SpecoboBra Pipe Pipe Paul Swing

AvtoR: Smelzanin Andrei Anatofolevich

Creating a recycling to the accounts of the remont and, in chacno, to the repair of water pipes repair pipes. The aim of the invention is to bring the labor-intensity of the filling of concrete with concrete between the defective tube and the new pipe. The repair of the water pipeline pipe under the swollen turns on the temporary discharge of the watercourse, the installation into the inner outline of the defective tube with the gap of the new pipe. The pipe is equipped with control tubes protruding through the ceiling overlap of the pipe into the intercoupled space with a specific step. Filling concrete solution The interlock space and its control is carried out through control tubes with their sequential muffling. The filling of the inter-tube space concrete is carried out by means of a flexible hose placed in the guides mounted from the outside on top of the new pipe in the intercoupled space with the movement of it and removing as the intercoupled space fill the concrete. Each section of the new pipe is formed from several rings, for example, three, made of metal sheet material, preferably corrugated. 2 Z.P. F-li, 6 yl.

It is known a traditional trench method of laying and replacing water-pipe tubes under the earthmores (pages of bridges and pipes. Under Ed. V.S. Kirillova. M.: Transport, 1975, S.527, Fig.ha. 14, Hu 15 . The disadvantage of the method is that it is necessary to dig an open trench for laying a water pipe tube.

Known method of reconstruction balo Bridge With replacing it on one or two water pipe tubes (content and reconstruction of bridges. Ed. V.O.Osipov. M.: Transport, 1986, p.311, 312, Fig.x 14, x 15, x 16) . This method repeats the shortcomings of the previous analogue, as it provides for the disassembly of the upper structure of the path.

Known "The method of replacing the water pipe tube", presented in the description of the Patent RU 2183230. The method provides for a gasket in winter time Tunnel next to a defective pipe, an exposure of it to the water freezing, the construction of the harp, the execution of the vertical hole in the roadbed for the pouring of concrete, laying the new pipe into the tunnel, fill the concrete into the space between the pipe and the tunnel through the vertical hole. After completion of the work, the old tube drowns. However, the way it provides for its implementation only in winter.

Known Patent RU 2265692 "The method of repairing the water pipe tube under the embankment." The method includes a temporary discharge of watercourse, the construction of a temporary support with the top plate inside the defective tube at the site of its defect and its fixation and the installation of parts of the new pipe into a defective pipe from its two opposite sides until the erases of the opposite parts of the new pipe are stopped. For this, in both parts, exemptions are performed under the rack of the temporary support, then the ends of the oncoming parts of the new pipe are combined with a temporary support, filled with a concrete solution of the cavity between defective and new pipes and remove the temporary support. However, in the way it is not disclosed on how the concrete is filling the space between defective and new pipes.

The closest in technical essence to the claimed method is the "Method of repairing a water pipe tube under the embankment", presented in the description of the Patent RU 2341612.

The method provides for a temporary discharge of watercourse, the installation of sections of the new pipe into the inner outline of the defective pipe with the gap and filling with a concrete solution of the inter-tube space.

In the ceiling overlap of the sections, the control tubes protruding in the intercoupled space are made to a certain step, produce the initial filling of the inter-tub space through the windows located at the top of the side walls of the section, to the lower level of the windows and muffled the windows, the ceiling part of the intercoupled concrete is filling through the first The tube before the release of concrete in the second tube, the first tube is muff and the concrete is fed through the second tube until it is released in the following tube and serve the similar operations on all sections.

The disadvantage of the method is a relatively high laboriousness, since it is necessary to first perform the side windows for the first filling with concrete through them of the inter-tube space, and then drown out them and then make a consistent filling of concrete through the ceiling tubes.

The aim of the invention is to reduce the complexity of filling with a solution of concrete space between defective and new pipes.

The set goal is achieved due to the fact that in the method of repairing a water-pipe tube under the embankment, which includes a temporary discharge of watercourse, installation in the inner outline of a defective tube with a gap of a new pipe, equipped with control tubes protruding through the ceiling overlap of the pipe into the intercoupled space with a certain step, filling concrete The solution of the intercoupled space and its control through the control tubes with their sequentially muffled, according to the invention, the filling of the intercoux space concrete is carried out by means of a flexible hose placed in the intercoupled space with moving it outward and removal as the intercoupled concrete is filling.

The new pipe is formed from several sections made of metal sheet material, preferably corrugated.

From the outdoor side at the top of the new pipe, vertical guides in the form of shields for placement and movement of the flexible hose in the interlock space are installed, and the vertical guides are performed with a certain step.

Filling with a concrete solution of the inter-tube space is carried out from one end of the pipe by one flexible hose in the direction of the other end of the pipe or two flexible hoses of the two-ends of the pipe

The clearance between defective and new pipes for filling with concrete of the inter-tube space is set at least 100 mm.

The step between adjacent tubes to control the filling of the concrete of the inter-tube space, depending on the dimensions of the repaired water pipe tube, and at least one tube should be on each section or through one.

The height of the protruding tubes in the inter-tube space is set to form a gap between the end of the tube and the ceiling of the defective pipe is not more than 40 mm, and at each control tube with inner The ceiling overlap is installed after the concrete solution is left out.

The invention is illustrated by the drawings, which are depicted:

Figure 1 - the longitudinal section of the defective water pipe tube to repair;

Figure 2 is a cross section of the water pipe tube to repair (increased);

Figure 3 is a longitudinal section of a defective water pipe tube at the beginning of the filling of the intercoupled space concrete;

Figure 4 is a longitudinal section of a defective water pipeline at the end of the filling of the intercoupled space concrete;

FIG. 5 is a cross section of the water pipe tube with the installed hose (increased);

Fig. 6 is a cross section of the water pipe tube after repair (increased).

