RU2582428C2 - Method of controlling position of above-ground pipelines under permafrost conditions - Google Patents

Abstract

FIELD: surveying.

SUBSTANCE: invention relates to engineering survey and can be used to control position of above-ground pipeline laying. Deformation marks are placed on pile of pipe support. At a distance of no more than 50 m from pipeline installed underground deep benchmarks, along pipeline to 20-40 km intervals set reference stations, determine their position in public network and converted to local coordinates, which are transmitted to server. Then in local coordinate system, carrying out a cycle of zero coordinate measuring deformation marks regarding groundwater deep frames, determine zero horizontal and vertical position of pipeline and results of all measurements build a design digital model of pipeline. During operation of pipeline with help of mobile GPS/GLONASS receivers carry out control measurements of coordinates of deformation marks that characterise current horizontal and vertical position of pipeline, transmit measurement data to a server and build a digital model of current pipeline. By comparing results with a design digital model define areas in which deviation of current position of pipeline from design exceeds allowable value.

EFFECT: technical result is simplification of procedures for handling, storage and transmission, improving accuracy and speed of determining current position of pipeline.

11 cl, 11 dwg

Description

The invention relates to the field of engineering geodesy and can be used to monitor the condition, including the position and deformation of pipelines.

The claimed invention relates to the control of elevated trunk pipelines - extended objects, the routes of which are laid in a variety of topographic, geological, hydrogeological and climatic conditions, including in permafrost zones. As a result of the combined effect of these conditions, the pipe may deform together with the soil. Therefore, one of the important controlled parameters is the horizontal-vertical position (PVP) of the linear part of the pipeline.

BACKGROUND OF THE INVENTION

From the application KR 20110057066 (IPC G08B 21/18, publication date 12/24/2012), a method for monitoring the state of an oil pipeline is known, which consists of collecting information about the state of the pipeline through various channels, including a video channel, infrared rays, etc., and based on a combination processed results of streaming data of all information channels, which allows us to make a conclusion about the state of the pipeline. The method has high measurement accuracy, however, the use of the proposed method in high latitudes and remote areas is not possible, since it is impossible to provide electrical power, stability and reliability of a complex of precision instruments due to extremely low temperatures and remoteness from settlements.

Ways and methods of geotechnical monitoring of the condition of elevated pipelines are described in the abstract "Control of the deformed condition of elevated pipelines in the permafrost zone" of the dissertation by A. Vitchenko The methodology for monitoring the deformed state of above-ground pipelines is used during the planning and implementation of repair and restoration work on gas production pipelines, including technological pipelines for strand boilers (Scientific Library of Dissertations and Abstracts disserCat http://www.dissercat.com). The paper gives definitions of the allowable values of the geometric parameters of the deformed state of above-ground pipelines. To determine the criteria for assessing the stress-strain state of pipelines, parameters were used that describe the geometric shape of the curved sections, such as the slope of the rectilinear section of the pipeline, the change in slope compared to the basic measurement, the deflection of the rectilinear section of the pipeline, the change in deflection compared to the basic measurement. These data were obtained, including from the testimony of deformation marks.

The prior art also knows the invention according to the patent of the Russian Federation No. 2357205 (IPC G01B 11/16, publication date 05/27/2009), concerning a system for determining the deformations of building structures and structures. The known device consists of a motorized electronic total station with a glass protective cap installed inside the building with a foundation plate, a support contour and a coating.

The total station is connected by cable to a computer and has the ability to optical contact with deformation marks in the form of triple prism reflectors installed on controlled building structures. The marks mounted on the cover are fixed by means of clamps on the outlets of the cover. One of these brands is a control and is equipped with an additional reflector. The distance between the reflectors is metrologically certified according to the measured coordinates.

The disadvantage of the system is that in conditions of remoteness of the pipeline and permafrost, it is impossible to provide an electronic total station with constant electrical power. In addition, there may be a violation of accurate positioning and performance when installing a total station in a remote area in the absence of protection and in the conditions of atmospheric and natural influences.

