelhardt, M.D., Winneberger, T., Zekany, A.J. and Potyraj, T. (1998), "Experimental investigation of dogbone moment connections", Engineering Journal, AISC, 35(4), 128-139.
  10. Gilton, C., Chi, B. and Uang, C.-M. (2000), "Cyclic response of RBS moment connections: Weak-axis configuration and deep column effects", Report No. SSRP 2000/03, University of California, San Diego, CA.
  11. Hall, J.F. (1998), "Seismic response of steel frame buildings to near-source ground motions", Earthquake Engineering & Structural Dynamics, 27(12), 1445-1464. https://doi.org/10.1002/(SICI)1096-9845(199812)27:12<1445::AID-EQE794>3.0.CO;2-C
  12. Krawinkler, H. and Gupta, A. (1998), "Story drift demands for steel moment frame structures in different seismic regions", Proceedings, Sixth U.S. National Conference on Earthquake Engineering, Earthquake Engineering Research Inst., CA, 12 pp.
  13. Plumier, A. (1997), "The dogbone: back to the future", Engineering Journal, AISC, 34(2), 61-67.
  14. SAC 1996, "Interim guidelines advisory No. 1", Report No. FEMA-267A, SAC Joint Venture, Sacramento, CA.
  15. Uang, C.-M. and Fan, C.-C. (1999), "Cyclic instability of steel moment connections with reduced beam sections", Report No. SSRP-99/21, University of California, San Diego, CA.
  16. Yu, Q.-S., Noel, S. and Uang, C.-M. (1997), "Experimental studies on seismic rehabilitation of pre-Northridge steel moment connections: RBS and Haunch Approach", Report No. SSRP-97/08, University of California, San Diego, CA.
  17. Yu, Q.-S., Gilton, C.S. and Uang, C.-M. (1999), "Cyclic response of RBS moment connections: loading sequence and lateral bracing effects", Report No. SSRP 99-13, University of California, San Diego, CA.
  18. Zekioglu, A., Mozaffarian, H., Chang, K.L., Uang, C.-M. and Noel, S. (1997), "Designing after Northridge", Modern Steel Construction, AISC, 37(3), 36-42.

Cited by

  1. Hysteretic behaviour of dissipative bolted fuses for earthquake resistant steel frames vol.85, 2013, https://doi.org/10.1016/j.jcsr.2013.02.016
  2. Hysteretic behavior of dissipative welded fuses for earthquake resistant composite steel and concrete frames vol.14, pp.6, 2013, https://doi.org/10.12989/scs.2013.14.6.547
  3. Promotion of cyclic behavior of reduced beam section connections restraining beam web to local buckling vol.73, 2013, https://doi.org/10.1016/j.tws.2013.07.013
  4. Numerical investigation seismic performance of rigid skewed beam-to-column connection with reduced beam section vol.57, pp.3, 2016, https://doi.org/10.12989/sem.2016.57.3.507
  5. State-of-the-Art Review on Seismic Design of Steel Structures vol.144, pp.4, 2018, https://doi.org/10.1061/(ASCE)ST.1943-541X.0001973
  6. Cyclic Response of Sloped Steel Moment Connections vol.145, pp.7, 2019, https://doi.org/10.1061/(asce)st.1943-541x.0002339
  7. Cyclic Behavior of Electroslag Welded Joints in Beam-to-Built-Up Box Column Steel Moment Connections vol.145, pp.12, 2001, https://doi.org/10.1061/(asce)st.1943-541x.0002409
  8. Seismic design and assessment of steel-concrete frame structures with welded dissipative fuses vol.35, pp.4, 2001, https://doi.org/10.12989/scs.2020.35.4.527