Finite-Element Study of Geometrical Parameters of Corrugated Web Girders

Abstract:

This paper present the geometrical parameters were conducted to study how they impact the fatigue of the girders with corrugated web by a comprehensive finite element method. Different parameters, such as the oblique angle of the web, the radius of curvature between the web folds, the thickness and width of flange, the height of the beam were investigated. The research object were : promote the application of this structure, especially for corrugated steel web composite bridges on the fatigue design theory and method provide the standard. The numerical results show that geometrical parameters of girders with corrugated webs have great effect on the stress concentration of weld toes. In addition, weld depth and angle have greater impact on the fatigue of the beams with corrugated webs.

• Periodical: Advanced Materials Research (Volumes 671-674)
• Pages: 688-692
• DOI: https://doi.org/10.4028/www.scientific.net/AMR.671-674.688
• Online since: March 2013
• Authors: Xiao Long Hu, Qing Yuan Wang, Lian Fei Tan
• Keywords: Corrugating, Fatigue, Finite Element, Geometrical Parameters, Stress Concentration

References

[1] Sherif A. Ibrahim, Wael W. El-Dakhakhni, Mohamed Elgaaly: Behavior of bridge girders with corrugated webs under monotonic and cyclic loading. Engineering Structures 28(2006)1941-(1955).

DOI: 10.1016/j.engstruct.2006.03.026

[2] El-Dakhakhni WM. Shear of light-gage partitions in tall buildings. ASCE Journal of Structural Engineering, ASCE 1976; 102(ST7): 1431–45.

DOI: 10.1061/jsdeag.0004391

[3] Rothwell A. The shear stiffness of flat sided corrugated webs. Aeronotical Quarterly 1968; 19(3): 224–34.

DOI: 10.1017/s0001925900004625

[4] Sherman D, Fisher J. Beams with corrugated webs. In: Proc. 1st spec. conf. on cold-formed steel structures. Rolla (MO): Univ. of Missouri-Rolla; 1971. p.198–204.

[5] Libove C. On the stiffness, strength, and buckling of corrugated shear webs. In: Proc. 2nd spec. conf. on cold-formed steel structures. Rolla(MO): Univ. of Missouri-Rolla; 1973. p.259–301.

[6] Libove C. Buckling of corrugated plates in shear. In: Proc. int. colloquium on struct. stability, struct. stability res. council. Bethlehem (PA): LehighUniv.; 1977. p.435–62.

[7] Easly JT. Buckling formulas for corrugated metal shear diaphragms. Journal of Structural Engineering ASCE 1975; 101(7): 1403–17.

DOI: 10.1061/jsdeag.0004095

[8] Wu LH, Libove C. Curvilinearly corrugated plates in shear. ASCE Journal of Structural Engineering, ASCE 1975; 101(11): 2205–22.

DOI: 10.1061/jsdeag.0004199

[9] Hussain MI, Libove C. Stiffness tests of trapezoidal corrugated shear webs. Journal of the Structural Division (ACSE) 1977; 103(st5).

DOI: 10.1061/jsdeag.0004645

[10] Harrison JD. Explaratory fatigue tests of two girders with corrugated webs. British welding Journal, London, England 1965; 12(3): 121–5.

[11] Korashy M, Varga J. Comparative evaluation of fatigue strength of beams with web plate stiffened in the traditional way and by corrugation. ACTA technica academiae scientiarum hungaricae, Tomus 89. 1979. p.309–46.

[12] Bergfelt A, Liva-Aravena L. Shear buckling of trabizoidally corrugated girder webs. Rep. No. S 84-2. G¨oteborg (Sweden), Dept. of Structural Engrg: Chalmers University of Technology; (1984).

[13] Lindner J, Aschinger R. Torsional stiffness of welded I-girder with trapezoidally corrugated webs. Germany: Technische Universitat berlin, Frachgebiet Stahibau, Sekr. Bl; June (1990).

[14] Scheer J, Pasternak H, Plumeyer K, Ruga J, Einsiedler O. Trapezstegr¨ager Geschweibt. Rep. No. 6203. Germany: Institut f¨ur Stahlbau, TU Braunschweig; 1991 [in German].

[15] Hamada M, Nakayama K, Kakihara M, Saloh K, Obtake F. Development of welded I-beam with corrugated web. The Sumitomo Search, Tokyo, Japan, No. 29, 1984. p.75–90.

[16] Heywood P. Corrugated box-girder web lowers bridge weight and cost. ENR; 1987. p.32.

[17] Combault J. The Maupe Viaduct Near Charolles, France. In: Proceedings of the AISC engineering conference. 1988. pp.12-1–12-22.