There is also a technical solution according to the patent of the Russian Federation for invention No. 2413055 (IPC E02D 1/08, publication date 02/27/2011), concerning a method for measuring the precipitation of foundations, which includes periodic measurements of the position of the brand located on the foundation with respect to a practically fixed frame. The position of the mark in height is measured by a linear displacement transducer with a converter of the values of these displacements into an electrical signal relative to a practically stationary reference point located under the mark in the ground below the freezing of the soil and its deformation zone from the foundation.

The disadvantage of this method is the lack of the ability to connect power sensors, given a sufficiently large number of them on the main pipeline. In addition, the known measurement method is rather narrow in application and unsuitable for use as a means of monitoring trunk pipelines, since there are no means of accumulation and data processing.

The objective of the proposed technical solution is to increase the reliability of operation and environmental safety of high pressure pipeline systems, with which they ensure the transportation of hazardous liquids and gases at oil and gas facilities, through the introduction of modern methods of monitoring and diagnostics of pipeline systems, providing a comprehensive assessment of their technical condition and compliance with current parameters to the design values, in particular, the planning and altitude position.

The technical result achieved by using the claimed invention consists in the use of a set of interconnected monitoring measures, including control of the position of deformation marks using optical geodetic instruments and using mobile satellite geodetic receivers, monitoring the position of deep benchmarks using mobile satellite geodetic receivers, using the state system coordinates only at the initial stage for linking network points to the local coordinate system, p Conducting geodetic measurements in the local coordinate system, reducing the time and labor required to determine the coordinates of the pipeline for operational needs, simplifying the procedure for handling, storing and transmitting data on the plan-height position of the pipeline when performing measurements while increasing the reliability (accuracy) and speed of forming the result obtained data on the current position of pipelines and supports.

The high quality of the pipeline position control system is ensured by:

- stability of the spatial position of points of the local geodetic network;

- providing the ability to control the stability of the spatial position of the points of the local geodetic network during each measurement of the PVP of the pipeline;

- high accuracy in determining the relative position of adjacent network points;

- sufficient density of points and the brevity of the time interval necessary for measuring coordinates with high accuracy;

- simplicity and accessibility of measurement operations for personnel of the operating organization.

SUMMARY OF THE INVENTION

The problem is solved in that the method of monitoring the position of the overhead pipeline in permafrost, according to the technical solution, includes the installation of deformation marks on the foundation piles of the pipeline support at a distance of not less than 0.5 m from the ground, the installation of underground deep benchmarks, which are placed on a distance of not more than 1.5 km from each other and not more than 50 meters from the supports, the installation of reference stations along the pipeline at a distance of 20-40 km from each other, which are made with the possibility of reception Achi information to the server; at the same time, when installing ground depth benchmarks and reference stations, their coordinates are determined in the state network, the obtained coordinates are transferred using the key to local coordinates, which are transmitted to the server, after which, in the local coordinate system, they carry out a zero cycle of measuring the coordinates of deformation marks relative to ground depth benchmarks, the coordinates of the grades determine the zero planning and height position of the pipeline, the coordinates of the grades are also transmitted to the server, and based on the results of all measurements, a project a new digital model of the pipeline, then during the operation of the pipeline, control measurements of the coordinates of the deformation grades characterizing the current planning and elevation position (PVP) of the pipeline are carried out, while control measurements are made using mobile GPS / GLONASS receivers, which ensure the receipt and transmission of measurement data to the server, build the current digital pipeline model, which is compared with the design digital pipeline model, and determine the pipeline sections on which the deviation of the current about its position from the design exceeds the permissible values, while the control measurements of the coordinates of the deformation marks are carried out at least 1 time per month during the first year of operation of the pipeline and at least 2 times a year. The coordinates of the marks relative to the benchmarks in the local coordinate system characterizing the zero planning and height position of the pipeline can be measured by optical control devices. The mobile GPS / GLONASS receiver can be equipped with wireless communications for receiving and transmitting information to the server. During the operation of the pipeline, control measurements of the coordinates of ground deep benchmarks are carried out, which are stored on the server and used when measuring the position of deformation grades using optical control devices, while control measurements of the coordinates of ground deep benchmarks are carried out at least 1 time per month during the first year of operation of the pipeline and at least 2 times a year. The deformation marks can be made of rolled steel, for example, a steel corner, pipe or reinforcement, with the formation of an acute angle, while the marks are attached to a metal grillage or head of the support pile in such a way that the peak of the acute angle is the top point of the deformation mark, the position of which is the point of taking readings of the plan-high-altitude position. A deformation mark is provided to each pile of the foundation of the pipeline support. The deep bench consists of a metal pipe, a bench head made of stainless steel with a polished spherical surface, and a concrete "anchor" installed in the well, while the bench is equipped with a protective casing of a metal pipe filled with sandy non-porous soil. Each benchmark is set to a depth of not less than the depth of the border for maximum seasonal thawing of soils increased by 1 m, in particular, to a depth of not less than 11 m. The deep benchmarks used in the implementation of the proposed method consist of a metal pipe, for example, with a diameter of 57 mm in length 11.6 m, a reference head made of stainless steel with a polished spherical surface, and a concrete "anchor" installed in a borehole with a diameter of 500 mm, while the benchmark is equipped with a protective casing of a metal pipe with a diameter of 426 mm filled with sandy non-porous soil. Sensors of the planned altitude position are placed on the pipeline on the compensators in the place of the maximum possible change in the position of the pipeline, information from the sensors is sent to the server using a fiber optic communication line or using a radio modem through a reference station. The reference station includes multi-frequency navigation equipment of the consumer GLONASS or GLONASS / GPS phase mode; multifrequency GLONASS or GLONASS / GPS geodetic GNSS antenna with systems for suppressing multipath and reflected signals, an eccentricity index of the phase center of not more than 2 mm, a device for mounting on a fixed object; a computer with a controller function to configure the equipment of a permanent reference station; software to perform the basic functions of a reference station. The reference station may include a backup power unit.

