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EXPERIMENTAL TESTS AND NUMERICAL MODELLING ON EIGHT SLENDER STEEL COLUMNS

EXPERIMENTAL TESTS AND NUMERICAL MODELLING ON EIGHT SLENDER STEEL COLUMNS U NDER INCREASING TEMPERATURES. Jean-Marc FRANSSEN*, Bin ZHAO** and Thomas GERNAY * * University of Liège, Belgium ** CTICM, France. 1) Introduction.

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EXPERIMENTAL TESTS AND NUMERICAL MODELLING ON EIGHT SLENDER STEEL COLUMNS

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  1. EXPERIMENTAL TESTS AND NUMERICAL MODELLING ON EIGHT SLENDER STEEL COLUMNS UNDER INCREASING TEMPERATURES Jean-Marc FRANSSEN*, Bin ZHAO** and Thomas GERNAY* * University of Liège, Belgium ** CTICM, France

  2. 1) Introduction

  3. At elevatedtemperature,stiffness of steeldecreasesfasterthanstrength. • The likelyhood of local bucklingisevenhigher • (factor 0,85 in Eurocode 3) • Design methodbased on 0,2% proof strength • or criticaltemperature of 350°C in Eurocode 3. • RFCS project FIDESC4 on class 4 sections (beams and columns)

  4. FIDESC4 • CTICM • Technalia • Lindab • Univ. of Liege • Univ. of Aveiro • Univ. of Prague Experimental tests Numericalmodels Parametric analyses Design equations

  5. 2) Test set-up • Heatingwasachieved by electricalresistances (30 KVA): • Better control of the temperatureincrease • More uniformtemperature distribution

  6. One heating mat + thermocouple tree

  7. 2 heating mats on the web 2 heating mats on one flange

  8. Columnwrapped in ceramic mats + displacementtransducer

  9. First blank test @ 100°C/h to control the uniformcharacterof the temperaturefield. Differences up to 70°C !

  10. Second blank test @ 100 and 200°C/h with a 10 mm gap between the ceramic pads and the steelmember. Differences ≤ 30°C

  11. Geometrical imperfections have been measured

  12. Boundary conditions: Pinned-pinned in one plane, fixed-fixed in the other plane Elongation unrestrained. Note: preliminarynumericalmodelingshowedthat no lateral support wasnecessaery at midlevel.

  13. Hinged support (nylon bearings)

  14. 3) Main results http://hdl.handle.net/2268/163773 Or Google « FRANSSEN ORBI »

  15. Test No 1 – IPE240A • Failure modes: global buckling along the weak axis without local buckling

  16. Test No 2 • Failure modes: global buckling along the weak axis with local buckling of the flanges

  17. Test No 4 • Failure modes:

  18. Test No 5 • Failure mode:

  19. Test No 6 • Failure mode:

  20. Test No 7 • Failure mode:

  21. Test No 8 • Failure mode:

  22. 4) Numericalmodelling Based on measured values of yieldstrength Geometry (length, thickness, imperfections) SAFIR shellfiniteelement (8 elements for the flange, 8 elements for the web, 100 elements on the length)

  23. Geometrical imperfectionsFirst 2 Eigen modes from CAST3M

  24. Numerical simulations / test resultsAverage: 1,01 – standard deviation: 0,04

  25. 5) What’snext? Data base made in Liege of 5 000+numerical tests performed on centricallyloadedwelded section steelcolumns Note: other data bases built by otherpartners Design equationsunder construction.

  26. 6) Conclusions 8 experimental tests performedunderwellcontrolled conditions Welldocumented: all detailledresults (willbe) published in an « open data » phylosophy Can beused to verifynumericalmodels or design equations.

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