Skip to main content
SpringerLink
Log in

On the Local Buckling of Steel “I” Profiles in a Fire Situation

  • Published:
Fire Technology Aims and scope Submit manuscript

Abstract

Although the fire resistance of various steel profiles has been predicted and presented in the literature, the effect of local buckling requires further research. This comprehensive study discusses this effect on the fire resistance of steel “I” slender cross-sections for uniform compression and simple bending cases. A numerical modelling analysis with SAFIR considering the ABNT NBR 14.323:2013 and Eurocode 3 Part 1-2 (2005) design rules is conducted. For the catalogue profiles, the standards are conservative for columns and beams for a temperature range between 600.00°C and 800.00°C and 400.00°C and 800.00°C, respectively. However, the results determined with the standards may be unsafe. The need for an improvement in the precision of the current standards is also discussed.

This is a preview of subscription content, log in via an institution to check access.

Access this article

Log in via an institution

Price excludes VAT (USA)
Tax calculation will be finalised during checkout.

Instant access to the full article PDF.

Institutional subscriptions

Figure 1

adapted from [4])

Figure 2

(adapted from [4])

Figure 3
Figure 4
Figure 5
Figure 6
Figure 7
Figure 8
Figure 9
Figure 10

Similar content being viewed by others

Notes

  1. kσ,θ, according to the Brazilian standard, and kp0.2,θ, according to the European standard, correspond to the reduction factor for steel design yield strength of cross sections subject to local buckling at elevated temperature. They are identical.

  2. Identical to the following AISC 360-16 cases: “doubly symmetric I-shaped members with slender flanges” and “doubly symmetric I-shaped members with slender webs”.

  3. \(k_{pg} ,\) according to Brazilian standard, and \(R_{pg}\), according to AISC 360-16, correspond to the bending reduction factor. They are identical.

  4. ‘\(M_{Rk}\) as a function of \(b/t\)’ curve, composed by 3 parts. A horizontal straight line, corresponding to the plastic regime, followed by a descending straight line, which connects the end of the plastic regime and the beginning of the elastic regime, and finally a hyperbolic curve, corresponding to the critical moment (elastic regime).

  5. ADINA was used to calculate the first buckling mode configuration of the structure. Then, its eigenvectors coordinates were extracted, processed and combined with the original three-dimensional coordinates of the structure (i.e., without imperfections). The result of this coordinate combination is a geometry with imperfections, exported to SAFIR to perform the thermo-structural analysis.

  6. Other authors usually select a smaller temperature range. For instance, some numerical results on the research developed by Zhao et al. [4] and Couto et al. [5] were presented in graphs for 350°C, 450°C, 550°C and 700°C regarding axial compression and bending cross-sectional resistance.

References

  1. Associação Brasileira de Normas Técnicas (2013) NBR 14.323: Projeto de estruturas de aço e de estruturas mistas de aço e concreto de edifícios em situação de incêndio. Rio de Janeiro

  2. British Standards Institution (2005) BS EN 1993-1-2: Eurocode 3: design of steel structures—Part 1-2: general rules—structural fire design. United Kingdom

  3. Knobloch M (2008) Local buckling behavior of steel sections subjected to fire. Fire Saf Sci 9:1239–1254. 10.3801/iafss.fss.9-1239

    Article  Google Scholar 

  4. Zhao B, Oly R, Morente F, Real PV, Wald F, Franssen JM, Velda P (2014) Fire design of steel members width welded or hot-rolled class 4 cross-section (FIDESC4). RFCS-CT-2011-00030, 2011-2014, Technical Report No. 5. Luxembourg

  5. Couto C, Real PV, Lopes N, Zhao B (2015) Resistance of steel cross-sections with local buckling at elevated temperatures. J Constr Steel Res 109:101–114. https://doi.org/10.1016/j.jcsr.2015.03.005

    Article  Google Scholar 

  6. Maraveas C (2019) Local buckling of steel members under fire conditions: a review. Fire Technol 55:51–80. 10.1007/s10694-018-0768-1

    Article  Google Scholar 

  7. Franssen J-M (2005) SAFIR: a thermal/structural program for modelling structures under fire. Eng J Am Inst Steel Constr 42:143–158

    Google Scholar 

  8. Associação Brasileira de Normas Técnicas (2008) NBR 8.800: Projeto de Estruturas de Aço e Estruturas Mistas de Aço e Concreto de Edifícios. Rio de Janeiro

  9. Associação Brasileira de Normas Técnicas (2010) NBR 14.762: Dimensionamento de Estruturas de Aço Constituídas por Perfis Formados a Frio. Rio de Janeiro

  10. British Standards Institution (2006) BS EN 1993-1-5: Eurocode 3: design of steel structures—part 1–5: plated structural elements. United Kingdom