The method of repairing the water pipe tube 1 having a defective 2 located under the embankment 3 includes a temporary discharge of the watercourse, the installation of sections 4 of the new pipe into the inner outline of the defective pipe 1 and filling with a concrete solution of 5 of the intercoux space 6. To fill the intercoupled space, the concrete solution 4 by concrete solution 4 is installed with The gap between the defective pipe 1 and the sections 4 of the new pipe of at least 100 mm.

The sections of the new pipe are made of metal sheet material, preferably corrugated.

From the outdoor side, at the top of the sections 4 of the new pipe, vertical guides 7 are installed in the form of shields for placing and movement in them in the flexible hose 8 in the intercoupled space 6, and the vertical guides are made with a certain step.

In addition, in each section 4, or through one, or after two, depending on the length of the pipe restored, the control tubes 9, protruding in the intercoupled space 6. The tubes 9 are installed with the formation of a gap between the tube end and the ceiling of the defective pipe 1 is not More than 40 mm, while each tube 9 from the inside of the ceiling overlap is configured to install the plug 10 on it.

The installation of a new pipe into defective is made entirely by pre-assembling sections 4 into the pipe and drag it into the inner outline of the defective pipe 1 or the sequential supply of sections 4 inside the defective pipe 1 and the connection of the sections 4 between themselves into a single tube.

The flipping of the flexible hose 9 into the intercubate space 6 is carried out after placing and assembling sections 4 in the cavity of the defective pipe 1 or simultaneously with the supply of sections 4 to the cavity of the defective pipe 1, while the guide shields 7 provide the orientation of the flexible hose 8 in the intercoux space 6.

In addition, at large lengths of the defective pipe 1, it is possible to counter twisting two flexible hoses 8 to carry out on both sides of the pipe (not shown).

After placing sections 4 in the inner cavity of the defective pipe 1, the intercoupled space from the open ends of the pipe 1 is muffled (not shown).

The filling with a concrete solution of 5 of the intercubate space 6 is carried out by one flexible hose 8 with moving it in the direction from one to the other end of the pipe until it is completely removal, or two flexible hoses 8 meet two ends of the pipe.

The control of the filling of the inter-tube space 6 is carried out by the output of the solution 5 of concrete from the next control tube 9. After which the tube is muffled with a plug 10, and the hose 8 is promoted out and further filling with a solution of 5 concrete of the intercubable space 6 before the solution of 5 in the next control tube 9, drown The tube 9 plug 10 and the cycle repeat.

The achieved technical result lies in the fact that the proposed method reduces the complexity of filling the space with a solution of the concrete space between defective and new pipes, while ensuring reliable control of the full filling of the intercoux space.

The method has successfully passed inspection on road repair.

With a trenchless renovation of dilapidated pipeline networks by dragging new, smaller diameter in them, from polymer and other materials before designers, tasks of determining the loads on the piping pipe and checking the bearing capacity of the two-layer pipe structure "Old pipeline + flipped", the space between which is filled with cement mortar ( CP).

To determine the loads on the reconstructed pipeline, it is necessary to solve one of the classical hydrostatic problems, i.e., to determine the magnitude and direction of the pressure of liquids (solutions of various consistency) on the curvilinear cylindrical surface of the pipes.

The forge of the inter-tube space is mainly necessary for the stability of the recoverable pipeline and increased strength building construction After the repair by the trenchless method, as well as to prevent possible linear elongations of the polymer pipeline inside the old under the influence of ambient temperature and the transported fluid.

The solution of the problem of determining the pressure of the cement mortar in the inter-tube space allows, taking into account the strength characteristics and the geometric dimensions of the newly extended polymer pipes, to identify their ability to counteract all types of loads and, thus, ensure the absence of deformations when providing the bearing capacity and the physical integrity of the former three-layer tube design "Old Pipeline + Cement Solution + Polymer Pipeline ". At the same time, an option for pre-filled is possible to counteract the loads from the CP polymer pipe Filler, for example, water.

The following schematically shows a cross-sectional fragment of the repair section of the three-layer pipe structure of a single length (1 m).

Scroll section of the repair section of the pipeline with the stuffing of the interlock space

1 - subject to renovation old pipeline internal diameter D HV;
2 - a new polymer pipeline with an outer diameter of D Nar and inner diameter D; 3-cement mortar (CP) in the intercoux space.

In practice, the problem of research is reduced to the determination of the value and direction of the exposure to the CP pressure on the cylindrical surface, for which the racing edge of the polymer pipeline is taken along the length of the circumference with the diameter D, minus the corresponding volume of the polymer material between the outer and the inner walls of the polymer pipe, i.e. cylindrical Rings concluded between D NAR diameters and D VN.

The overall approach to solving this problem is that the horizontal and vertical components of the pressure for the coordinate axes are determined and according to the rules of mechanics is the resultant of these forces, which is the power force on the cylindrical surface. Below are the options for solving the task of determining the load on the pipeline for four characteristics:

• with a uniform forcing the intercoux space of the CP, taking into account the wall thickness and material of the pipe manufacturing in the absence of filler (water) in the polymer pipeline;
• the same in the presence of filler (water) in the polymer pipeline;
• with an uneven supply of the intercoux space of the CR (for example, on the left side of the polymer pipe), taking into account the thickness of the wall and the material of the manufacture of the pipe in the absence of filler (water) in the polymer pipeline;
• the same in the presence of filler (water) in the polymer pipeline.

