Numerical Modeled Static Stress-Deformed State of Parallel Pipes in the Deformable Environment

The paper considers the static pressure of the environment on the parallel pipe. The environment is elastic and homogeneous bodies. To determine the ambient pressure, the finite element method is used. An algorithm was developed and a computer program was compiled. Based on the compiled program, numerical results are obtained. The numerical results obtained for two to five parallel pipes are compared with known theoretical and experimental results.


INTRODUCTION
At present, and in the coming decades, ensuring the operational reliability of the linear part of multi-thread underground pipelines is and will continue to be a complex scientific and engineering problem. In the modern design, various software packages of automated design are widely used, allowing to carry out the engineering analysis of computer models without resorting to real experiments. The most common and efficient calculation method is the finite element method (FEM). When determining the pressure of the soil on the pipes, it is necessary to take into account such factors as: the number of threads, the topography of the embankment, the conditions of supporting the pipes and other factors encountered in design practice. Accounting for other factors in analytical solutions is either extremely complex; or in general is impossible because of the difficulties that arise in this case of a mathematical nature. Various factors encountered in project practice can be accounted for using numerical methods. Recently, when solving various kinds of applied problems, the finite element method (FEM) is widely used. A number of works are known in which domestic [1,2,3,4] and foreign authors [5,6] successfully apply FEM to determine the soil pressure on a single laid extended pipe, under various conditions of its support, taking into account the heterogeneity of the soil composing the body mounds of constant height (flat deformation).

STATEMENT OF THE PROBLEM BY THE FINITE ELEMENT METHOD
The most common method for calculating complex structures is the finite element method (FEM). Its peculiarity consists in the fact that a design representing a continuous medium is replaced by its analog, composed both of cubes and of a finite number of element blocks, the behavior of each of which can be determined in advance. The interaction of the elements makes it possible to present an overall picture of the deformation of the system. In Figure 1. The cylindrical bodies in the deformed space are depicted. The stiffness characteristics of each of these elements is determined in advance. The stress-strain state of such a complex structure can be determined with the help of FEM. The advantage of the method in its universality: the possibility of using elements of different types, the arbitrariness of the region under consideration, simple methods for constructing elements of high accuracy. In the variant of the method considered below, the method of displacements, when joining elements, the requirement of satisfying natural boundary conditions is not necessary. This most famous version of the FEM uses the formulation of the principle of possible displacements: δА = δА 1 + δА 2 = 0 In matrix form for a three-dimensional body, it can be represented as follows: The same state can have the form: Vectors of volume forces, surface forces and mixing of points of the body are as follows: The equilibrium conditions (1) do not depend on which material properties and are valid for both linear and nonlinear systems. For a linearly elastic body having initial deformations, the physical relationships take the form: We use the relations between deformations and displacements, then we get: The matrix [B], which connects deformations with nodal displacements, is important in the further calculation ( Figure 1). The stress vector is defined by equations (2), and taking into account (5) it will look like: Let us consider separately the left and right sides of the equilibrium condition (1). After substituting the deformation vector into the left side of the equation (1), it will be expressed in terms of nodal displacements and some integral indicated by the symbol [К]: is a matrix containing the basic information on the behavior of a small region of a deformed system. It is called the element stiffness matrix and is the main characteristic of the system in the FEM.
