Open Access
Issue
BIO Web Conf.
Volume 17, 2020
International Scientific-Practical Conference “Agriculture and Food Security: Technology, Innovation, Markets, Human Resources” (FIES 2019)
Article Number 00199
Number of page(s) 5
DOI https://doi.org/10.1051/bioconf/20201700199
Published online 28 February 2020

© The Authors, published by EDP Sciences, 2020

Licence Creative Commons
This is an Open Access article distributed under the terms of the Creative Commons Attribution License 4.0, which permits unrestricted use, distribution, and reproduction in any medium, provided the original work is properly cited.

1 Introduction

The theory of thin shells is widely used [16]. Due to difficulties in obtaining analytical solutions based on the theory of shells for the designed thin-walled elements, numerical methods have become widespread [710]. The action of external loads in the presence of shell meridian branching can cause plastic deformations. Taking into account the nonlinear work of the material, one can evaluate the work of the structure which can develop more economical solutions [11, 12]. When determining the relationships between stress and strain increments based on the deformation theory of plasticity, we used the functional dependence between the average stress and average strain obtained from the tension experiments.

2 Materials and methods

2.1 Shell geometry

The position of arbitrary point M0 of the middle surface of the axisymmetrically loaded shell of revolution is determined by the radius vector (1)

where x is the axis coordinate; r the revolution radius, being function of x;i and k - unit vectors of the Cartesian coordinate system.

By differentiating (1) with respect to the meridional coordinate s, we can determine the unit vector tangent to the meridian of the shell at arbitrary point M0 of the middle surface(2)

The unit vector of the normal to the shell surface at arbitrary point M0 is determined by the vector product(3)

Equalities (2) and (3) are presented in the matrix(4)

where .

Derivatives of local basis vectors are determined by expressions(5)

In the matrix form of expression (5) they are as follows(6)

where .

From (4) we can obtain the matrix dependence(7)

Given (7) expression (6) is written as follows(8)

In the process of shell deformation, the point of its middle surface is considered in three positions: initial (point M0), after loading steps j (point M, displacement vector v), and after the (j + 1)-th loading step (M*, displacement vector Δv). At a distance ζ from the middle surface, the following pointsM,MζИM*ζ correspond to it. When taking into account the hypothesis of direct normals, the position of these points is determined by the following radius vectors(9)

Displacement vectors vand ∆v, included in (9), for the FE under study are presented in the basis of point M0 (10)

By differentiating (10) along the curvilinear coordinate s with allowance for (5), we have(11)

where are functions of vectors v, ∆v and coefficients of matrix [n], included in (8).

Differentiation (9) determines the basis vectors of an arbitrary point of the shell in a deformed state(12)

The unit vectors of the normals in the deformed state are expressed by the vector product(13)

Deformations and their increments in an arbitrary layer of the shell spaced at a distance ζ from the middle surface can be determined on the basis of equations of continuum mechanics [13](14)

The covariant components of metric tensors included in (14) in the initial and deformed states are determined by the corresponding scalar products(15)

As a result, deformations and curvatures of the arbitrary point of the shell of revolution included in (14) for j loading steps are expressed by components of the displacement vector and their derivatives(16)

where

Similarly, for step (j + 1) in a geometrically linear formulan(17)

(16) and (17) can be written as

(18)

Deformations and curvatures of the point of the middle surface and their increments at the loading stage included in (18) are expressed by matrix ratios(19)

where -matrix of differential and algebraic operators.

2.2 The final element at the loading stage

Under the axisymmetric loading, the use of a one-dimensional finite element is most effective. A fragment of the shell, bounded by two parallel planes perpendicular to the axis of rotation is displayed on the linear element with coordinates of the nodes η = -1 and η = 1, where η – the local coordinate used for the numerical integration (Fig. 1).

The meridional (s) and axial (x) coordinates of the shell were considered as functions of the local coordinate η (20)

Nodal unknown variables of the finite element for j loading steps are represented by components of the displacement vector and their derivatives in the local coordinate system(21)

where .

At step (j+1), nodal variable parameters are determined as follows(22)

where

Derivatives in the local coordinate system are determined through derivatives in the global coordinate system as follows(23)

where q a meridional υ1 or normal υ component of the displacement vector.

The displacements of the internal FE point at the (j + 1) loading step are expressed by the relations(24)

Forjloading steps(25)

The matrix {φ}T included in (24), (25) is determined through the чepeзHermite polynomials of the third degree(26)

Thus, expressions (24) and (25) can be written in matrix form(27)

By differentiating (24) and (25), taking into account (23), the derivatives of the components of the displacement vector in the global coordinate system are determined as follows:(28)

where

thumbnail Fig. 1.