Samples of the resulting pressures on the cylindrical surface of the polymer pipeline are presented in the figures below, where, for convenience and simplifying the image of a three-layer tubular structure, the contours of the old pipeline are removed and there is no horizontal hatch that displays the CP. In this case, it should be noted that for the first two variants of solving the problem as a resulting pressure, the relationship between vertical components (the difference between positive and negative pressures) is considered, and horizontal components that are evenly affecting both sides on the cylindrical surface of the pipe are the same and subject to mutually conversion.

On the left of the plot of the vertical component of the resulting pressure of the CP on the cylindrical surface of the pipe with a uniform slaughterhouse and the absence of water

Right of water pressure on the inner cylindrical surface of the pipe

TsP pressure epira on the left side of the cylindrical surface of the pipe with an uneven stamp with the coordinates of the pressure center T D, the result of the resulting pressure for pressure and the angle of its inclination α

According to the figure above (taking into account the unit length of the pipeline under consideration), positive "+" V 2 body of the CP pressure on the cylindrical surface (inclined shading) is a certain volume V AKLBM. To determine this volume, it is necessary to calculate the volume V AKLBM minus half of the area of \u200b\u200bthe circle with a diameter of D. To account for the pressure from the mass of the upper part of the polymer pipe (to the horizontal diameter), it is necessary from the volume obtained above the volume of the cylindrical semiring, bounded by the forming of the Polymer Pipe of AMV "M" A ". After the corresponding mathematical calculations, the volume" + "V 2 will be:

Taking into account the fact that for forming a "M" B "acts differently on the density of the substance (CP and the polymer material), the positive vertical component of the pressure forces" + "P z on the cylindrical surface will be expressed in view of various volumetric weights (densities) in the form of Produces of the corresponding volumes of substances on their volumetric weight, i.e. γ CP and γ PM:

In turn, the negative "-" V 2 body of the CP pressure on the cylindrical surface (vertical hatching) is a certain volume V AKLB plus half the volume of the figure with a circle area with a diameter D minus the volume of the cylindrical ring, limited by the polymer Pipe of AMVS "A" M " IN". After the corresponding mathematical calculations, the volume "-" V 2 will be:

Taking into account the various volumetric weights, the negative vertical component of the pressure force "-" P Z on the cylindrical surface will be expressed as:

The resulting vertical component of pressure for the cylindrical surface after the corresponding transformations will be:

The sign "-" The resulting force of pressure indicates that this force in accordance with the coordinate grid is symbolized by the ejecting (archimedean) force.

In the case of filling the polymer pipeline with water during the period of forgery of the interlock space, it is evenly distributed, opposing the resulting force on the inner surface of the pipeline, which reduces the amount of the resulting pressure force. According to the figure above and the above reasoning, the positive volume of the water pressure of the water "+" W consists of some volume W A "NSB" and half of the figure of the figure with a circle area with a diameter of D VN:

Taking into account the volumetric weight of the water in the positive vertical component of the pressure forces of water "+" p on the inner cylindrical surface will be expressed as:

Then, taking into account all the real loads on the cylindrical surface, excluding the horizontal equalizing horizontal components on both sides of the pipeline, the resulting component of the pressure force will be:

In relation to the directions of the resulting force, it should be noted that for the two first cases in question, the decisions of the direction coincide with the vertical axis passing through the centers of the circles 0 and 0 ", and, depending on the specific values \u200b\u200bof the values \u200b\u200bincluded in the formulas above, it can be both positive and negative.

A special occasion of uneven distribution of pressures during the forging of the inter-tube space is to fill the CP space with one side, the drawing is higher. In this case, the horizontal component of the pressure force arises, acting on one side of the pipeline (for example, the left) and reaching the maximum at the time of the beginning of the transfusion of the CP to the other side (right) cylindrical surface of the pipe. In this case, the horizontal component of the resulting pressure for the unit length of the pipeline is defined as the area of \u200b\u200bthe vertical plane (AC), multiplied by the volumetric weight of the CP:

P "X \u003d (D NAR 2/2) Γ CP.

The magnitude of the vertical component of the resulting pressure for the pipeline is determined by the formula:

In other words, the magnitude of the vertical component is half of the value calculated by the formula above. The presented formula is higher for the case of an empty polymer pipeline.

According to the rules of theoretical mechanics, the reforming force of pressure on the cylindrical surface of the pipeline is determined from the formula:

P Rav \u003d √ (P "X 2 + P" Z 2)

For the case of filling the polymer pipeline with water during the period of forging the intercoupled space, the refusal force of pressure is determined by the formula:

P Rav \u003d √ (P "x 2 + (p" z + p) 2)

It should be noted that in the formula above the value of P "Z was taken with his sign, that is," + "or" - " specific results calculation.

Determining the values \u200b\u200bof the resultant force, it is possible to determine the point of the application and the direction of force, i.e. the angle α of its tilt to the horizon. The angle α is determined from the triangle of forces built according to the Cates P "Z and P" x, for example, through the tangent of the corner by the formula:

tGα \u003d P "Z / P" X

An appropriate pressure point of the pressure T D (i.e., the pressure center) for curvilinear surfaces is determined by the following rules: the horizontal component P "X passes through the center of gravity of ABC plots (drawing above) and according to the rules of mechanics for the case under consideration, Z \u003d D NAR / 3 up from the comparison plane I-i. The vertical component P "z should pass through the center of gravity of the cross section of the pressure body. Using the rules of mechanics, for a given case (semicircular volume), we calculate that the point T D should lie at a distance x \u003d 0,212d to the left of the comparison plane II-II. Thus, the coordinates of the pressure center will be: x - 0,212d Nar and Z \u003d D Nar / 3. To obtain a vector of the resultant pressure force from the point of the coordinate center of the pressure T D, a direct at an angle α to the horizon is carried out.