The reference stations provide their accurate positioning and transmission of information to a server that uses this information to calculate the necessary corrections for transferring them to mobile GPS / GLONASS receivers (rovers), as a result of which the exact coordinates are displayed on the controller display to the rover in real time its location.

They spend from 1 to 3 minutes on one measurement. For comparison: the use of the traditional method of measuring the coordinates of points by using the "Static" mode, i.e. in the absence of an automated network, it takes 20-30 minutes to measure the coordinates of 1 point, and post-processing of data using specialized software on a mobile computer or AWP is also required.

When the rover is removed from the reference stations at a distance of no more than 8-10 km, the PVP measurement error does not exceed ± 25 mm, and when the rover is removed from the reference stations at a distance of 15-20 km, the PVP measurement error does not exceed ± 40 mm.

BRIEF DESCRIPTION OF THE DRAWINGS

The invention is illustrated by the following drawings.

In FIG. 1 schematically shows a variant of placement of the depth benchmark,

In FIG. 2 schematically shows a possible installation of a reference station antenna.

In FIG. 3, 4 schematically present options for placing a deformation mark on a pile of the foundation of the support.

In FIG. 5-11 schematically shows the mutual arrangement of deformation marks, deep benchmarks, reference stations, benchmarks of the state geodetic system and the interaction between them.

The positions in the drawings indicate:

1 - deep benchmark of the local geodetic network, 2 - reference station, 3 - deformation mark, 4 - pile, 5 - pipeline, 6 - pipeline support, 7 - server, 8 - measuring instruments, 9 - benchmark of the state geodetic network.

BEST MODE FOR CARRYING OUT THE INVENTION

The inventive method is implemented during operation of the pipeline with the installation of the geodetic network, however, the first necessary actions are already taken at the stage of installation of the pipeline and installation of supports.

The geodetic network on the main pipeline secures a single coordinate system (or several interconnected coordinate systems). The accuracy of the network construction provides an assessment of the margin of safety and the residual life of the pipeline in the monitoring mode of its condition. A geodetic network is built along the pipeline in the form of reference stations connected to the data processing center (ground-based geodetic points) located at its nodes, and many special control deformation marks fixed on the pipeline supports. As reference stations, specialized geodetic receivers of the navigation signal of global navigation satellite systems (GNSS) are used.

To control the height of the oil pipeline, the state of associated facilities, as well as the state and effectiveness of engineering protection measures during the construction of the main pipeline and its operation, geotechnical monitoring is necessary, for which the following preparatory steps are performed.

