A procedure for determining the load carrying capacity in cold-formed steel arches
DOI:
https://doi.org/10.3989/ic.13.117Keywords:
Cold-formed steel profiles, circular arches, buckling of arches, calculation procedure, experimental analysisAbstract
This paper deals with a new methodology for the estimation of the strength of circular arches with cold-formed trapezoidal section. These cover elements, mainly subjected to compression stress and with circular curvature should be dimensioned taking into account the possibility of buckling instability. Currently, no standard describes a method for calculating the buckling consideration of curved elements. The methodology proposed herein shares the same philosophy of the European buckling curves method established in the Eurocodes. Thus, an experimental coefficient considering the effects of buckling and geometrical and mechanical imperfections depending on the slenderness of the considered arch have been obtained. For this, it was necessary to determine the experimental strength of at least three arcs, which radius and spans are sufficiently differentiated.
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(1) Yu, W.W., LaBoube, R.A. (2010). Cold-formed steel design, 4ª Edición. EEUU: John Wiley & Sons. http://dx.doi.org/10.1002/9780470949825
(2) AENOR. (2004). UNE-EN 1993-1-1 Eurocódigo 3: Proyecto de Estructuras de Acero. Parte 1-1: Reglas generales y reglas para edificación. Asociación Española de Normalización (AENOR).
(3) Dimopoulos, C.A., Gantes, C.J. (2008). Design of circular steel arches with hollow circular cross-sections according to EC3. Journal of Constructional Steel Research, 64(10): 1077-1085. http://dx.doi.org/10.1016/j.jcsr.2007.09.009
(4) Fung, Y.C., Kaplan, A. (1952). Buckling of low arches of curved beams of small curvature. TN, 2840. Washington: National Advisory Committee for Aeronautics.
(5) Timoshenko, S.P., Gere, J.M. (1961). Theory of elastic stability. New York: Mc Graw Hill.
(6) Gjelsvik, A., Bodner, S.R. (1962). Energy criterion and snap-through buckling of arches. Journal of Engineering Mechanics ASCE, 88(EM5): 87-134.
(7) Pi, Y-L., Bradford, M.A. (2013). Nonlinear elastic analysis and buckling of pinned-fixed arches. International Journal of Mechanical Sciences, 68: 212-223. http://dx.doi.org/10.1016/j.ijmecsci.2013.01.018
(8) Attard, M.M.; Zhu, J., Kellermann, D. (2013). In-plane buckling of circular arches and rings with shear deformations. Archive of Applied Mechanics, 83(8): 1145-1169. http://dx.doi.org/10.1007/s00419-013-0740-y
(9) Pi, Y-L., Changyong, L., Bradford, M.A., Zhang, S. (2012). In-plane strength of concrete-filled steel tubular circular arches. Journal of Constructional Steel Research, 69(1): 77-94. http://dx.doi.org/10.1016/j.jcsr.2011.08.008
(10) Pi, Y-L., Bradford, M.A., Uy, B. (2002). In-plane stability of arches. International Journal of Solids and Structures, 39(1): 105-125. http://dx.doi.org/10.1016/S0020-7683(01)00209-8
(11) Pi, Y-L., Bradford, M.A., Tin-Loi, F. (2007). Nonlinear analysis and buckling of elastically supported circular shallow arches. International Journal of Solids and Structures, 44(7-8): 2401-2425. http://dx.doi.org/10.1016/j.ijsolstr.2006.07.011
(12) Bradford, M.A., Uy, B., Pi, L-Y. (2002). In-Plane elastic stability of arches under a central concentrated load. Journal of Engineering Mechanics ASCE, 128(7): 710-719. http://dx.doi.org/10.1061/(ASCE)0733-9399(2002)128:7(710)
(13) Pi, Y-L., Trahair, N.S. (1996). In-plane ineslatic buckling and strengths of steel arches. Journal of Structural Engineering ASCE, 122(7): 734-747. http://dx.doi.org/10.1061/(ASCE)0733-9445(1996)122:7(734)
(14) Pi, Y-L., Trahair, N.S. (2000). Inelastic lateral buckling strength and design of steel arches. Engineering Structures, 22(8): 993-1005. http://dx.doi.org/10.1016/S0141-0296(99)00032-2
(15) Hodges, H.H. (1999). Non-linear inplane deformation and buckling of rings and high arches. International Journal of Non-Linear Mechanics, 34(4): 723-737. http://dx.doi.org/10.1016/S0020-7462(98)00050-X
(16) Trahair N.S., Bradford M.A., Nethercot D.A., Gardner L. (2008). The behavior and design of steel structures to EC3. EEUU y Canada: Taylor and Francis.
(17) Kuranishi, S., Yabuki, T. (1979). Some numerical estimation of the ultimate in plane strength of two-hinged steel arches. En Proceedings of the Japan Society of Civil Engineers, 287: 155-158. http://dx.doi.org/10.2208/jscej1969.1979.287_155
(18) Verstappen, I., Snijger, H., Bijlaard, F.S.K., Steenbergen, H.M.G.M. (2012). Design rules for steel arches—in-plane stability. Journal of Constructional Steel Research, 46(1-3): 125-126. http://dx.doi.org/10.1016/S0143-974X(98)00022-4
(19) Dimopoulos, C.A., Gantes, C.J. (2008). Nonlinear in-plane behavior of circular steel arches with hollow circular cross-section. Journal of Constructional Steel Research, 64(12): 1436–1445. http://dx.doi.org/10.1016/j.jcsr.2008.01.005
(20) Argüelles-Alvarez, R., Argüelles-Bustillo, R., Arriaga F., Atienza, J.R. (1999). Estructuras de Acero. 1: Cálculo, Norma Básica y Eurocódigo. Madrid: Bellisco.
(21) AENOR. (2012). UNE-EN 1993-1-3 Eurocódigo 3: Proyecto de Estructuras de Acero. Parte 1-3: Reglas generales y reglas adicionales para perfiles y chapas de paredes delgadas conformadas en frío. Asociación Española de Normalización (AENOR).
(22) Dlubal. (2013). RFEM5 Manual-Program Description. Dlubal Software GmbH. https://www.dlubal.com/en/rfem-5xx.aspx.
(23) Young, W. y Budynas, R. (2011). Roark's formulas for stress & strain. 8a Edición. Singapur: Mc Graw Hill.
(24) AENOR. (2013). UNE-EN199-1-1 Eurocódigo 4: Proyecto de Estructuras Mixtas de Acero y Hormigón. Parte 1-1: Reglas generales y reglas para edificación. Asociación Española de Normalización (AENOR).
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