After determining the loads on the polymer pipeline, a strength calculation should be carried out, the essence of which is to verify the carrying capacity of the new pipeline during the period of conducting the undercover in several criteria, in particular, by the condition of the effect on the effect of internal pressure (I); the condition of the maximum permissible ovativeization (deformation) of the cross section of the pipe (II); The condition of the stability of the circular shape of the cross section of the pipeline (III).

The followingly considered methodological approaches to a strength calculation with various options for conducting construction work and list of source data for design.

Initial data:

Diameters: d \u003d 0.4 m; D Nar \u003d 0.32 m; D VN \u003d 0.29 m.

Volume weight: Γ cp \u003d 25 N / m 8 LLC; γ pm \u003d 9500 N / m 3; γ B \u003d 9800 N / m 3.

The design internal pressure of the transported substance corresponding to the above calculated voltage Σ bend \u003d 0.8 MPa.

Polymer polyethylene PND pipes are used with a designed service life of 50 years.

The old cast iron pipeline is located at a depth of 10 m from the surface of the Earth and the level of groundwater is p HB \u003d 10 m of water. Art. (OD MPa); The pipeline has numerous damage in the form of discrepancies in the joints of the sockets while maintaining the core of the pipe.

Checking the bearing capacity under condition I

The new polymer pipeline that is flushed into the old and subjected to the stake, initially must have estimated resistance Material R * More complete estimated voltage Σ Pr:

R *\u003e Σ.

The value R * is determined by the formula:

R * \u003d k 1 r n k y k c \u003d 2,16 MPa,

where k 1 is the coefficient of laying conditions, 0.8; R n is a regulatory prolonged resistance of the material of the pipe wall, MPa (during operation of 50 years and a temperature of 20 ° C R H \u003d 5 MPa); k y - coefficient of working conditions, 0.6; k c - coefficient of strength of compounds, 0.9.

Thus, the condition is observed: 2.16 MPa \u003e\u003e 0.8 MPa.

Checking the bearing capacity under condition II

The relative deformation of the vertical diameter of the pipeline (E,%) should not exceed the maximum permissible value of the cross section, which for polyethylene pipes is taken equal to 5%.

The value E is determined by the formula;

E \u003d 100ςp PR θ / 4P L D Nar ≤ [E]

where ς is the coefficient that takes into account the load distribution and the base reaction, ς \u003d 1.3; P pr - calculated external shown load, n / m, determined according to the formulas above, for different options Zautovka, as well as the absence or availability of water in a polyethylene pipeline; P l - parameter characterizing the rigidity of the pipeline, N / m 2:

where k e is a coefficient that takes into account the effect of temperature on the deformation properties of the material of the pipeline, k e \u003d 0.8; E 0 - module creep material under tension, MPa (during operation 50 years and voltage in the pipe wall 5 MPa E 0 \u003d 100 MPa); θ is a coefficient that takes into account the joint action of the substitution of the foundation and internal pressure:

where E G is a module of reformation deformation (forge), adopted depending on the degree of seal (for the CP 0.5 MPa); P - internal pressure of the transported substance, p< 0,8 МПа.

Sequentially substituting the initial data into the basic formulas above, as well as in the intermediate we obtain the following calculation results:

Analyzing the results obtained for this case, it can be noted that in order to reduce the value of pR, it is necessary to strive to decrease to zero of the size of P "Z + P, i.e. equality in the absolute value of the values \u200b\u200bof P" Z and R. This can be achieved by a change in degree Filling with water of a polyethylene pipeline. For example, when filling equal to 0.95, the positive vertical component of the pressure forces of water p to the inner cylindrical surface will be 694.37 N / m with p "z \u003d -690.8 n / m, thus adjusting the content, you can achieve data equality values.

Summing up the results of inspection of carrying capacity under condition II for all options, it should be noted that the maximum permissible deformations in the polyethylene pipeline does not occur.

Checking the bearing ability under condition III

The first stage of the calculation is to determine the critical magnitude of the external uniform radial pressure r, MPa, which pipe is able to withstand without loss of stable cross-sectional shape. For the amount of R K cr, less from the values \u200b\u200bcalculated by the formulas:

R kro \u003d 2√0,125p l e g \u003d 0,2104 MPa;

R kr \u003d p l +0,14285 \u003d 0.2485 MPa.

In accordance with the calculations according to the formulas above, a smaller value of r kro \u003d 0.2104 MPa is taken.

The next step is the verification of the Conditions:

where k 2 is the coefficient of the operating conditions of the pipeline for stability taken equal to 0.6; R WA is the value of a possible vacuum at the repair section of the pipeline, MPa; R GW is the external pressure of groundwater over the riding of the pipeline, under the condition of the problem p GW \u003d 0.1 MPa.