1. Install the depth bench 1 along the pipeline 5. The depth bench consists of a metal pipe (reference pipe) with a diameter of 57 mm and a length of 11.6 m, a reference head and a concrete “anchor” installed in the well with a diameter of 500 mm. A special spherical head is welded to the upper part of the reference pipe, made of stainless steel with a polished spherical surface with a radius of 25 mm. A 3 mm deep hole is made in the spherical head. The lower part of the deep benchmark is equipped with an "anchor" to increase stability and counter the possible forces of frost heaving. Anchor can be made in two ways: at the installation site of the benchmark or in the factory. In the manufacture of the “anchor” in the field (at the bench mounting site), a sheet with a thickness of 4 mm, a width of 50 mm and a length of 1000 mm in the form of a “screw” is welded to the end of the reference pipe. Then a cement-sand mortar 20 cm thick from the bottom of the well is poured into the well. In the factory, the "anchors" are made of concrete with the installation of embedded parts. The embedded part is made of a pipe with a diameter of 57 mm of a 4 × 50 mm sheet welded to it. An "anchor" with a reference pipe is connected using a threaded connection. The reference pipe is protected against frost forces by means of a protective pipe with a diameter of 89 mm with two sealing cuffs at the ends. The space between the reference and protective pipes is filled with TsIATIM 221 grease or an equivalent, taking into account the grease’s working capacity for at least 40 years and the operating temperature range from minus 60 to plus 150 ° С. To protect the deep benchmark from destruction or damage, it is equipped with a protective casing of a metal pipe with a diameter of 426 mm filled with sandy non-porous soil. A protective casing is installed in a pre-drilled well with a diameter of 500 mm. The casing cover is also made of a pipe with a diameter of 426 mm from sheet steel with a thickness of 8 mm. For tight fit of the lid to the casing after closing, 4 special guides are welded to the inner surface of the casing. 200 mm long, made of pipe segments with a diameter of 426 mm. A special identification mark is welded to the top of the lid, made of reinforcement 800 mm long and a metal sheet 3 mm thick, which indicates the reference number, name and contact information of the operating organization. Filling around the deep benchmark in a radius of 1.0 m and to a depth of maximum seasonal thawing (2.5 m) is made of non-porous soils (dry sand of medium size or fine).

2. Install deformation marks on all supports of the controlled pipeline as geodetic marks 3. Stamps designed to monitor the deformation of the pipeline during overhead installation are mounted on piles 4 supports 6. Deformation marks are made of rolled steel (reinforcing, round steel, angles and etc.) with turning to obtain a spherical surface when installing a corner vertically or by cutting a corner for fixed installation of a rail when the corner is in a horizontal position. The deformation mark can be directly fixed to the supporting structure or through an additional channel. Fastening, as a rule, is carried out by a weld to the pile heads. Deformation marks are assigned a serial number for accounting and zero measurement of their altitude is performed. The number of grades fixed on the pipeline largely depends on the accuracy requirements for measuring the PVP values and the capabilities of the in-line diagnostics device.

3. Install a network of constantly operating reference stations 2 along the pipeline, which covers the entire territory of the linear part of the main pipeline with its services. A network of reference stations is a set of permanently operating satellite (GNSS) reference stations installed on the ground according to a given pattern, the relative position of which is determined in a single coordinate system, combined by communication channels for collecting and processing geodetic data in a single center for storing and processing geodetic data (TSOGD server ), so as to ensure that measurements are taken and the spatial location of objects on a vast area is determined with the same accuracy and in a single reference system ETA time and space. Reference stations are placed on buildings and structures in the service line of the main pipeline or on special depth benchmarks, that is, the stations are installed of two types - with a burial in the ground, and an external antenna part to which power is supplied from any possible energy source (power line, autonomous source ), and stations installed on the control valve control box. Stations of the second type are a container in which the control panels of the automatic reference station are mounted on the roof of the block box.

The composition of the equipment of permanent reference stations includes:

- multi-frequency navigation equipment of the consumer GLONASS or GLONASS / GPS phase mode;

- multifrequency GLONASS or GLONASS / GPS geodetic GNSS antenna with systems for suppressing multipath and reflected signals, an eccentricity index of the phase center of not more than 2 mm, a mounting device on a fixed object;

- a computer with a controller function to configure the equipment of a permanent reference station;

- software to perform the basic functions of a reference station;

- backup power unit;

- air conditioning.

