Steel Frame Stability

  • M. Ivanyi
Part of the CISM International Centre for Mechanical Sciences book series (CISM, volume 323)


Collapse of frames is related not to a bifurcational phenomenon, but rather to divergence of equilibrium. The up-to-date stability analysis specifications are based on the analysis of so-called imperfect models.

Limit design of steel structures is based on the model of the plastic hinge. In its traditional form it is usually combined with rigid-plastic consitutive law. The model of “interactive plastic hinge” is suggested, which can take into account several phenomena (as residual stresses, strain-hardening, plate buckling, lateral buckling).

Chapter 1 gives definitions of load-deformation response of steel frames. Chapter 2 gives the concepts of the imperfect steel frames.

Chapter 3 is dealing with the model of interactive plastic hinge and its analytical interpretation. Chapter 4 gives the prediction of ultimate load of steel frames. Finally, Chapter 5 is devoted to the evaluation of load bearing capacity of steel frames.


Residual Stress Steel Structure Plastic Hinge Initial Imperfection Yield Mechanism 
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  1. ALEXANDER, J. M. 1960. An approximate analysis of the collapse of thin cylindrical shells under axial loading, Quarterly Jrl. of Mechanical and Applied Mathematics, Vol. 13.Google Scholar
  2. BAKSAI, R. 1983. Plastic analysis by theoretical methods of the state change of steel frameworks. Diploma work, TUB, Budapest, (In Hungarian)Google Scholar
  3. BAKSAI, R. — IVANYI, M. — PAPP, F. 1985. Computer program for steel frames taking initial imperfections and local buckling into consideration, Periodica Politechnica, Civil Enginnering, Vol. 29. No. 3–4. pp. 171–185.Google Scholar
  4. BEN KATO, 1965. Buckling strength of plates in the plastic range, Publications of IABSE, Vol. 25.Google Scholar
  5. BJORHOVDE, R. 1972. Deterministic and probabilistic approach to the strength of steel columns. PhD. dissertation. Lehigh UniversityGoogle Scholar
  6. BOLOTIN, V. V. 1952. Reliability theory and structural stability. University of Waterloo, Study No.6. 385Google Scholar
  7. CLIMENHAGA, J. J. — JOHNSON, P. 1972. Moment-rotation curves for locally buckling beams. Jrnl. of Struct. Div. ASCE, Vol. 98 ST6.Google Scholar
  8. DRUCKER, D. C. 1951. A more fundamental approach to plastic stress-strain relations. Proceedings, 1st U. S. Natl. Congress of Applied Mechanics, ASME, 487Google Scholar
  9. DRUCKER, D. C. 1964. On the postulate of stability of material in the mechanics of continua. Journal de Mechanique, Paris, 3, 235MathSciNetGoogle Scholar
  10. GIONCU, V. — MATEESCU, G. — ORASTEANU, S. 1989. Theoretical and experimental research regarding the ductility of welded I-sections subjected to bending, Stability of Metal Structures, Proceedings of Fourth International Colloquium on Structural Stability, Asian Session, Beijing, China, pp. 289–298.Google Scholar
  11. HAAIJER, G. 1957. Plastic buckling in the strain-hardening range, Jrl. ASCE, Vol. 83. EM2Google Scholar
  12. HALÁSZ, O. 1976. Limit design of steel structures. Second-order problems (In Hungarian). DSc. Thesis, BudapestGoogle Scholar
  13. HALÁSZ, O. — IVÁNYI, M. 1979. Tests with simple elasic-plastic frames. Periodica Polytechnica, Civil Engineering, Vol. 23, 157Google Scholar
  14. HALÁSZ, O. — IVÁNYI, M. 1985. Some lessons drawn from tests with steel structures, Peridica Polytechnica, Civil Engineering, Vol. 29. No. 3–4. pp. 113–122.Google Scholar
  15. HOFF, N. J. 1956. The analysis of structures, John Wiley and Sons, New YorkMATHGoogle Scholar
  16. HORNE, M. R. 1960. Instability and the plastic theory of structures. Transactions of the EIC. 4, 31Google Scholar
  17. HORNE, M. R. — MEDLAND, J. C. 1966. Collapse loads of steel frameworks allowing for the effect of strain-hardening, Proc. of Inst. of Civil Engineers, Vol. 33. pp. 381–402.CrossRefGoogle Scholar