The subsequent calculation is carried out by analogy with the condition II in several cases:

• for the case of a uniform forcing the intercoux space in the absence of water in a polyethylene pipeline:

thus, the condition is performed: 0,2104 MPa \u003e\u003e 0.1739 MPa;

• the same in the presence of filler (water) in a polyethylene pipeline:

thus, the condition is satisfied: 0.2104 MPa \u003e\u003e 0.17 MPa;

• for the case of uneven supply of the intercoux space in the absence of water in a polyethylene pipeline:

thus, the condition is performed: 0,2104 MPa \u003e\u003e 0.1743 MPa;

• the same in the presence of water in a polyethylene pipeline:

thus, the condition is performed: 0,2104 MPa \u003e\u003e 0.1733 MPa.

Checking the carrying capacity under condition III showed that the resistance of the round-shaped cross section of the polyethylene pipeline is observed.

As general conclusions It should be noted that the performance of construction work on the forge of the intercoux space for the corresponding initial design parameters will not affect the bearing ability of the new polyethylene pipeline. Even in extreme conditions (with an uneven supply and high groundwater level), the forge will not lead to undesirable phenomena associated with deformation or other pipeline damage.

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Fighters Alexander Konstantinovich. Building technology and methods for calculating the intense state of underwater pipelines "Pipe in a pipe": Il RGB OD 61: 85-5 / 1785

Introduction

1. The design of the underwater pipe "Pipe in a pipe" with the intercoupled space filled with a certain stone 7

1.1. Two-pipe pipeline designs 7

1.2. Technical and economic evaluation of the underwater transition of the pipeline "Pipe pipe" 17

1.3. Analysis of the work performed and the formulation of research problems 22

2. Cementing technology of the intercoupled space of pipelines "Pipe in a pipe" 25

2.1. Materials for cementing of fireside space 25

2.2. Choosing a recipe for cement mortar 26

2.3. Equipment for cementing 29

2.4. Filling around the fireside space 30

2.5. Calculation of cementing 32.

2.6. Experimental Checking Cementing Technology 36

2.6.1. Installation and testing two-pipe horse driving 36

2.6.2. Cementing of the fireside space 40

2.6.3. Test pipes for strength 45

3. Stress-deformed state of three-layer pipes under the action of internal pressure 50

3.1. The strength and deformation properties of cement stone 50

3.2. Voltages in three-layer pipes when perceiving cement stone of tangential stretching efforts 51

4. Experimental studies of the well-defined state of three-layer pipes 66

4.1. Methodology for experimental studies 66

4.2. Model manufacturing technology 68

4.3. Stand for testing 71

4.4. Methods for measuring deformations and testing 75

4.5. The effect of overpressure of cementing of the Mek-pipe space on the redistribution of stresses 79

4.6. Check adequacy of theoretical dependencies 85

4.6.1. Experimental planning technique 85

4.6.2. Statistical processing of test results! . 87.

4.7. Test of natural three-layer pipes 93

5. Theoretical and experimental studies of the flexural stiffness of pipelines "Pipe in a pipe" 100

5.1. Calculation of flexural stiffness of pipelines 100

5.2. Experimental studies of flexural rigidity 108

Conclusions 113.

General conclusions 114.

Literature 116.

Appendices 126.

Introduction to work

In accordance with the decisions of the HShi Congress of the CPSU in the current five-year plan, the oil-producing and gas industries are developed in elevated pace, especially in the regions of Western Siberia, in the Kazakh SSR and in the north of the European part of the country.

By the end of the five-year plan, oil and gas production will be equally 620-645 million tons and 600-640 billion cubic meters. meters.

To transport them, it is necessary to carry out the construction of powerful main pipelines with a high degree of automation and operational reliability.

One of the main tasks in the HP five-year plan will be the further accelerated arrangement of oil and gas fields, the construction of new and increasing the capacity of existing gas-transporting systems, coming from the regions of Western Siberia to the main places of oil and gas consumption - to the central and western areas of the country. Pipelines of a significant extent on their way will cross a large number of various water obstacles. Transitions through water obstacles are the most complex and responsible portions of the linear part of the main pipelines, on which the reliability of their work depends. In case of refusal of underwater transitions, tremendous material damage is applied, which is defined as the amount of damage to the consumer, transport enterprise and from environmental pollution.

Repair and restoration of underwater transitions are a challenging task that requires significant forces and means. Sometimes the cost of repairing the transition exceeds its construction costs.

Therefore, ensuring high reliability of transitions is paid great attention. They must work without failures and repairs during the entire calculated life of pipelines.

B. Currently, to increase the reliability, the transitions of the main pipelines through water obstacles are built in two-accurate execution, i.e. In parallel, the main thread at a distance of up to 50 m from it is laid extra - backup. Such reservation requires double capital investment, but as the operating experience shows, does not always ensure the necessary operational reliability.

Recently, new constructive schemes have been developed that ensure increased reliability and strength of one-thread transitions.

One of these solutions is the construction of a pipeline tube "pipe in a pipe" with an intercoupled space filled with cement stone. In the USSR, a number of transitions along the constructive scheme "Pipe in the pipe" are already constructive. The successful experience of the design and construction of such transitions indicates that the theoretical and constructive decisions According to the technology of installation and laying, controlling the quality of welded joints, the test of two-pipe pipelines are sufficiently designed. But, since the interlocking space of constructed transitions was filled with liquid or gas, then questions related to the features of the construction of underwater pipelines of pipelines "tube in a pipe" with an intercoux space filled with cement stone are essentially new and poorly studied.

Therefore, the purpose of this work is the scientific justification and development of the technology for the construction of underwater pipelines "Pipe in a pipe" with an intercoux space filled with cement stone.