On the right-hand side of equation (1), the integrals over the volume and over the surface can be represented as follows:

METHODOLOGY FOR CALCULATING THE STATIC PRESSURE OF SOIL ON PIPES
As a computational model, by analogy with [7,8], a weighty elastic medium ( Figure 1) is used that contains holes and other inclusions supported by circular cylinders and other inclusions (foundation, heterogeneity of the ground, etc.). For pipes according to [9], we assume that the cylinder is welded to the medium (there is no slippage of the soil along the surface of the pipe). On the external contour of the medium, the boundary conditions have the following form [9] (Figure 1): • on vertical boundaries, shear stresses and horizontal displacements are either zero or these boundaries are free; • on the lower horizontal boundary adjacent to the base of the embankment there are no vertical and horizontal movements; • the upper surface is either free from external influences, or loaded with a surface load. The dimensions of the chosen area for the calculation should be optimal, because this affects the time spent on the calculation of the FEC and, consequently, the efficiency of the program based on it. If the soil is an isotropic material or the system of the pipe-soil in question has an axis of symmetry (both in geometry and in material), it is possible to reduce the design area by taking only a symmetrical half of it. The breakdown of the chosen calculation area is carried out in the form of tetrahedral finite elements. In this case, the center mesh should thicken as it approaches the pipes; it is around the pipes that the greatest concentra-tion of soil pressure occurs. To estimate the convergence of the resulting approximate solution corresponding to this breakdown, it is necessary to make a finer division of the computational domain into an exact solution. Then a comparison of the solutions corresponding to both breakdowns should be made. If they differ from each other by an amount greater than the predetermined accuracy of the computations, it is necessary to make an even smaller third partition of the domain and the corresponding solution compare with the solution for the second breakdown, etc. It should be noted that with a dense arrangement of pipes in the places of their contact, "singular points" arise, in a small neighborhood of which it is impossible to achieve the necessary accuracy of calculations for any smallest breakdown (elasticity theory is inapplicable at these points). The same points arise in the places where the pipes rest on a flat base. When determining the soil pressure on rigid round pipes, such as ferroconcrete pipes in particular [10,11], this difficulty is easily overcome by the following method: with the help of FEM, the vertical and horizontal soil pressure at all points of the pipe, except for the special one, is determined; a concentrated force is applied at a particular point, directed vertically at the point of support of the pipes or horizontally at their point of contact, equal in magnitude to the area of the diagram of the vertical and horizontal pressure of the soil acting on the pipes, respectively.
We distribute the proper weight of the soil of the embankment according to [3,4] along the breaking points as follows: at each node of this triangular finite element, we apply a downward concentrated force equal in weight to the part of the soil bounded by this element divided by the number of nodes. The surface load is distributed along the nodes of the upper boundary in the form of concentrated forces. If it is necessary to obtain the influence matrices (Green's function), then it is necessary to calculate the unit concentrated force, applying it consistently at each node of the upper boundary. Modeling of materials of soil, pipes and other inclusions is carried out with the help of the corresponding values of elastic constants (E, ν) and specific gravity. This makes it possible to take into account the conditions of supporting the pipes, the heterogeneity and verbosity of the soil of the embankment and the base, and the multitude of laying.

PARAMETRIC ANALYSIS OF STRESS-STRAIN STATE OF REINFORCED CONCRETE UNDERGROUND ROUND TUBES
Using the program MSK-1, the influence of the following factors on the pressure distribution of the soil of the embankment around the round reinforced concrete underground pipes was investigated: the number of threads, the distance between the pipes, the location of the pipe (extreme, middle), the Poisson coefficient of the embankment soil, the type of pipe support, the change of the relief of the embankment along the pipes, length of pipes.
The influence of the number of threads. In Fig. 2, 3, 4 shows the dependence of the maxi-mum soil pressure on the pipes on the number of threads and the Poisson's ratio of the soil. At the same time, the support was firmly supported on a flat solid base. From Figure 2, 3, 4 it follows that the value of σ max for pipes laid in several strings is 10-30% less than the corresponding value for a single laid pipe, which is determined by SNiP2.05.03.-84. In this case, the maximum soil pressure depends on location of the pipe, i. on an average pipe it is 15-25% less than on an extreme one.).
The fact that the outer tube is unloaded is less due to the fact that only one nearby middle pipe exerts a significant influence on its unloading, and the other is the outer tube, first, far from it (1.0D), and secondly, between the two outer tubes lies the middle tube, which is a kind of "screen", reducing the mutual unloading effect of the two outer tubes. Therefore, in particular, the maximum pressure of the soil on the edge pipe is practically independent of the number of threads (in Figure  4, the value of σ max for pipes of two yarn stacking and the outer tubes of multi-threading is shown in one curve. two pipes are located on both sides of it, and not one, as in the case of an extreme tube.
From Figures 3 and 4 it follows that for a number of threads greater than three, the value of σ max on the middle tubes is practically independent of the number of threads. with the concept of a "period" of pipes and explained in [12]. This is explained by the fact that the greater the value of the coefficient ν, the greater the distribution capacity of the ground environment.
Consequently, we can assume that for a number of threads four or more, the value of σ max on the average is practically independent of the coefficient ν. An explanation of this phenomenon is given in [12,13].
As can be seen from Figure 3, as the coefficient ν increases, the difference in the values of σ max for pipelines with different number of threads decreases.