  18. HORNE, M. R. — MERCHANT, W. 1965. The stability of frames, Pergamon PressGoogle Scholar
  19. HORNE, M. R. — MORRIS, L. J. 1981. Plastic design of low-rise frames, Granada, Constrado MonographsGoogle Scholar
  20. IVÁNYI, M. 1979a. Yield mechanism curves for local buckling of axially compressed members, Periodica Polytechnica, Civil Engineering, Vol. 23. No 3–4. pp. 203–216.Google Scholar
  21. IVÁnyi, M. 1979b. Moment-rotation characteristics of locally buckling beams, Periodica Polytechnica, Civil Engineering, Vol. 23. No 3–4. pp. 217–230.Google Scholar
  22. IVÁNYI, M. 1980. Effect of plate buckling on the plastic load carrying capacity of frames. IABSE 11th Congress, ViennaGoogle Scholar
  23. IVÁNYI, M. 1983. Interaction of stability and strength phenomena in the load carrying capacity of steel structures. Role of plate buckling. (In Hungarian). DSc. Thesis, Hung. Ac. Sci., BudapestGoogle Scholar
  24. IVÁNYI, M. 1985. The model of “interactive plactic hinge” Periodica Politechnica, Vol. 29. No. 3–4. pp. 121–146.Google Scholar
  25. IVÁNYI, M. 1987. Complementary report for the session of frames, Second Regional Colloquium on “Stability of Steel Structures”, Final Report, pp. 149–156.Google Scholar
  26. IVÁNYI, M. — KÁLLÓ, M. — TOMKA, P. 1986. Experimental investigation of full-scale industrial building section, Second Regional Colloquium on Stability of Steel Structures, Hungary, Final Report, pp. 163–170.Google Scholar
  27. KALISZKY, S. 1978. The analysis of structures with conditional joints, Jrl. of Structural Mechanics, 6., 195.CrossRefGoogle Scholar
  28. KAZINCZY, G. 1914. Experiments with fixed-end beams. (In Hungarian). Betonszemle, 2, 68Google Scholar
  29. KURUTZ, M. 1975. Mechanical computation of structures containing conditional joints under kinematic loads (In Hungarian), Magyar Epitoipar 24, 455.Google Scholar
  30. LAY, M. G. 1965. Flange local buckling in wide-flange shapes, Jrl. ASCE, Vol. 91. ST6.Google Scholar
  31. MAIER, G. 1961. Sull’equilibrio elastoplastico delle strutture reticolari in presenza di diagrammi forzeelongazioni a trotti desrescenti. Rendiconti, Istituto Lombardo di Scienze e Letture, Casse di Scienze A, Milano 95, 177MATHGoogle Scholar
  32. MAIER, G. — DRUCKER, D. C. 1966. Elastic-plastic continua containing unstable elements obeying normality and convexity relations. Schweizerische Bauzeitung 84, No. 23., Juni. 1Google Scholar
  33. MAJID, K. 1972. Non-linear structures. Matrix methods of amnalysis and design by computers. Butterworths, LondonGoogle Scholar
  34. McGUIRE, W. 1984 Structural Engineering for the 80’s and Beyond. Engineering Journal, AISC. Second Quarter, pp.77–88.Google Scholar
  35. MSZ 15024–85 (Hungarian Standard) Design of steel constructions for buildings, BudapestGoogle Scholar
  36. NETHERCOT, D. 1985. Utilisation of experimentally obtained connection data in assessing the performance of steel frames, “Connection Flexibility and Steel Frames”, ed. Wai-Fah Chen pp. 13–37.Google Scholar
  37. PUGESLEY, A. — MACAULAY, M. 1960. Large-scale crumpling of thin cylindrical columns. Quarterly Jrl. of Mechanical and Applied Mathematics, Vol. 13.Google Scholar
  38. SZABó, J. — ROLLER, B. 1971. Theory and analysis of bar systems. (In Hungarian) Műszaki Könyvkiado, BudapestGoogle Scholar
  39. TASSI, G. — RÓZSA, P. 1958. Calculation of elasto-plastic redundant systems by applying matrix theory (In Hungarian), ÉKME Tud. Közlemenyek, 4.21.Google Scholar
  40. THÜRLIMANN, B. 1960. New aspects concerning the inelastic instability of steel structures. Journal of the Structural Division, ASCE, 86, STI, Jan.Google Scholar

Copyright information

© Springer-Verlag Wien 1992

Authors and Affiliations

  • M. Ivanyi
    • 1
  1. 1.Technical University of BudapestBudapestHungary

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