Discretization element at the loading stage

2.3 Relations between strains and stresses at the loading step

To take into account the physical nonlinearity of the material used, the relations of the deformation theory of plasticity are used [14](29)

where – average linear strain; – average linear stress; εi - strain intensity; σi - stress intensity; δij – Kronecker symbol.

For axisymmetric deformation, relations (29) can be written as(30)

where μ- Poisson’s ratio.

Coefficient K in (30) was determined in [14] using the assumption that, as a result of plastic deformations, the volume does not change.

This coefficient was determined from a simple tensile experiment based on the relations(31)

As a result we have(32)

As can be seen, coefficient K_1 is a function of the parameters of the curve of the material deformation diagram.

Relations for strain increments through stress increments are obtained by differentiating (30)(33)

Based on relation (33), a matrix expression is formed(34)

where [D] - the matrix of the stress-strain state of the material.

2.4 The stiffness matrix at the loading stage

When deriving the FE stiffness matrix at the (j + 1) loading stage of loading, we used the functional F written on the basis of the equality of the work of external and internal forces at a possible displacement(35)

where – the matrix-row of strain increments at the loading stage;

- matrix-rows of stresses and their increments in an arbitrary layer of the shell of revolution;

– the matrix-row of increments of the components of the displacement vector at the (j + 1)-th loading stage;

– surface load and its increments at the (j + 1) -th loading stage.

The strain increment matrix can be represented as(36)

The increments of stresses in an arbitrary layer of the shell of revolution are as follows(37)

where [Cpl] is determined from з (34).

The increments of the components of the displacement vector at the (j + 1) th loading step are determined according to (27).

When substituting expressions (27), (36) and (37) into functional (35) and performing its minimization with respect to nodal unknowns, the expression(38)

where – the stiffness matrix of the final element of the shell of revolution at the loading stage; – the vector of external loads at the loading stage;

– Newton-Raphson correction.

3 Results

As an example, the problem was solved to determine the stress-strain state of a complex-jointed shell structure shown in Figure 2.

The following data were used: internal pressure q=0.7 MPa; Poisson’s ratioμ = 0.32; elastic modulus E=7·105 MPa; radius of a cylindrical shell Rc=0.9 m; cylinder length Lc=0.8 m; shell thickness t=0.01m; cone lengths LIK=1.1 m. and Luc=0.2 m; angle α=45°, angle β=30°. The left edge of the structure has a hinged bearing (Fig. 2). A sufficient convergence of the computational process took place when each branch of the structure was divided into 12 FEs.

In the software implementation of the step procedure, for simplicity of calculations, a strain diagram with linear hardening was used (39)

where σ0 = 200 MPa; εT = 0.0023496 m; p = 18087.03 MPa.

When articulating the three shells of revolution at the branching point of the meridian, the correct kinematic and static conjugation conditions were used: the invariance of the displacement vectors, as well as the equality of the angles of rotation of the normals to the median surfaces before and after deformation [15].

The calculation was performed in two versions. In the first version (Table 1), when deriving the plasticity matrix at the loading step, we used coefficient K, which determines the relationship between the average linear stress σ0 and the average linear strain ε0, without taking into account compressibility at elastic plastic deformations. In the second version (Table 2), coefficient K1 determined in (32) was applied. The number of loading steps in the first and second versions varied from 30 to 100.

The results of finite element solutions are presented in Tables 1 and 2. They show the numerical values of the meridional stresses at the points of the calculated structure: in the reference section (x = 0.0) and in the branch node of the meridian (x = 0.8 m). Values of the parameters are given for internal ( ) and external ( ) fibers, and for the points of the middle surface of the revolution shell . The branch node represents stresses of the elements of adjacent shells: - for the lower cone and - for the upper one.

thumbnail Fig. 2.

Revolution shell with a branching meridian

Table 1.

Calculation option 1.

Table 2.

Calculation option 2.

4 Discussion

The results were verified according to the convergence of the computing process and the comparison of the values of the controlled parameters of the stress-strain state with the values calculated using well-known formulas obtained from the equilibrium equation.

The analysis showed that in the reference section of the structure, the convergence of the computational process is satisfactory for both calculation options.

At the branching node of the meridian, that is, in the zone of stress concentration, the results of finite-element solutions differ from each other in the first and second versions of the calculation. In the first version, a significant increase in the values of the meridional stresses in the branching node is observed, which is not reliable with the value of the specified load. With an increase in the number of loading steps in the first embodiment, the controlled parameters of the stress-strain state increase in their absolute values so that the convergence of the computational process is not observed. For the lower cone with a number of steps equal to 100, an increase in the meridional stress indices by 50% is observed in comparison with the values when the number of steps n = 70.

