Advertisement

International Journal of Steel Structures

, Volume 19, Issue 6, pp 1875–1894 | Cite as

Flexural Strength of Composite HSB690 I-Girders in Negative Moment

  • Dong Ku Shin
  • Kyungsik KimEmail author
Article
  • 54 Downloads

Abstract

The flexural behaviors of composite I-girders made of a high performance steel, HSB690, having a yield strength of 690 MPa in negative moment, were numerically investigated by applying an incremental ultimate strength analysis with material and geometrical nonlinearities. A total of twenty-nine example sections with various slenderness ratios of compression flanges and webs were carefully selected such that they meet the requirements in Appendix A6 of AASHTO LRFD, except the first requirement that the yield strength not exceed 485 MPa (70 ksi). Results of the numerical scheme adopted in this study were verified by comparing the flexural strengths computed by FEA to those of experimental results produced by other researchers. Numerical results for moment versus rotation curves, stress distributions, and failure modes were investigated and presented. The effects of initial imperfections, residual stresses, and mechanical properties of reinforcing steels on the ultimate flexural behavior of the girders were also closely investigated. The applicability of the negative flexural resistance equations in AASHTO LRFD for HSB690 composite I-girders was examined by comparison of the ultimate flexural strengths obtained from the numerical analyses. It was found that the upper limit on the yield strength of 485 MPa as one of the three major prerequisites to using the Appendix A6 in AASHTO LRFD can be removed from the provisions. Therefore, the flexural resistances of HSB690 girders in negative moment can be more efficiently evaluated by utilizing the procedures in Appendix A6 of AASHTO LRFD than those of Article 6.10.8 in AASHTO.

Keywords

High strength steel Negative moment Flexural strength Strength analysis Finite element method 

Notes

References

  1. AASHTO/AWS D1.5M/D1.5:2015 Bridge Welding Code, 6th Ed. (2015). Joint Publication of American Association of State Highway and Transportation Officials. Washington, DC: American Welding Society.Google Scholar
  2. ABAQUS. (2014). Analysis user’s manual, v6.14, Dassault Systemes.Google Scholar
  3. AISC. (2001). Manual of steel construction: load and resistance factor design (3rd ed.). Chicago, IL: American Institute of Steel Construction Inc.Google Scholar
  4. American Association of State Highway and Transportation Officials (AASHTO). (1998). AASHTO-LRFD bridge design specifications (3rd ed.). Washington, DC.Google Scholar
  5. American Association of State Highway and Transportation Officials (AASHTO). (2014). AASHTO-LRFD bridge design specifications (7th ed.). Washington, DC.Google Scholar
  6. ASTM. (1994). Standard test method for determining residual stresses by hole-drilling strain-gage method. ASTM Standard E837-94a. West Conshohocken, PA: American Society for Testing and Materials.Google Scholar
  7. Barth, K. E. (1996). Moment-rotation characteristics for inelastic design of steel bridge beams and girders. Ph.D. dissertation. West Lafayette, IN: Perdue University.Google Scholar
  8. Barth, K. E., White, D. W., & Bobb, B. M. (2000). Negative bending resistance of HPS70W girders. Journal of Constructional Steel Research,53, 1–31.CrossRefGoogle Scholar
  9. Baskar, K., Shanmugam, N. E., & Thevendran, V. (2002). Finite element analysis of steel–concrete composite plate girder. Journal of Structural Engineering, ASCE,128(9), 1158–1168.CrossRefGoogle Scholar
  10. CEN European Committee for Standardization. (2005a). EN 1993-1-1 Eurocode 3: Design of steel structures—Part 1.1: General rules and rules for buildings. Brussels.Google Scholar
  11. CEN European Committee for Standardization. (2005b). EN 1993-1-5 Eurocode 3: Design of steel structures—Part 1.5: Plated structural elements. Brussels.Google Scholar
  12. CEN European Committee for Standardization. (2007). EN 1993-1-12 Eurocode 3: Design of steel structures—Part 1.12: Additional rules for the extension of EN 1993 up to steel grades S 700. Brussels.Google Scholar
  13. Earls, C. J. (1999). On the inelastic failure of high strength steel I-shape beams. Journal of Constructional Steel Research,49, 1–24.CrossRefGoogle Scholar
  14. Earls, C. J. (2000a). Geometric factors influencing the structural ductility of compact I-shape beams. Journal of Constructional Steel Research,126, 780–789.Google Scholar
  15. Earls, C. J. (2000b). Influence of material effects on the structural ductility of compact I-shape beams. Journal of Constructional Steel Research,126, 1268–1278.Google Scholar
  16. Earls, C. J., & Shah, B. J. (2002). High performance steel bridge girder compactness. Journal of Constructional Steel Research,58, 859–880.CrossRefGoogle Scholar
  17. Greco, N., & Earls, C. J. (2003). Structural ductility in hybrid high performance steel beams. Journal of Structural Engineering, ASCE,129(12), 1584–1595.CrossRefGoogle Scholar
  18. Green, P. S. (2000). The inelastic behavior of flexural members fabricated from high performance steel. Ph.D. dissertation. Bethlehem, PA: Lehigh University.Google Scholar
  19. Kang, S. C., Kim, K. S., Lee, J. K., & Lee, J. (2011). Evaluation of residual stresses in HSB690 I-shaped girder. In Proceeding of the 11th Korea–Japan joint symposium on steel bridges. Jeju: Korea Society of Steel Construction.Google Scholar
  20. Korea Construction Standards Center, Korean Steel Structural Members Design Code: Load Resistance Factored Design Method (KDS 14 31 10: 2017). Korea ministry of land, infrastructure and transport.Google Scholar
  21. McDermott, J. F. (1969). Plastic bending of A514 beams. Journal of Structure Division, ASCE,95, 1851–1871.Google Scholar
  22. Nozaka, K., Masuda, T., Suzuki, M., & Ito, M. (2004). Experimental study on inelastic rotation capacity of hybrid I-girders with high strength steel HT690. In PSSC conference. Long beach, CA.Google Scholar
  23. Salem, E. S., & Sause, R. (2004). Flexural strength and ductility of highway bridge I-girders fabricated from HPS-100W steel. ATLSS Rep. No. 04-12. Bethlehem, PA; Lehigh University.Google Scholar
  24. Sause, R., & Fahnestock, L. (2001). Strength and ductility of HPS-100W I-girders in negative flexure. Journal of Bridge Engineering, ASCE,6, 316–323.CrossRefGoogle Scholar
  25. Tomas, S. J., & Earls, C. J. (2003). Cross-sectional compactness and bracing requirements for HPS483W girders. Journal of Structural Engineering, ASCE,129(12), 1569–1583.CrossRefGoogle Scholar
  26. White, D. W., & Barth, K. E. (1998). Strength and ductility of compact-flange I-girders in negative bending. Journal of Constructional Steel Research,45(3), 241–280.CrossRefGoogle Scholar
  27. Yakel, A. J., Mans, P., & Azizinamini, A. (2002). Flexural capacity and ductility of HPS-70W bridge girders. Engineering Journal, AISC,39, 38–51.Google Scholar

Copyright information

© Korean Society of Steel Construction 2019

Authors and Affiliations

  1. 1.Department of Civil and Environmental EngineeringMyungji UniversityYonginRepublic of Korea
  2. 2.Department of Civil and Environmental EngineeringCheongju UniversityCheongjuRepublic of Korea

Personalised recommendations