  11. AISC Committee et al (2010) Specification for structural steel buildings (ANSI/AISC 360-10). American Institute of Steel Construction, Chicago

    Google Scholar 

  12. AISC Committee et al (2016) Specification for structural steel buildings (ANSI/AISC 360-16). American Institute of Steel Construction. Chicago

    Google Scholar 

  13. American Iron and Steel Institute (2007) North American specification for the design of cold-formed steel structural members. American Iron & Steel Institute, Committee of Steel Plate Producers & Committee of Stainless Steel Producers

  14. British Standards Institution (2005) BS EN 1993-1-1: Eurocode 3: design of steel structures—part 1–1: general rules and rules for buildings. United Kingdom

  15. Von Karman T, Sechler EE, Donnell LH (1932) The strength of thin plates in compression. Trans Am Soc Mech Eng 52:53–57

    MATH  Google Scholar 

  16. Winter G (1947) Performance of thin steel compression flanges. Trans ASCE 112:527–554

    Google Scholar 

  17. Yu WW, Laboube RA (2010) Cold-formed steel design, 4th edn. Wiley, Hoboken

    Book  Google Scholar 

  18. Ranawaka T, Mahendran M (2009) Experimental study of the mechanical properties of light gauge cold-formed steels at elevated temperatures. Fire Saf J 44(2):219–229. https://doi.org/10.1016/j.firesaf.2008.06.006

    Article  Google Scholar 

  19. Landesmann A, Camotim D (2011) On the distortional buckling, post-buckling and strength of cold-formed steel lipped channel columns under fire conditions. J Struct Fire Eng 2(1):1–19. https://doi.org/10.1260/2040-2317.2.1.1

    Article  Google Scholar 

  20. Association Française de Normalisation (2007) Annexe Nationale à la NF EN 1993-1-2:2005: Règles générales—Calcul du comportement au feu. France

  21. ADINA, AUI. 9.2 (2015) “User Interface Primer and AUI Command Reference Manual” ADINA R & D Inc, Watertown, MA

  22. Franssen JM (2013) FIDESC4: fire behaviour of steel members with class 4 cross sections under axial compression and axial compression with eccentricity: report of the experimental tests performed at the University of Liège. Belgium, p 78

  23. Associação Brasileira de Normas Técnicas (2013) NBR 5.884: Perfil I estrutural de aço soldado por arco elétrico—equisitos gerais. Rio de Janeiro

  24. GERDAU (Brasil) (Org.). Catálogo de produtos. https://www.comercialgerdau.com.br/pt/productsservices/products/DocumentGallery/catalogo-produtos-cg.pdf. Accessed 12 July 2017

  25. Quiel SE, Garlock MEM (2010) Calculating the buckling strength of steel plates exposed to fire. Thin-Walled Struct 48:684–695. https://doi.org/10.1016/j.tws.2010.04.001

    Article  Google Scholar 

  26. Couto C, Real PV, Lopes N, Zhao B (2014) Effective width method to account for the local buckling of steel thin plates at elevated temperatures. Thin-Walled Struct 84:134–149. https://doi.org/10.1016/j.tws.2014.06.003

    Article  Google Scholar 

  27. Tide RHR (1998) Integrity of structural steel after exposure to fire. Eng J Am Inst Steel Constr 35:26–38

    Google Scholar 

Download references

Acknowledgements

This research was supported by São Paulo State Research Foundation (FAPESP - Process 2015/21602-4), Coordination for the Improvement of Higher Education Personnel (CAPES) and National Council for Scientific and Technological Development (CNPq).

Author information

Authors and Affiliations

  1. Polytechnic School of Sao Paulo University, Civil Engineering Building, Avenida Professor Luciano Gualberto, Butanta, São Paulo, SP, 05505-010, Brazil

    Gian Carlo Calobrezi & Valdir Pignatta Silva

Authors
  1. Gian Carlo Calobrezi
    View author publications

    You can also search for this author in PubMed Google Scholar

  2. Valdir Pignatta Silva
    View author publications

    You can also search for this author in PubMed Google Scholar

Corresponding author

Correspondence to Gian Carlo Calobrezi.

Ethics declarations

Conflict of interest

The authors declare that they have no conflict of interest.

Additional information

Publisher's Note

Springer Nature remains neutral with regard to jurisdictional claims in published maps and institutional affiliations.

Edited by Elsevier Language

Rights and permissions

Reprints and permissions

About this article

Check for updates. Verify currency and authenticity via CrossMark

Cite this article

Calobrezi, G.C., Silva, V.P. On the Local Buckling of Steel “I” Profiles in a Fire Situation. Fire Technol 57, 415–438 (2021). https://doi.org/10.1007/s10694-020-01009-6

Download citation

  • Received:

  • Accepted:

  • Published:

  • Issue Date:

  • DOI: https://doi.org/10.1007/s10694-020-01009-6

Keywords

Search

Navigation