Issue 
BIO Web Conf.
Volume 17, 2020
International ScientificPractical Conference “Agriculture and Food Security: Technology, Innovation, Markets, Human Resources” (FIES 2019)



Article Number  00133  
Number of page(s)  6  
DOI  https://doi.org/10.1051/bioconf/20201700133  
Published online  28 February 2020 
Finite element shear models of thinwalled structures of water management systems of agroindustrial complex
^{1}
Volgograd State Agrarian University, 400002 Volgograd, Russia
^{2}
Moscow State University, 119992 Moscow, Russia
^{*} Corresponding author: Klotchkov@bk.ru
The article presents an algorithm for constructing a finite element model of deformation of thinwalled structures such as pipelines, tanks, bunkers included in the structure of the agroindustrial complex. The proposed model takes into account the deformation of the transverse shear. As a finite element, it is proposed to use a quadrangular fragment of the middle surface of a thinwalled structure of the agroindustrial complex with nodes located at its vertices. The components of the displacement vector and their partial derivatives of the first order with respect to curvilinear coordinates, as well as the components of the normal rotation angle vector, were chosen as the required unknowns. In the construction of the finite element model, the developed interpolation procedure was used for the components of the displacement vector and the component of the normal rotation angle vector as components of vector fields. The efficiency of the proposed finite element models in terms of a significant increase in the accuracy of calculations, the convergence of the computational process and the adequacy of the results to the physical meaning of the problem was proved on the numerical example of the calculation of the pipeline fragment.
© The Authors, published by EDP Sciences, 2020
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 development of the agroindustrial complex of Russia requires the introduction of modern computing digital technologies in engineering and calculation practice of designing structures of the agroindustrial complex, many of which belong to the class of thinwalled. The examples of such structures include irrigation, drainage, watering pipelines, tanks, bunkers for various purposes and much more.
The search for optimal shapes and sizes of such thinwalled structures leads to the need to simulate the deformation processes of the latter based on the use of finite element shear models for the analysis of their stressstrain state (SSS).
In most common currently, computer complexes, such as Ansys and the like, use simplified finite element models constructed on the basis of the standard FEM interpolation procedure, a separate component of the displacement vector components as scalar fields [1–25]. The above interpolation procedure allows obtaining correct solutions only when using a Cartesian coordinate system.
At the same time, when calculating thinwalled structures of water management systems, which are shells or their fragments, it is convenient to use curvilinear coordinate systems, which introduce additional problems into computational algorithms, such as the problem of accounting for displacements of a finite element as an absolutely rigid body. The solution of this problem is possible by using the interpolation procedure components of the displacement vector as components of vector fields.
The article describes the main stages of construction of finite element models of shear of thinwalled constructions calculation of AIC based on the use of quadrilateral element discretization, the stiffness matrix which is based on invariant interpolation procedure component of the displacement vector and the component vector of angles of rotation of normals as components of vector fields.
2 Materials and methods
2.1 Geometric relations
When obtaining the dependencies between the components of the strain tensor and the components of the displacement vector in the calculation of thinwalled structures of water systems, the hypothesis of a straight normal [26] is usually used, according to which the displacement vector of the point M^{0ζ}, spaced from the median surface by some distance ζ, is determined by the formula
where a and a° are orts of normals to the median surface in the deformed and initial States.
Included in (1) the displacement vector of the point M^{0} of the median surface can be represented by the components of the local basis of this point
The use of (1) entails the appearance in the Cauchy relations of the second derivatives of the normal component of the displacement vector [26, 27]. In addition, in such relations there are no deformations that take into account the transverse shear, which is necessary in the calculations of shortspan structures, as well as structures with rigid support, sliding and other types of seals that prohibit the angle of rotation. Therefore, the most appropriate is to write the displacement vector V of the point M^{0 ζ}, spaced from the median surface at a distance ζ, in the following formulation [28]
where is a vector of angles of rotation normal [3]
After executing the vector product, the formula (3) takes the form
where .
The position of the point of the thinwalled structure before and after deformation is determined by the radius vectors
where R^{0} is the radius vector of the point of the median surface of the thinwalled structure.
Differentiation (5) on global coordinates a, P vectors of bases of any point of a thinwalled construction are defined
By scalar products (6) covariant components of the metric tensor can be obtained before and after deformation of the thinwalled structure
Deformations at an arbitrary point of a thinwalled structure can be calculated by the continuum mechanics ratio [29]
Here and below, the subscripts a and P consistently take the values 1, 2, 3. And 1 and 2 correspond to the surface curvilinear coordinates, and the Figure 3the coordinate in the direction perpendicular to the surface.
1.2 Interpolation procedure in a quadrangular finite element
The thinwalled construction is modeled by a set of quadrangular fragments of the middle surface with nodes l, m, n, p. The components of the displacement vector (2) and their partial derivatives with respect to the curvilinear coordinates of the surface α and β, as well as the components of the rotation angle vector of the normal γ (4) were chosen. Thus the column of nodal unknowns in the global curvilinear coordinate system has the following form
where
Here, w refers to the component of the displacement vector v^{1}, v^{2} or v.
When determining the SSS of thinwalled structures with curvilinear surface forms, it is most correct to apply the vector form of the interpolation procedure, according to which the following interpolation dependences for the displacement vector and the normal rotation angle vector are used
where – matrices – rows of form functions
