Buckling in inelastic regime of a uniform console with symmetrical cross section: computer modeling using Maple 18

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Abstract

The method of numerical integration of Euler problem of buckling of a homogeneous console with symmetrical cross section in regime of plastic deformation using Maple 18 is presented. The ordinary differential equation for a transversal coordinate \(y\) was deduced which takes into consideration higher geometrical momenta of cross section area. As an argument in the equation a dimensionless console slope \(p=tg \theta\) is used which is linked in mutually unique manner with all other linear displacements. Real strain-stress diagram of metals (steel, titan) and PTFE polymers were modelled via the Maple nonlinear regression with cubic polynomial to provide a conditional yield point (\(t\),\(\sigma_f\)). The console parameters (free length \(l_0\), \(m\), cross section area \(S\) and minimal gyration moment \(J_x\)) were chosen so that a critical buckling forces \(F_\text{cr}\) corresponded to the stresses \(\sigma\) close to the yield strength \(\sigma_f\). To find the key dependence of the final slope \(p_f\) vs load \(F\) needed for the shape determination the equality for restored console length was applied. The dependences \(p_f(F)\) and shapes \(y(z)\), \(z\) being a longitudinal coordinate, were determined within these three approaches: plastic regime with cubic strain-stress diagram, tangent modulus \(E_\text{tang}\) approximations and Hook’s law. It was found that critical buckling load \(F_\text{cr}\) in plastic range nearly two times less of that for an ideal Hook’s law. A quasi-identity of calculated console shapes was found for the same final slope \(p_f\) within the three approaches especially for the metals.

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1. Introduction The problem of stability loss in a beam under longitudinal load (buckling) in the range of inelastic strains is actual and important from many points of view such as sports (pole vaulting), civil engineering (bridges, truss constructions), aeronautics, robotics and elsewhere the requirements of a small weight and large strength are imposed on structural elements been designed [1]. Fatigue of materials, lowering the proportionality and elasticity limit due to the Bauschinger effect in periodically tensile and compressed elements, hysteresis etc. - all that results in falling of initially secure loads time into the zone of serious risk of buckling. Therefore, beginning from the pioneering work of F.R. Shanley [2] considered so called tangent and reduced moduli approaches [ibid], Euler’s problem in inelastic range attracts more and more researchers - from engineers dealing with material strength to pure mechanicians and mathematicians dealing with bifurcations, nonlinear phenomena etc. Of course, modern models of buckling are 2or even 3-dimensional and they take into account not only bending shift component but a shear one too. To take all this into account the finite-element modeling (FEM) is widely used and it is implemented in the commercial software package ABAQUS (see e.g. [3-5]) and similar software. Many features and peculiarities both in thick so called Timoshenko beams [6] and in sandwich/fiber-composite/lattice/C-columns (see [7-9]) etc. are explained well in these multidimensional models. The problem is studied in university courses of material sciences within a plane cross-sections hypothesis which leads to simple one-dimensional (1D) Euler ordinary differential equation (ODE) of the II-nd order. However, the attention is paid mainly to moment of arising of the phenomenon itself and its possible shapes for various ways of a beam fixation. Unfortunately, the linearized Euler ODE coupled with boundary condition (BC) on the beam ends looks like a classical eigenvalue problem with unstable higher modes corresponding to higher eigenvalues too. This ODE is similar to the Schröedinger equation for 1D particle in a potential well with infinitely high walls. This similarity misleads the students to the wrong conclusion that the non-zero solution of the ODE exists only for a set of “resonant” axial loads
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About the authors

Viktor V. Chistyakov

Physical-Technical Institute named after A.F. Ioffe of RAS

Author for correspondence.
Email: v.chistyakov@mail.ioffe.ru
ORCID iD: 0000-0003-4574-0857
Scopus Author ID: 44461256400
ResearcherId: F-9868-2016

Candidate of Sciences in Physics and Mathematics, Senior Researcher of Laboratory of Physics of Rare Earth Semiconductors

26, Politekhnicheskaya St., Saint Petersburg, 194021, Russian Federation

Sergey M. Soloviev

Physical-Technical Institute named after A.F. Ioffe of RAS

Email: serge.soloviev@mail.ioffe.ru
ORCID iD: 0000-0002-9019-7382
Scopus Author ID: 7101661580
ResearcherId: D-5128-2015

Candidate of Sciences in Physics and Mathematics, Leading Researcher (Head of Laboratory) of Laboratory of Physics of Rare Earth Semiconductors

26, Politekhnicheskaya St., Saint Petersburg, 194021, Russian Federation

References

  1. T. H. G. Megson, “Columns,” in Aircraft Structures for Engineering Students, 6th. Elsevier Ltd., 2022, pp. 253-324.
  2. F. R. Shanley, “Inealstic Column Theory,” Journal of Aeronautical Sciences, vol. 14, no. 5, pp. 261-280, 1947.
  3. A. Afroz and T. Fukui, “Numerical Analysis II: Branch Switching,” in Bifurcation and Buckling Structures, 1st. CRC Press, 2021, p. 12.
  4. N. Shuang, J. R. Kim, and F. F. Rasmussen, “Local-Global Interaction Buckling of Stainless Steel I-Beams. II: Numerical Study and Design,” Journal of Structural Engineering, vol. 141, no. 8, p. 04 014 195, 2014. doi: 10.1061/(ASCE)ST.1943-541X.0001131.
  5. F. Shenggang, D. Daoyang, Z. Ting, et al., “Experimental Study on Stainless Steel C-columns with Local-Global Interaction Buckling,” Journal of Constructional Steel Research, vol. 198, no. 2, p. 107 516, 2022. doi: 10.1016/j.jcsr.2022.107516.
  6. S. P. Timoshenko and J. M. Gere, Theory of Elastic Stability. NewYork, USA: McGraw-Hill, 1961.
  7. K. L. Nielsen and J. W. Hutchinson, “Plastic Buckling of Columns at the Micron Scale,” International Journal of Solids and Structures, vol. 257, no. 5, p. 111 558, 2022. doi: 10.1016/j.ijsolstr.2022.111558.
  8. A. Bedford and K. M. Liechti, “Buckling of Columns,” in Mechanics of Materials, Springer, Cham., 2020. doi: 10.1007/978-3-030-220822_10.
  9. Z. P. Bazant, “Shear buckling of sandwich, fiber-composite and lattice columns, bearings and helical springs: paradox resolved,” ASME Journal of Applied Mechanics, vol. 70, pp. 75-83, 2003. doi: 10.1115/1.1509486.
  10. C. Chuang, G. Zihan, and T. Enling, “Determination of Elastic Modulus, Stress Relaxation Time and Thermal Softening Index in ZWT Constitutive Model for Reinforced Al/PTFE,” Polymers, vol. 15, p. 702, 2023. doi: 10.3390/polym15030702.

Copyright (c) 2023 Chistyakov V.V., Soloviev S.M.

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