Thus, the maximum ground pressure on the pipes of multi-thread stacking is less than the single one. At the same time, the maximum ground pressure on the outer tubes is greater than the average pressure. The pressure of σ max on the edge pipe is practically independent of the number of threads. The maximum soil pressure decreases with increasing number of threads and with a number of threads greater than three, this decrease becomes insignificant.
Hence it follows that the difference between the maximum soil pressure on the outer and middle pipes of multiline stacking (n ≥ 3) is practically independent of the number of threads and for densely laid pipes is 15-20%. In addition, with an increase in the Poisson's ratio of soil, the value of σ max on the edge pipe is reduced. With the number of threads n > 4, the value of σmax on the middle tube is practically not from the coefficient ν.
Effect of the distance between the pipes. The results of the analysis of the maximum ground pressure on two and three-stranded laying pipes (a) between them are shown in Figure 5.
The graphs in Figure 5 show that as the distance between the pipes increases, the value of σ max increases. At 0 ≤ d/D ≤ 0.5, the increase in σ max is insignificant (3%), and at 0.5 < d/D ≤ 2.0 a significant increase in the maximum ground pressure is observed, decaying at d/D > 2. At d/D ≥ 3, the maximum ground pressure per pipe laid in several strands corresponds to the maximum pressure per single laid pipe and coincides with the value determined by SNiP 2.05.03-84 (90).
Thus, the mutual influence of multifilament stacking pipes takes place at a distance between us d < 3D and leads to a decrease in the maximum ground pressure on them compared to a single stacked pipe. The pressure of σ max on the middle and outer tube reaches a minimum value when the d = 0 pipes are laid closely and are respectively 0.74 and 0.85 of the maximum pressure on a single stacked pipe.
On the basis of the obtained dependences of the magnitude of the distance between the pipes, the following formulas are derived for determining the soil pressure coefficients for pipes of multiline stacking: for 0 < d/D ≤ 2.5.
where: КCМ and КKМ -are the coefficients that take into account the reduction of the maximum soil pressure, respectively, on the edge and middle multiline stack as compared to a single stacked pipe. Analysis of the influence of the distance between the pipes on the horizontal pressure of the soil (σ s ) at the horizontal diameter was carried out by double-laying pipes, the theoretical and experimental studies carried out have shown that the quantity σ s does not depend on the number of threads. In this case, it is necessary to distinguish the horizontal pressure of the soil on the pipe from the side of the adjacent pipe (σ s ) and from the opposite (pipe-free side) (σ s ). From Figure 6 that the horizontal pressure σ r for d/D > 3 is a constant value and coincides with the corresponding σ = 0. At 0 ≤ d/D ≤ 2, it increases intensively and at d/D = 0 tends to infinity. This is due to the appearance of a "singular" point, in which the theory of elasticity is not applicable. The sharp increase in d with decreasing distance d is explained by the convergence of the two stress concentrates, which are the pipes.
The influence of the Poisson's ratio on the horizontal pressure of the soil is shown in Figure 7. It follows from the graphs that the values of σ s and σ r increase with increasing coefficient ν, and the horizontal pressure on the side of the adjacent tube increases more intensively, i.e increases the coefficient σ s by a factor 2.8, and σ r in 2.3 times.

Stress state of the soil around the pipes
For a more complete analysis of the soil pressure on the pipes of multi-stranding, the diagrams of radial (σ r ) and tangential (σ s ) ground pressures are considered for various parameters of laying multi-thread pipes on a flat solid base.
In Figure 8-10 shows the diagrams (σ r ) for pipes laid in one and two strands at a distance of d of 0, 0.5D, 1.0D, 2.0D, 3.0D. All the diagrams of the same sign correspond to the compression pressure. It is seen from the diagrams that for d < 3.0D they are asymmetric, and for d = 3, D are symmetric. The presence of the asymmetry of the diagram a is due to the mutual influence of the multiline stacking tubes on the pressure distribution of the soil around each pipe. With an increase in distance 6. this effect gradually weakens and does not affect when d ≤ 3.0D, i.е. in this case the tube of multi-strand folding of the diagram σ s is practically symmetrical. Therefore, in the design of pipes, the deviation of the ordinate σ max from the vertical diameter can be ignored for d > 2.0D. The ordinate of the maximum radial pressure deviates from the pipe lock in the opposite direction to the location of the adjacent pipe. The analysis shows that this effect is manifested especially in multiline stacking at d < 2.0D. This is due to the fact that on one side of the end pipe is located next to it a pipe that unloads the first. The opposite side is free and there is no unloading effect from this side the outer tube receives.
