Научный журнал

European Journal of Natural History

ISSN 2073-4972

ИФ РИНЦ = 0,301

Table 3

The values of equivalent stress elements supporting block at various combinations of loading and different design solutions

In addition to these values are also possible extreme values of wind speed causing wave effect, with different values of security that leads to an increase of wave height, and hence the magnitude of the wave loads. As an example, the parameters of the waves Subbotinskogo oil and gas field, with a maximum wind speed of 49m/s:

Analyze the factors causing stress state support block. All elements of the reference block can be divided into columns, the horizontal members and braces. If we analyze the supporting columns, in the absence of wave action considerable stresses are created in these racks it by gravity of their own weight, the weight of the equipment, marine fouling and other weight factors. It should take into account the specific feature characteristic of all hydraulic structures, namely buoyancy to the elements, immersed in an aqueous environment.

As we know from the course materials resistance, the state of stress of these elements subjected to compression or tension, is calculated as follows:

(1)

where σр – the compressive stress, Р – the longitudinal compressive force (gravitational force of its own weight columns, weight equipment, and other marine fouling. weighting factors), F – cross-sectional area of the pipe, which is calculated by the formula:

(2)

where D – outer diameter of the pipe, d – the inner pipe diameter.

In addition to compressive forces resulting from the forces of gravity on the structural elements of the FOP in the horizontal direction are different loads (wave, wind, etc.), the amount of which is denoted q. Note that in accordance with SNIP “Loads and effects on hydraulic structures” for the vertical elements may submit a wave as a concentrated force load with a specific coordinate, measured from the surface of the sea, or as unevenly distributed load.

Consider a beam AB, is rigidly fixed on the one hand and on the other hand pivotally (analog column FOP reference block). On AB are uniformly distributed load q and longitudinal compressive force P.

Assume that the deflection of the beam relative to the size of the cross section can be ignored, then with a sufficient degree of accuracy in practice it can be assumed that after the longitudinal deformation force P will cause axial compression of a beam. Using the method of addition of forces, we can find the normal stress at any point of each cross section of the beam as the algebraic sum of the voltages induced by the load P and q.

The greatest tension is in the upper section fibers, where both types of deformation cause contraction; in the lower fibers may be either compressive or tensile, depending on the numerical values of voltages σр and σq. Since the voltage of the power P in all sections are identical and evenly distributed, the dangerous fibers are the most strained by bending. These are the extreme fiber section with the greatest bending moment. For them, according to, the maximum stress from bending and compression is calculated as follows:

(3)

where W – axial section modulus of the pipe.

Let us consider to horizontal zones. Calculations have shown that horizontal belt loaded in most cases considerably less than the column and bracing. And only in the zone of variable wetting magnitude of these stresses reach their maximum values close to the values of maximum stress in the columns and diagonals. Scheme loads elements arranged horizontally is also changed. In the absence of wind and wave loads, weight loads will no longer play so important in the formation of the state of stress in the case of an element with a column or brace. Thus, from the column depending on the direction of the beam may be formed as a wave twisting and bending moments, which in some cases can act simultaneously. Horizontal belt in the areas of attachment to the columns on both sides are fixed rigidly – welding.

The formula for determining the value of the rated voltage of the bending moment in this case, will have the form:

(4)

Where Mx, My – components of the bending moment, , x, y – Mx vector does not change its direction.

Ix = Iy – moments of inertia of the cross-sectional

In this case, x = y = router, where router – the radius of a horizontal cross wall member having an outer diameter D, mm.

The analysis showed that all the forces and loads acting on the bracing support block in many ways similar load horizontal elements, except for the presence in them of significant longitudinal forces due to the forces of gravity. Therefore, the previously described methods for the evaluation of the stress state of the columns and horizontal elements are similar to methods for assessing the state of stress braces.

It is important to stress the issue of assessing the state of the platform. According to the author, it is advisable to solve this problem by means of modern theories of strength to help you find the value “equivalent” voltage. To solve this problem we allocate about a point of the component of the reference parallelepiped block with edges infinitesimal length. On the faces of the elementary parallelepiped in general can act normal and shear stresses. The set of voltages at various sites, passing through the point is called a strained state of the material at the point. It is proved that you can be placed in a box space that it faces will be only normal stresses. These faces are called the major sites, and stress to them – the principal stresses. The greatest principal stress σ1 is designated, the smallest – σ3, and intermediate – σ2.