In the second version, there are no sharp increase in stresses in the branching node. In addition, in the second version, according to the calculation scheme (Fig. 2), the lower cone works in tension, and the upper one works in compression. For the first version of the calculation, this correspondence is not observed. With an increase in the number of loading steps in the second version, the values of the meridional stresses at the branching node of the meridian change insignificantly, which indicates the satisfactory convergence of the computational process.

In the reference section, the value of the meridional stress at the points of the middle surface can be calculated based on the equilibrium condition (Fig. 2)(40)

Substituting the initial data in (39), we have(41)

As can be seen from the Tables, both options allow us to obtain the exact solution of the reference section. The calculation error does not exceed 1%.

5 Conclusion

It can be concluded that the algorithm for the formation of a plasticity matrix at the loading stage, when calculating complex shell structures, allows us to obtain finite element solutions acceptable for the design engineering practice. They can be recommended for using in design systems when analyzing the stress-strain state of agricultural facilities. The relationship between the average linear stress σ0 and the average linear strain ε0 during the plasticity matrix formation can be implemented in the form (32).

Acknowledgments

The study was financially supported by the Russian Fundamental Research Fund and Volgograd Region Administration No. 19-41-340002 r_a.

References

  • R.A. Kayumov, Postbuckling behavior of compressed rods in an elastic medium, Mechanics of Solids, 52(5), 575–580 (2017) [CrossRef] [Google Scholar]
  • I.B. Badriev, V.N. Paimushin, Refined models of contact interaction of a thin plate with postioned on both sides deformable foundations, Lobachevskii J. of Mathem., 38(5), 779–793 (2017) [CrossRef] [Google Scholar]
  • V.A. Kozlov, Stress-strain of elements of bridge structures with varying thickness of walls along the length, Russ. J. of Build. Construct. and Architect., 1(37), 67–80 (2018) [Google Scholar]
  • V.A. Ignatiev, Calculation of plane frames with large displacement of nodes by the finite element method in the form of the classical mixed method, J. of Construct. and reconstruct., 2(58), 12–19 (2015) [Google Scholar]
  • K.P. Pyatikrestovsky, B.S. Sokolov, Nonlinear analysis of statically ideterminate wooden structures and optimization of cross section dimensions of dome ribs, Int. J. for Computat. Civil and Structur. Engineer., 14(4), 130–139 (2018) [CrossRef] [Google Scholar]
  • V.V. Karpov, O.V. Ignatev, A.A. Semenov, The stress-strain state of ribbed shell structures, Magazine of Civil Engineer., 74(6), 147–160 (2017) [Google Scholar]
  • K.Yu. Bate, Numerical methods (Physic. and mathemat. Lit, Moscow, 2010) [Google Scholar]
  • V.P. Agapov, R.O. Golovanov, K.R. Aidemirov, Calculation of load bearing capacity of prestressed reinforsced concrete trusses by the finite element method, IOP Conf. Ser. Earth and Environmental Sci., 90, 01 2018 (2017) [CrossRef] [Google Scholar]
  • V.P. Agapov, R.O. Golovanov, Comparative analysis of the simplest finite elements of plates inbending, Advances in Intelig. Syst. and Comput., 692, 1009–1016 (2018) [CrossRef] [Google Scholar]
  • Y.V. Klochkov, A.P. Nikolaev, A.Sh. Dzhabrailov, Finite element analysis of axisymmetrically loaded shells of rotation with branching meridian under elastic-plastic deformation, J. of Struct. Mechan. of Engineer. Constr. and Buildings, 3, 50–56 (2013) [Google Scholar]
  • E.A. Souza Neto, D. Peric, D.R.J. Owen, Computational Methods for Plasticity, Theory and Applications, Chichester: Wiley Mechan. and Engineer., 268, 704–734 (2008) [Google Scholar]
  • C. Miehe, F. Welschinger, F. Aldakheel, Variational gradient plasticity at finite strains Computer Methods in Applied Mechanics and Engineering (2014) [Google Scholar]
  • L.I. Sedov, Continuum Mechanics, vol. 1 (Nauka, Moscow, 1976) [Google Scholar]
  • M.M. Malinin, Applied Theory of Plasticity and Creep (Engineering, Moscow, 1975) [Google Scholar]
  • A.Sh. Dzhabrailov, Yu.V. Klochkov, A.P. Nikolaev, The Finite Elements Analysis of Shells of Revolution with a Branching Meridian, J. Russ. Aeronaut., 52(1), 22–29 (2009) [CrossRef] [Google Scholar]

All Tables

Table 1.

Calculation option 1.

Table 2.

Calculation option 2.

All Figures

thumbnail Fig. 1.

Discretization element at the loading stage

In the text
thumbnail Fig. 2.

Revolution shell with a branching meridian

In the text

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