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Analysis of Nonlinear Behavior in Steel Masts and Guy Cable Structures

This study presents an extensive analysis of the nonlinear behavior of steel masts and the associated dynamics of guy cables under various loading conditions. It references relevant standards, including the Eurocode 3 and the Polish Steel Design Standards, highlighting the implications of initial tensions and deformations in guy cables. Key conclusions note the significance of out-of-plumb conditions and the appropriate methodologies for analyzing windward and leeward guys in wind-exposed scenarios. The findings aim to enhance the design and reliability of steel mast structures.

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Analysis of Nonlinear Behavior in Steel Masts and Guy Cable Structures

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  1. Janusz Murzewski, Kraków, PRACA ODCIĄGÓW w MASZTACH STALOWYCHBEHAVIOUR OF GUYS OF STEEL MASTS LSCE 2004, Częstochowa

  2. NONLINEAR FIRST ORDER THEORY • Streletski, Moscow,1961 • Petersen, Berlin 1970 • etc. • Old Polish Standard PN-79/B-03204

  3. SIMPLE SECOND-ORDER THEORY • Eurocode 3 Steel design. General rules prEN:1997 • Polish Steel Design Standard PN-90/B-03200

  4. ADVANCED SECOND-ORDER THEORY • European Prestandard prEN 1993-3-1:1997 Towers and masts • New Polish Standard PN-B-03204:2002

  5. NO-WIND SITUATION2-nd order parabola 4-th order parabola

  6. WINDWARD GUY at ULS2-nd order parabola nearlystraight line

  7. SBa - inclined SBa - horizontal LEEWARD GUY at ULS2-nd order parabola Non- analytical curve

  8. c(L) – buckling factor yM(z)+yN(z) - amplification THE ELASTIC SHAFTcontinuous beam free beam-column

  9. Wind patch loading MW=Mm+SMp -global effect Geometrical imperfections Dyi=li/250 - to be amplified UNCERTAIN INNOVATIONSprENV 1993-3-1:1997(who?) PN-B-3204:2002 (A.Cz.)

  10. CONCLUSIONS I • Out-of-plumb f is the main reason of non-linear behaviour • Normal-to-the-shaft component of gravity loads G sinf • Moment of external forces at the bottom hinge M0=0

  11. CONCLUSIONS II • Non-linear behaviour of the windward guy – not important • Deformation of leeward guy needs not to be analysed • The mast at the ULS is statically determined

  12. CONCLUSIONS III • If there are degrees of freedom of the analysis, initial tensions of guys may be optimised • The mass of guys remains constant during deformation • Patch load procedure and geometrical imperfections shall be verified

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