Due to this "unbalanced unloading" of the outer tube, the value of σ max is shifted. In Figure  11 is a graph of the dependence of the deviation of the ordinate σ max (angle β) on the parameter d. This biconvex curve whose ordinates decrease with increasing d. At 0 < d < 0.5D and d > 2.0D, the angle β varies insignificantly (actually from 15° to 14°30' and from 2° to 0°). The main change in angle β occurs at 0.5 < d < 2, D. The maximal value of the ordinate σ max reaches at d = 0 (tubes laid close), minimal (00) at d < 3.0D, when each pipe works as a single stacked one.
The analysis in Figures 8-10 shows that the diagrams of σ max on the half of the pipe opposite the location of the adjacent pipe (in the Figure the left half of the diagrams to the ordinate σ max ) in all cases the effect of two pipes at d/D < 3.0 on the pressure distribution of the soil around of them is local and extends to a section up to 15°< and < 180° (in the figure, the right half of the diagrams) In Figures 8, 12, 13 shows the diagrams of the radial pressure of the soil σ r on a single laid pipe and on pipes laid closely in two, three, four and five threads. In all cases, the pressure diagrams on the outer tubes are asymmetric, and the average tubes (for n > 3) are explained by symmetrical unloading by two adjacent pipes.  The upper part of the diagrams of the multiline stacking is slightly flattened in comparison with the diagram for a single laid pipe (Figure 8). This oblateness is greater for medium pipes than for extreme tubes, which indicates a more uniform distribution of pressures, their greater load.
It should also be noted that the diagrams σ s for the outer tubes of multiline stacking practically do not differ from the σ s diagram for double-laying pipes. Thus, when constructing the diagram σ s for the end pipe of multiline stacking, we can use the results of calculation of double-laying pipes.
It follows from Figure 13, b (n = 5), the diagrams for the central and neighboring middle tubes practically coincide. The diagrams for the medium pipes for n = 4 (Figure 13, a) and for n = 5 are also small from each other. Thus, when determining the pressure of the soil on the pipes of pipes of four-stranding. The concept of "pipe period" was also introduced there. It means a minimum number of pipes, in which the addition of another pipe from the edge practically has no effect on the stress-strain state of the soil around the central pipe.
Consequently, the value of the period for the sleeves is four. Analogously, the value of the period (T) of the pipes laid at some distance from each other was analyzed. The results of this analysis are presented in Table 1.
From Table 1 it can be seen that the value of T decreases with increasing distance between the pipes. This is due to a decrease in the mutual influence of the pipes as the distance between them increases.
In order to present the general picture of the distribution of the radial pressure of the embankment on the pipes in Figure 13 shows the lines of equal radial pressures for pipes laid in one, two and three threads respectively. Symmetrical arrangement lrr. is typical for a single laid pipe ( Figure 13). In addition, lr.d. are also symmetric for central tubes for odd multicultural packing in the vicinity of 1.5D from the center of the pipe in both directions (for example, for n = 3 Figure 12).
For the outermost tubes, asymmetry and displacement of the vertices are observed. in the opposite direction from the adjacent pipes ( Figure  12). In addition, σ r at n = 2 and n = 3 have less ordinates and are more flattened than for a single laid pipe (n = 1).
This flattening indicates a more uniform ground pressure on multi-threaded pipes compared to a single-laid σ r for double-laying pipes and the three-threaded outer tubes are almost identical. Figure 15 shows the diagrams of m for a single pipe and double-laying pipes with a distance in the light d = 0 ... 3. It is characteristic that on the half of the pipe free from the influence of the adjacent one (in the figure, the left half) τ does not depend on the parameter d and the diagram τ is the same as for the single pipe. The ordinates of the right half of the diagram τ for 0 < d < 3.0D are smaller than the left one due to the unloading effect of the neighboring pipe. For d > 3.0D, the effect is no longer affected and the diagram τ is similar to the diagram for a single pipe.
The maximum of the tangential pressures for any half of the diagram is achieved at θ = 60° from the vertical axis in both directions. The largest value of τ max in all cases for the outer tubes occurs on the left-hand half of the tube (free from the influence of the neighboring pipe) and exceeds the small tangent pressures on the right half of the tube by a factor of 2.2 d = 0; by 1.55 times at d = 0.5D and by 1.1 times at d = 1.0D.