After finding the values of the invariants of the stress tensor and the solution of a cubic equation with subsequent determination of the values of the principal stresses can be obtained according to the fourth equivalent stress theory of strength by the formula:

(5)

Consider the stress state of the bearing block fixed offshore platforms for example, SMEs, installed on Subottinskom field. The practice of design and operation of these platforms show that the inclusion of interference of various elements of the platform is an extremely difficult task. For the analysis of the stress state of the platform it was built a computer model in the software package StructureCAD. An analysis of the state of stress is more convenient to hold, calculate the values of equivalent stresses for each element. To evaluate the stresses arising in the elements of the platform model was loaded with loads affecting its fatigue failure, it were asked: the load of its own weight, the weight of the equipment and marine fouling, buoyancy aquatic environment (a combination of loads to K1) and the load from the wind -wave exposure. Moreover, to account for interference elements, the direction of the wind and wave load set as the X-axis (the combination of loads to K2), and in direction at an angle of 45 ° to the axis X (the combination of loads to K3). The magnitude of the wave load was chosen corresponding wave action 1 % security. Structurally, the platform is a truss structure of pipes, and has five sections, each of which height is approximately ten meters. And an additional section located above the discharge area at a height of about 6 meters above sea level and is of considerable interest for the study of the processes of fatigue failure. The study produced the following results (Table 3). Analysis of the columns supporting the FOP block indicates that the maximum equivalent stress (ES), resulting in the columns of the bottom sections (section № 1) an outer diameter of 720 mm and a wall thickness of 20 mm, appear at the impact of wind and wave loads at an angle of 45 degrees and is 250 MPa. This proves the fact that the tension in the column are not only on the factors of weight, but also on the wind and wave action, as a result of which there are significant bending and torsional moments. In the second section of the maximum stress also occurs when wind and wave loads at an angle of 45 degrees and slightly differing from the bottom and is 242 MPa, and in the absence of wind and wave loading 43 MPa. The following third section, the maximum voltage occurs under the same conditions as the first two sections, but is already significantly smaller amount of 115 MPa. In the absence of the impact of the magnitude of the voltage is only 18 MPa. Such a voltage drop is caused by the fact that in this zone is significantly redistributed weight load on the struts. Next to the columns in the zone of alternating wetting, increasing the value of the maximum equivalent stress, which is associated with a structural feature of the platform and the project caused a decrease in cross-sectional area as a result of the use of pipes with wall thickness less than 25 %, as well as higher values of wind-wave load in this area. In the area of influence of the atmospheric wave action is reduced slightly, but the action of bending and twisting moments do not stop, and the maximum value of ES is 173 MPa. And in the absence of the value of wind and wave ES reaches 51 MPa. This increase in value is due to the design of the ES platforms and due to the fact that this element of the column is not inclined, like the previous ones, and the vertical. Besides that, this section there are no braces. Analysis of horizontal zones (HZ) farms, made of pipes with diameters 420 mm and a wall thickness of 12 mm, has shown that the minimum voltage at wind and wave loads condition of 75 MPa is reached in the HZ situated in the bottom zone. Then, in the second zone, there is a slight increase in the amount of equivalent stress. In the third zone, with an increase of wind and wave loads, 22 % stress value increases, the maximum values of ES reaches 92 MPa. Structurally and at atmospheric splash zones horizontal members 325 are made of tubes with diameter 12 mm wall thickness, which reduces the cross-sectional area. However, in these zones wave load reaches its maximum value, so values of stresses in these zones do not differ from the third zone. Let us analyze ES arising brace. In the absence of WWL ES values in braces significantly exceed those values in the columns and horizontal elements. This suggests that the effect of the combination weight loads significantly redistributed with columns and diagonals on the HZ. The maximum values of ES achieved with the combination K2, preserving the value of the order of 200 MPa, and gradually increasing with the increasing activities of WWL, reaching its maximum in the zone of splash, and then greatly reduced in the atmospheric zone.

Considerable practical interest is a study on SOP support block so-called “zero” elements, i.e, unloaded items [1–5]. The calculation of equivalent stress values for the two cases: 1) no support block braces and horizontal elements; 2) in the reference block is not only bracing; 3) in the reference block is not only horizontal belt. Develop appropriate given the three cases computer models and calculations of maximum values of equivalent stress. If you create a platform composed exclusively of the columns, in the absence of WWL stresses occurring in them, will not exceed the allowable stress for steel 17G1S from which the column equal to 252 MPa. However, with WWL for combinations of loading K2 and K3 voltage values significantly exceed the allowable stress. For the case № 2, wherein the columns are connected by horizontal belts, the first and second sections of the columns occurs even slight increase in the values ES, due to additional torque. In the third, fourth and fifth sections of a reduction in the value of ES. This voltage in horizontal zones platform under WWL significantly exceed the level of allowable stresses. The situation greatly changes the introduction of braces, which redistribute a significant part of the load and reduce the operating voltage to almost the allowable stress level, even in the absence of horizontal belts. Thus, we can conclude that the diagonals are playing an increasingly important role in reducing the stress state of the platform than the horizontal elements.