For exercise, a large program was performed

theoretical and experimental studies. The possibility of use to fill the intercoupled space

water pipelines "Pipe in a pipe" of materials, equipment and technological techniques used in well cementing. An experimental portion of the pipeline of this type was constructed. Formulas are derived for calculating stresses in three-layer pipes under the action of internal pressure. Experimental studies of the stress-strain state of three-layer pipes for main pipelines were carried out. The formula is derived for calculating the flexural rigidity of three-layer pipes. Experimentally defined the flexural rigidity of the pipeline "Pipe in a pipe".

Based on the implementation of the research, the temporary instruction for the design and technology of construction of pilot-industrial underwater transitions of gas pipelines for pressure 10 and more MPa type "pipe in a pipe" with cementing of the inter-tube space "and" Instructions for the design and construction of marine underwater pipelines on a constructive scheme " Pipe in the pipe "with cementing of the intercoux space" approved by the Ministry of Gasprom in 1982 and 1984

The results of the thesis were practically used in the design of the underwater transition of the Urengoy gas pipeline - Uzhgorod through r "Right Hetta, design and construction of areas of oil pipelines Dragobych - Strya and Kremenchug - Lubny - Kiev, sectors of sea pipelines Arrow 5 - Beach and Golitsyno -bergeg.

The author thanks the head of the Moscow station of underground gas storage of the production association "MOSTRSGAZ" OM, Shippernikova, head of the laboratory of the strength of gas pipeline pipes of VNIIGAZ, Cand. tehn Science N.I. Anenenkova, Chief of Dejection Fastening of the Moscow Region Expedition of Deep Drilling O.G. Drogaline for help in organizing and conducting experimental studies.

Technical and economic assessment of the underwater transition of the pipeline "Pipe into a pipe"

The transition of the pipeline "Pipe in the pipe" transitions of the main pipelines through water barriers belong to the most responsible and complex parts of the track. Failures of such transitions can cause a sharp decrease in performance or a complete stopping of the transfer of the product being transported. Repair and restoration of underwater pipelines are complex and expensive. Often the cost of repairs are commercialized with the cost of building a new transition.

Underwater transitions of the main pipelines according to the requirements of SNIP 11-45-75 [70] are paved in two threads at a distance of at least 50 m one from another. With such a reservation, the probability of trouble-free operation of the transition as a transport system as a whole is increasing. The cost of building a backup thread, as a rule, correspond to the maintenance costs of the main or even exceed them. Therefore, we can assume that increasing reliability due to reservations requires doubling of investments. Meanwhile, operating experience shows that such a way to increase operational reliability does not always give positive results.

The results of the study of deformations of the channel processes showed that the zones of the deformities of the bedrid significantly exceed the distances between the transitions paved. Therefore, blurring the main and reserve thread occurs almost simultaneously. Consequently, increasing the reliability of underwater transitions should be carried out towards careful taking into account the hydrology of the reservoir and the development of constructs of transitions with an increased reliability in which the subsea transition has taken an event leading to a violation of the pipeline tightness. When analyzing, the following constructive solutions were considered: a two-dimensional single-tube design of pipelines were laid in parallel at a distance of 20-50 m one from another; Solid underwater pipeline concrete coating; The design of the pipeline "Pipe in a pipe" without filling the inter-tube space and filled with cement stone; The transition constructed by inclined drilling method.

From the graphs shown in Fig. 1.10, it follows that the largest expected probability of trouble-free operation in the underwater transition of the pipeline "Pipe in a pipe" with the intercoupled space filled with cement stone, with the exception of the transition constructed by inclined drilling method.

Currently, experimental studies of this method and the development of its main technological solutions are carried out. Due to the complexity of creating drilling rigs for inclined drilling, it is difficult to expect a wide implementation of a wide introduction into the practice of pipeline construction of this method. In addition, this method can be used in the construction of transitions of only a small length.

For the construction of transitions along the constructive scheme "Pipe in a pipe" with an intercoux space filled with cement stone, no development of new machines and mechanisms is required. When installing and laying two-pipe pipelines, the same machines and mechanisms are used, as in the construction of single-tube, and for the preparation of cement mortar and filling, the cementing equipment used for the fastening of oil and gas wellsCurrently, several thousand cementing machines and cement-mixing machines are operated in the Schnazamprom and Minnefteproma system.

The main technical and economic indicators of pipeline underwater transitions different designs shown in table, 1.1, calculations are made for underwater transition of the prototype gas pipeline for a pressure of 10 MPa without taking into account the cost shut-off reinforcement. The length of the transition is 370 m, the distance between parallel threads of 50 m. Pipes are made of steel x70 with the yield strength (fl - 470 MPa and the limit of the strength of є6r \u003d 600 MPa. The thickness of the walls of the pipes and the necessary additional ballasting for variants I, P and w were calculated for SNiP 11-45-75 [70]. The thickness of the housing wall in the embodiment is determined for the third category pipeline. Ring voltages in the walls of pipes from the operating pressure for these options are calculated using the formula for thin-walled pipes.