Influence of the type of support of pipes
In Figure 11 are graphs of the dependence of the value of σ max on the support of pipes and the Pausson coefficient ν. In the calculation, the following conditions for supporting the pipes were used at the suggestion of the hydropower plant: • base with angle of capture 2α 0 = 90°; base with an angle of coverage 2α 0 =120°; • a foundation with an angle of coverage 2α 0 = 120°, while the height of the foundation from the ground to the bottom point of the pipe was assumed to be 0.2D. In addition, support was considered on a flat base. As can be seen from Figure 16, the largest value of σ max corresponds to support on the foundation, and the smallest on the base with a coverage angle of 2α 0 = 120°. For example, at ν = 0.1, the value of σ max for pipes supporting the foundation is larger than the corresponding values for pipes that support a flat solid base by 3%. solid base with an angle of coverage 2α 0 = 90° by 6%, the base with an angle of coverage 2α 0 = 120° by 8%. This phenomenon is explained by the fact that the larger the I pipe protrudes above the surface of the base (together with the foundation), the more the pressure of the soil acting on this pipe is concentrated. We also note that, regardless of the type of support, the quantity σ max decreases with increasing coefficient ν. With an increase in the coefficient ν by a factor of 4, σ max decreases depending on the type of support of the pipe in 1.17 -1.21 times. Given the slight change in σ max , depending on the method of support (2-8%) in designing pipes based on a solid base, this factor can be ignored.
In Table 2 shows the dependence of the coefficient of maximum vertical soil pressure (К max = σ zzmax /γ hmax ; h max -maximum embankment height) on reinforced concrete pipes from the number of threads and the profile of the embankment. The pipes are supported by a reinforced concrete foundation with an angle of coverage up to 120°. The wall thickness of the pipes is 0.1D The distance in the light between the pipes is 0.5D. Pipes are made of concrete of class B 25; ν = 0.15; E = 30000MPa; soil of the mound with elastic constants ν = 0.3; E = 30MPa.
In the first row of Table 2 shows the results for long pipes laid over a bulk of constant height (flat deformation). In the second row of Table. 6.2 shows the results for long pipes laid under the mound with the applied length of pipes laid under the mound with a variable longitudinal profile in the form of a triangle with an angle slope β = up to 30°.
From Table 2 it follows that the coefficient Kmax decreases with the number of threads. And this fact is true both for a flat problem (the first line) and for a volume one (second line).
For example, the value of K max for an average three-threaded pipe (n = 3) is 35% smaller than the corresponding value for a single pipe (n = 1) in the case of a flat problem ((β = 0°), and by 37%, in the case of spatial problem (30°) .
To analyze the influence of the longitudinal relief of the embankment on the soil pressure on the pipes and compare the results of the planar and spatial problems, the maximum height of the embankment (β = 30°) was assumed equal to the height of the mound of constant height (β = 0°). From Table 2 that the values in the first line differ from the corresponding values of the second row by an average of 30%. From this it follows that taking into account the variable length of the embankment height along the length of the pipe reduces the estimated ground pressure as compared with the calculation performed on the flatdeformed scheme. This effect was obtained for the first time.
In this case, as follows from Table 1 this effect is slightly less pronounced for a single pipe (29%) and slightly stronger for two-thread (32%) and three-thread (30%) stacking pipes.
Influence of length of pipes. In Table 3 shows the dependence of the coefficient K max for reinforced concrete pipes of two-strand packing from their length l (β° = 0).
From Table 3 it follows that with a decrease in pipe length the coefficient Kmax kills. In this case, when the length l = 10.0D, its effect on Kmax is insignificant. Thus, the length l = 10.0D is that boundary of applicability of the plane theory of elasticity (plane deformation) for extended pipelines at a constant height of the embankment. In the work [1] the concept of the "core", which in our case is equal to 10.0 D , is derived, and is the boundary between the "short" and "length" pipes, i.e. at l = 10.0 D, the plane-deformed scheme gives an overestimate of the K max coefficient even at a constant height of the embankment. This overestimate is 38% at l = 6.00 and 55% at l = 4.00. Thus, taking into account the length of the pipes reduces the design ground pressure in comparison with the calculation using a flat-deformed scheme, if l = 10.0D.