Steel and Composite Structures

Techno-Press (테크노프레스)
권호 표지
DOI QR코드

DOI QR Code

Effect of column loss location on structural response of a generic steel moment resisting frame

  • Rezvani, Farshad Hashemi (School of Civil Engineering, University of Queensland) ;
  • Jeffers, Ann E. (Department of Civil and Environmental Engineering, University of Michigan) ;
  • Asgarian, Behrouz (Faculty of Civil Engineering, K.N. Toosi University of Technology) ;
  • Ronagh, Hamid Reza (Institute for Infrastructure Engineering, Western Sydney University)
  • Received : 2016.02.17
  • Accepted : 2017.07.20
  • Published : 2017.10.10
⟨ Previous Next ⟩

Abstract

The effect of column loss location on the structural response of steel moment resisting frames (MRF) is investigated in this study. A series of nonlinear static and dynamic analyses were performed to determine the resistance of a generic frame to an arbitrary column loss and detect the structural members that are susceptible to failure progression beyond that point. Both force-controlled and deformation-controlled actions based on UFC 4-023-03 and ASCE/SEI 41-06 were implemented to define the acceptance criteria for nine APM cases defined in this study. Results revealed that the structural resistance against an arbitrary column loss in the top story is at least 80% smaller than that of the bottom story. In addition, it was found that the dynamic increase factor (DIF) at the failure point is at most 1.13.

Keywords

References

  1. American Institute of Steel Construction (2005a), AISC 360-05, Specification for Structural Steel Buildings; Chicago, IL, USA.
  2. American Institute of Steel Construction (2005b), AISC 341-05, Seismic provisions for structural steel buildings; Chicago, IL, USA.
  3. American Society of Civil Engineers (2005), ASCE 7-05, minimumdesign loads for buildings and other structures; New York, NY, USA.
  4. American Society of Civil Engineers (2007), ASCE/SEI 41-06, Seismic Rehabilitation of Existing Buildings, Reston, VA, USA.
  5. Asgarian, B. and Hashemi Rezvani, F. (2012), "Progressive collapse analysis of concentrically braced frames through EPCA algorithm", J. Construct. Steel Res., 70, 127-136. https://doi.org/10.1016/j.jcsr.2011.10.022
  6. Fu, F. (2009), "Progressive collapse analysis of high-rise building with 3-D finite element modeling method", J. Construct. Steel Res., 65(6), 1269-1278. https://doi.org/10.1016/j.jcsr.2009.02.001
  7. Fu, F. (2012), "Response of a multi-storey steel composite building with concentric bracing under consecutive column removal scenarios", J. Construct. Steel Res., 70, 115-126. https://doi.org/10.1016/j.jcsr.2011.10.012
  8. GSA (2003), Progressive collapse analysis and design guidelines for new federal office buildings and major modernization projects; U.S. General Service Administration (U.S. GSA), Washington DC, USA.
  9. Hashemi Rezvani, F. and Asgarian, B. (2012), "Element loss analysis of concentrically braced frames considering structural performance criteria", Steel Compos. Struct., Int. J., 12(3), 231-248. https://doi.org/10.12989/scs.2012.12.3.231
  10. Hashemi Rezvani, F. and Asgarian, B. (2014), "Effect of seismic design level on safety against progressive collapse of concentrically braced frames ", Steel Compos. Struct., Int. J., 16(2), 135-156. https://doi.org/10.12989/scs.2014.16.2.135
  11. Hashemi Rezvani, F., Yousefi, A.M. and Ronagh, H.R. (2015), "Effect of span length on progressive collapse behaviour of steel moment resisting frames", Structures, 3, 81-89. https://doi.org/10.1016/j.istruc.2015.03.004
  12. Khandelwal, K. and El-Tawil, S. (2011), "Pushdown resistance as a measure of robustness in progressive collapse analysis", Eng. Struct., 33(9), 2653-2661. https://doi.org/10.1016/j.engstruct.2011.05.013
  13. Khandelwal, K., El-Tawil, S. and Sadek, F. (2009), "Progressive collapse analysis of seismically designed steel braced frames", J. Construct. Steel Res., 65(3), 699-708. https://doi.org/10.1016/j.jcsr.2008.02.007
  14. Kheyroddin, A., Gerami, M. and Mehrabi, F. (2014), "Assessment of the dynamic effect of steel frame due to sudden middle column loss", Struct. Des. Tall Special Build., 23(5), 392-402.
  15. Kim, J. and Kim, T. (2009), "Assessment of progressive collapseresisting capacity of steel moment frames", J. Construct. Steel Res., 65(1), 169-179. https://doi.org/10.1016/j.jcsr.2008.03.020
  16. Kim, H.S., Kim, J. and An, D.W. (2009), "Development of integrated system for progressive collapse analysis of building structures considering dynamic effects", Adv. Eng. Software, 40(1), 1-8. https://doi.org/10.1016/j.advengsoft.2008.03.011
  17. Li, J. and Hao, H. (2013), "Numerical study of structural progressive collapse using substructure technique", Eng. Struct., 52, 101-113. https://doi.org/10.1016/j.engstruct.2013.02.016
  18. Liu, M. (2013), "A new dynamic increase factor for nonlinear static alternate path analysis of building frames against progressive collapse", Eng. Struct., 48, 666-673. https://doi.org/10.1016/j.engstruct.2012.12.011
  19. Liu, M. (2015), "Pulldown Analysis for Progressive Collapse Assessment", J. Perform. Construct. Facil., 29(1), 04014027. https://doi.org/10.1061/(ASCE)CF.1943-5509.0000459
  20. Mazzoni, S., McKenna, F., Scott, M.H. and Fenves, G.L. (2007), OpenSees command Language manual.
  21. National Institute of Standard and Technology (2007), NISTIR 7396, Best practices for reducing the potential for progressive collapse in buildings; Technology administration, U.S. Department of Commerce.
  22. Song, B.I., Giriunas, K.A. and Sezen, H. (2014), "Progressive collapse testing and analysis of a steel frame building", J. Construct. Steel Res., 94, 76-83. https://doi.org/10.1016/j.jcsr.2013.11.002
  23. Szyniszewski, S. and Krauthammer, T. (2012), "Energy flow in progressive collapse of steel framed buildings", Eng. Struct., 42, 142-153. https://doi.org/10.1016/j.engstruct.2012.04.014
  24. Tsai, M.-H. and You, Z.-K. (2012), "Experimental evaluation of inelastic dynamic amplification factors for progressive collapse analysis under sudden support loss", Mech. Res. Commun., 40, 56-62. https://doi.org/10.1016/j.mechrescom.2012.01.011
  25. Unified Facilities Criteria (2005), UFC 4-023-3, Design of buildings to resist progressive collapse; Department of Defense, Washington DC, USA.
  26. Unified Facilities Criteria (2009), UFC 4-023-3, Design of buildings to resist progressive collapse; Department of Defense, Washington DC, USA.
  27. Vamvatsikos, D. and Allin Cornell, C. (2002), "Incremental dynamic analysis", Earthq. Eng. Struct. Dyn., 31(3), 491-514. https://doi.org/10.1002/eqe.141

Cited by

  1. Estimating the cross-sectional area of inverted-V braces required for mitigating the progressive collapse of Steel Intermediate Moment Resisting Frames vol.15, pp.8, 2017, https://doi.org/10.1080/15732479.2019.1602148