In the design of the pipeline "pipe in a pipe" with an intercoupled space filled with cement stone, the thickness of the wall of the inner pipe is determined according to the procedure given in [E], the thickness of the outer wall is taken 0.75 thickness of the inner. Ring voltages in the pipes are calculated by formulas 3.21 of this work, the physico-mechanical characteristics of cement stone and pipe metal are accepted by the same as when calculating Table. 3.1. The reference standard ($ 100) adopted the most common two-dimensional single-pipe design of the transition with cast-iron ballasting. As can be seen from the table. І.І, metal-capacity design of the pipeline "pipe in a pipe" with an intercoux space filled with cement stone, steel and cast iron in more than 4 times

Equipment for cementing

The specific features of the production of work on the cementing of the inter-tube space of pipelines "pipe in a pipe" cause requirements for cementing equipment. Construction of transitions of trunk pipelines through water obstacles is carried out in various districts Countries, including remote and hard to reach. The distances between the construction sites reach hundreds of kilometers, often in the absence of reliable transport communications. Therefore, cementing equipment must have great mobility and be convenient for long-distance transportation in off-road conditions.

The number of cement mortar required to fill the inter-tube space can reach hundreds cubic meters, and the pressure during the injection of the solution is several megapascals. Consequently, cementing equipment must have high performance and power to ensure preparation and injection into the intercoupled space of the required amount of the solution during the time not exceeding its thickening time. At the same time, the equipment should be reliable in operation and have a sufficiently high economy.

The most fully specified conditions satisfies the equipment complex designed to cementing wells [72]. The complex includes: cementing units, cementosme-prevailing machines, auto-cement agents and tank trucks, stations of control and control of the cementing process, as well as auxiliary equipment and warehouses.

Mixing machines are used to prepare the solution. The main nodes of such a machine are the bunker, two horizontal discharge auger and one inclined loading auger and a mixing device of vacuo-hydraulic type. The bunker is usually installed on the chassis of a car of increased passability. The augers are powered by the car's traction engine.

The injection of the solution into the interlock space is carried out by a cementing unit mounted on. The chassis of a powerful cargo car. The unit consists of a cement pump high pressure To download the solution, the pump for water supply and the engine to it, dimensional tanks, manifold of the pump and the collapsible metal trickbird.

Cementing process control is carried out using the SC-2M station, which allows you to control the pressure, consumption, volume and density of the injected solution.

With small volumes of the intercubate space (up to several dozen cubic meters), mortar pumps and mortar mixers used for preparation and pumping mortars can also be used for cementing.

The cementing of the inter-tube space of underwater pipelines "pipe in a pipe" can be carried out both after their laying in the underwater trench, and before laying - on the shore. The choice of cementing venue depends on the specific topographical conditions of construction, length and diameter of the transition, as well as the presence of special equipment for cementing and laying the pipeline. But preferably cementing of pipelines laid in the underwater trench.

The cementing of the intercoupled space of pipelines passing in the floodplain part (on the shore) is carried out after laying them into the trench, but before the grounding of the soil ", if necessary, ensuring additional ballasting, the intercoupled space before cementing can be filled with water. The supply of the solution in between-pipe space starts from the bottom point of the pipeline. The yield of air or water is carried out by special pipes with valves installed on the outer pipeline at its upper points.

After a complete filling of the intercoupled space and the start of the solution, the rate of its feed is reduced and continue to download until a solution of density of the injected density will be outlined from the outlet nozzle, then overlap the valves on the outlet nozzles and in the intercoupled space creates overpressure. Previously internal pipeline Create a backpressure that prevents the loss of stability of its walls. Upon reaching the necessary overpressure in the interlock space, the valve on the inlet nozzle is closed. The tightness of the interbag space and the pressure in the inner pipeline is preserved for the time required to solidify the cement mortar.

When filling, the following methods of cementing of the inter-tube space of pipelines "pipe in a pipe" can be used: direct; with the help of special cement pipelines; section. The cement solution is supplied in the intercubable space of the pipeline, which displaces air or water in it. The supply of the solution and the yield of air or water is carried out on pipes with valves mounted on the outer pipeline. Filling the entire area of \u200b\u200bthe pipeline is carried out in one reception.

Cementing with the help of special cement pipelines In this case, the small diameter pipelines are installed in the interlock space, through which the cement solution is supplied. Cementing is carried out after laying two-pipe pipelines in the underwater trench. Cement mortar Served in cementing pipelines to the lower point of the laid pipeline. This method of cementing makes it possible to ensure the most qualitative filling of the inter-tube space laid in the underwater trench of the pipeline.

Sectional cementing can be applied in the event of a lack of cementing equipment or large hydraulic resistances in the injection of a solution that do not allow the cementing of the entire portion of the pipeline for one reception. At the same time, the cementing of the inter-tube space is carried out by individual sections. The length of the cementing sections depends on the technical characteristics of cement equipment. For each section of the pipeline, separate groups of pipes for downloading cement mortar and air or water output are installed.

To fill the interlocking space of pipelines "Pipe in a pipe" cement mortar, it is necessary to know the number of materials and equipment required for cementing, as well as the time of its carrying out of its implementation. Cement mortar required for filling between

Voltages in three-layer pipes when perceiving cement stone of tangential tensile efforts

The intense state of the three-layer pipe with the intercoupled space filled with cement stone (concrete), under the action of internal pressure, considered in their works P.P. Borodav-Kein [9], A.I.Alekseev [5], R.A.Abdullin during the conclusion Formulas The authors took the hypothesis that the ring from the cement stone perceives the tensile tangential efforts and its cracking during the heat-burning does not occur. The cement stone was considered as an isotropic material having the same modulus of elasticity during stretching and compression, and, accordingly, voltages in the ring from cement stone were determined by lame formulas.

An analysis of the strength and deformation properties of cement stone has shown that its tensile and compression modules are not equal, and the tensile strength limit is significantly less than the strength of compression.