whose elements are represented by products of Hermite polynomials of the third degree and bilinear functions of local coordinates 1 ≤ ξ, η ≤ 1, respectively; [M] – transition matrix from nodal unknowns in the local coordinate system to nodal unknowns in the global coordinate system.
The columns of vector nodal unknowns included in the right parts (10) have the following form
Representing the displacement vectors and the rotation angle vectors of the normal (11) components of the nodal local bases, the relations (10) can be written as
Included in (12) matrices [A_{v}] and [A_{γ}], containing vectors of local bases of finite element nodes, can be represented as matrix sums(13)
Taking into account (13), (2) and (4), the ratios (12) will take the following form(14)
From (14) it is possible to obtain interpolation expressions for the displacement vector component and the normal rotation angle vector component when implementing the vector form of the interpolation procedure
Further formation of the stiffness matrix and the external load column of the finite element is carried out by minimizing the Lagrange functional in a standard FEM manner [1–25].
3 Calculation example
An elliptical cylinder loaded in the middle with a concentrated force P=453.6 N and having a hinged support on the diametrically opposite side preventing vertical displacement was calculated (Fig. 1). At the ends of the cylinder has a sliding seal. The initial data had the following values: cylinder length L=26.2910^{−2} m; shell thickness h=0.2410^{−2} m; elastic modulus E=0.73810^{5} MPa; Poisson’s ratio ν =0.3125. Due to the presence of symmetry planes, the % part of the shell was calculated.
The calculations were performed according to two variants. In the first variant, the standard interpolation procedure of the components of the displacement vector and the rotation angle vector of the normal as scalar values was used for the arrangement of the stiffness matrix and the nodal forces column of the quadrangular FE [1–25]. In the second variant, interpolation of the components of the displacement vector and the normal rotation angle vector as components of the vector fields (10) – (15) was implemented.
Was initially designed in a circular cylinder, i.e. the parameters of the ellipse which is the cross section of the cylinder was taken equal to b=c=12.5810^{−2} m. the calculation Results for two variants of the interpolation procedure are presented in table № 1, which shows the variation of the deflection under concentrated force (point A) and the value of the normal σ^{11}, σ ^{22} and σ ^{13} shear, stresses at points 1 and 2 at the end of the shell to the inner σ int, and σ out of external surfaces of the shell depending on the density of the mesh discretization of shell.
The analysis of the data presented in Table 1 shows that in both variants of calculation there is a satisfactory convergence of the computational process, and the variation values of deflection and stress are almost the same or close enough to each other for the same sampling grids. In addition, it should be noted the practical coincidence of the stress values at points 1 and 2 in both versions of the calculation, which is due to the symmetry of the chosen design scheme of the shell.
Further, the calculation of the thinwalled structure of the AIC in the form of an elliptical cylinder was performed at the ratio of the crosssectional parameters b/c = 4/1. All other original data retained the same values.
The results of the calculation of the elliptical cylinder are presented in Table 2, the structure of which coincides with Table 1. An analysis of the data in Table 2 shows that there are very significant differences between the two calculation options. Thus, in the variant of scalar interpolation procedure there is a slow rate of convergence of the computational process, which can not be considered satisfactory.
The values of deflection under the concentrated force, as well as the stress values were significantly lower compared to the option of using the vector method of interpolation procedure. It should also be noted a significant difference between the stress values at points 1 and 2 of the cylinder in the first version of the calculation.
In the second variant of calculation it is possible to observe steady convergence of computing process. In addition, it should be noted that the stress values at points 1 and 2 of the cylinder are exactly the same, regardless of the sampling grid used.
Symmetry of the computational scheme of the elliptic shell (Fig. 1) also assumes the equality of normal stresses at the point A of the application of the concentrated force P and at the point B of the hinge support. Figures 2 and 3 show graphs of changes in the normal stress ratios
and at points A and B, depending on the ratio of the semiaxes of the ellipse b/a, which is the crosssection of the cylinder, with a scalar (Fig. 2) and vector (Fig. 3) variants of the interpolation procedure.
The sampling grid 21x21 was used in the construction of these graphs. As can be seen from Figure 2, when using the scalar interpolation procedure, and and are equal to 1 only when the v/s ratio is one and two. With increasing the ratio v/s, with two to four values and dramatically increase to unacceptable values. Using a vector interpolation procedure and remains equal to 1 at any ratio v/s (Fig. 3).
Fig. 1. Design scheme of the pipeline fragment. 
Stresses in characteristic sections of a circular cylinder
Stresses in characteristic sections of an elliptical cylinder
Fig. 2. Comparative diagram in the conventional interpolation procedure 
Fig. 3. Comparative chart when the vector forms the interpolation 
3 Conclusion
The following conclusions can be drawn from the analysis of tabular data.
The use of the standard scalar interpolation procedure [1–25] allowed obtaining the correct VAT parameters only when calculating the circular cylinder,i.e. the simplest version of the thin shell.
When calculating thinwalled constructions agriculture, noncircular cylinders (for example, elliptical cylinders), to obtain the correct values of VAT needed to apply the vector version of the interpolation procedure because the interpolation component of the displacement vector and the component vector of the rotation angle of the normal components of vector fields allows considering not only changes in the aforementioned component, but also a change of the local basis vectors point in the middle surface of a thin shell in the process of its deformation when using curvilinear coordinate systems.
Acknowledgments
The study was supported by the Russian Foundation for Basic Research and the Volgograd Region Administration as part of research project No. 1941343003 r_mol_a.
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All Tables
All Figures
Fig. 1. Design scheme of the pipeline fragment. 

In the text 
Fig. 2. Comparative diagram in the conventional interpolation procedure 

In the text 
Fig. 3. Comparative chart when the vector forms the interpolation 

In the text 
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