Therefore, in the dissertation work, mathematical formulation of the problem for a three-layer tube with the intercoupled space filled with a different formal material was given, and an analysis of the stressful state in three-layer pipes of the main pipelines under the action of internal pressure was carried out.

When determining stresses in a three-layer pipe from the action of internal pressure, we consider the ring of a single length, the donut of the three-layer pipe. The stressful state in it corresponds to the intense state in the pipe, when (en \u003d 0. Tanner stresses between the surfaces of cement stone and pipes are taken equal to zero, because the clutch forces between them are insignificant. Inner and outer pipes are considered as thin-walled. Cement stone ring In the interlock space, we consider the thick-walled, made from a different-divorce material.

Let the three-layer tube be under the influence of the internal pressure of PQ (Fig. 3.1), then the internal pressure of the P and outdoor Rrcaused by the resisters of the outer tube and cement stone to move internal.

On the outer tube there is an internal pressure PG caused by the deformation of cement stone. Cement Stone Ring is under the action internal district and outdoor 2 pressures.

Tangential stresses in the inner and outer pipes under the action of PQ, PJ and PG pressures are determined: where Ri, & І, l 2, 6z are radii and thickness of the walls of the inner and outer pipes. Tangential and radial stresses in the cement stone ring determine by the formulas obtained to solve the axies-metric problem of the hollow cylinder made from a different-scale material under the influence of internal and external pressure ["6]: cement stone during stretching and compression. In the above formulas (3.1) and (3.2) Unknown values \u200b\u200bof pressure PJ and P2. We find them from the conditions of equality of the radial movements of the surfaces of the cement stone conjugations with surfaces of the inner and outer tubes. Dependence of relative tangential deformations from radial displacements (s) has the form [53] relationship of relative deformations from voltages for pipes g 53] determine the formula

Stand for testing

The centering of the pipes (Fig. 4.2) of the inner I and the outer 2 and the sealing of the inter-tube space was performed using two centering rings 3 worsted between the pipes. In the outer tube VVU-. Two fittings 9 are one - one to download the cement mortar into the interlock space, the other - for air output.

Arched space of models volume 2g \u003d 18.7 liters. filled with a solution cooked from a tipland portland cement for "cold" wells of the Zdolbunovsky plant, with a water-cement ratio in / c \u003d 0.40, the density p \u003d 1.93 t / m3, the spread by the cone AT \u003d 16.5 cm, the beginning of the setting T \u003d 6 h. 10 clay, end of setting T "_ \u003d 8 h. 50 min", the limit of the strength of two-daily samples of cement stone for bending & pcs \u003d 3.1 sha. These characteristics were determined by the methodology standard tests Tampon-made portland cement for cold wells (_31j.

The limits of the strength of the samples of the cement stone for compression and stretching to the beginning of the tests (30 days after filling the inter-pipe space with cement solution) B \u003d 38.5 MPa, B C \u003d 2.85 Sha, the modulus of elasticity in compression of EN \u003d 0.137 TO5 Sha, Poisson coefficient ft \u003d 0.28. The test of cement stone on compression was performed on samples of cubic shape with ribs 2 cm; On stretching - on samples in the form of eight, cross-sectional area in a narrowing of 5 cm [31]. For each test, 5 samples were made. Samples were solid in a chamber with a 100% relative humidity. To determine the modulus of the elasticity of cement stone and the Poisson coefficient, the methodology proposed by millet was used. K.V.Rupropenet [_ 59 j. Tests were performed on cylindrical samples with a diameter of 90 mm and a length of 135 mm.

The solution in the intercubate space of the models was supplied using a specially designed and manufactured installation, the diagram of which is shown in Fig. 4.3.

In the tank 8, the cement mortar was poured with a lid, then the cover was installed in place and the solution compressed air Pushed themselves into the intercugural space of model II.

After full filling of the intercoupled space, the valve 13 on the outlet of the sample was overlapped and in the interlock space created an overpressure of cementing, which was carried out by pressure gauge 12. Upon reaching the calculated pressure, the valve was blocked on the inlet nozzle, then the excessive pressure was disconnected and the model was disconnected from the installation. During the hardening of the solution, the model was in a vertical position.

Hydraulic tests of three-layer pipe models were performed on a stand designed and manufactured at the department of metals of mines and GP. I.M.Iubkina. The booth diagram is shown in Fig. 4.4, general form - In fig. 4.5.

The pipe model II was placed in the test chamber 7 through the side cover 10. The model set with a slight tilt was filled with oil from tank 13 centrifugal pump 12, while the valves 5 and 6 were open. By filling out the oil model, these valves were closed, the valve was opened 4 and turned on the high pressure pump I. Excessive pressure was discharged, opening the valve 6. The pressure control was carried out by two sample pressure gauges 2, calculated on 39, 24 MIA (400 kgf). To display information from sensors installed on the models, stranded cables 9 were used.

The stand allowed experiments at a pressure of up to 38 MPa. The high-pressure pump VD-400 / 0.5 e had a small supply - 0.5 l / h, which made it possible to carry out the smooth loading of the samples.

Sealing the cavity of the model of the model was carried out by a special sealing device, excluding the effect of axial stretching efforts on the model (Fig. 4.2).

Tensile axial efforts arising in the action of pressure on the pistons 6 almost completely at the rod of the stem 10. As shown strainers, a small transmission of stretching forces (approximately 10%) occurs due to friction between the rubber ordinaries of 4 and the inner tube 2.

When testing models with different internal diameters of the inner tube, the pistons of different diameters were used. For the measurement of the deformed state of the bodies use various methods and funds)