Subscriber equipment - mobile stations (rovers) equipped with multi-frequency navigation equipment of the GLONASS or GLONASS / GPS consumer with a phase mode of use and communications. The subscriber equipment includes the following equipment:

- multi-frequency navigation equipment of the consumer GLONASS or GLONASS / GPS phase mode;

- multi-frequency compact GLONASS or GLONASS / GPS antenna of geodetic class;

- a controller and software to perform the basic functions of a mobile station;

- a mobile computer with special software for the accumulation and subsequent processing of field measurements with the ability to connect to the network, to obtain navigation data stored in the TSOGD (center for storage and processing of geodetic data) (only for deferred processing mode "POST") Design solution of subscriber equipment It is not the subject of the claimed invention and is not represented in the figures.

In the administrative building for servicing the main oil pipeline, a Center for storage and processing of geodetic data (TSOGD) is installed, which includes one or more servers with special network software. The computing center carries out:

- communication with satellite receivers of single base stations, setting their internal parameters;

- receiving data from base stations, quality control, automatic recording of data files to the hard disk of a computer (server of the control center);

- converting data to RINEX format, placing files on an FTP server, or web site to receive them by users on the Internet;

- the formation of corrective information for users who determine their location in real time in the coverage area of the base station network;

- transmission of corrective information through various communication channels (radio, cellular, Internet);

- message generation and event logging during the operation of the control center, notification of the control center operator about changes in the status of satellites, base stations, communication lines and users working with the system.

In addition, with the help of the control center software, real-time monitoring of user work is organized with their identification and taking into account RTK measurement sessions, automatic processing of user measurements together with data from base stations, calculation of user object coordinates and reporting.

SHOGD should provide:

- continuous acquisition of data from global navigation satellite systems from constantly operating reference stations;

- long-term storage (at least 1 year) of the received data from each constantly operating reference station;

- comprehensive mathematical processing of the received data coming in real time from constantly operating reference stations;

- Real-time visualization of data received from permanent reference stations and the results of their processing;

- provide remote diagnostics of constantly operating reference stations;

- provide remote configuration of permanent reference stations;

- provide remote programming of permanent reference stations;

- provide high reliability and fault tolerance.

The GPS / GLONASS receiver equipment should include:

- multi-frequency navigation equipment of the consumer GLONASS or GLONASS / GPS phase mode;

- multi-frequency compact GLONASS or GLONASS / GPS antenna of geodetic class;

- a controller and software to perform the basic functions of a mobile station;

- a mobile computer with special software for the accumulation and subsequent processing of field measurements with the ability to connect to the network, to obtain navigation data stored in the TSOGD (only for the delayed processing mode "POST").

GPS / GLONASS receivers should be specifically designed for use in networks of reference stations.

To perform geodetic works at permanent reference stations, satellite equipment of GLONASS or GLONASS / GPS systems is used.

The planned-height position of the pipeline is determined by the spatial coordinates of its axis at control points.

To implement the proposed method using the above equipment and apparatus, proceed as follows.

In FIG. 5 schematically presents the first stage of the implementation of the proposed method - the creation of a local reference geodetic network, consisting of deep benchmarks 1, the coordinates of which are determined by the benchmarks of the state geodetic network 9 by determining the coordinates and elevations, and then using the key are converted into the coordinates of the local geodetic network. The local geodetic network is located along the pipeline. The number of points that determine the PVP should not be less than the number provided for by the documents regulating the alignment work when the pipeline route is laid out in kind. In accordance with the rules for performing the alignment work, control points are determined at least every 100 m, in individual sections - after 10 m and additionally in places where the direction of the axis of the pipeline changes, including inflection points on the profile.

In FIG. 6 schematically shows the second stage of the implementation of the proposed method is the installation of deformation marks 3 on the support 6 of the overhead pipeline.

In FIG. 7 schematically presents the third stage of the implementation of the proposed method - conducting a zero cycle of measuring strain marks, obtaining their coordinates and elevations in relation to the coordinates of the benchmarks in the local reference geodetic network. The coordinates of the grades are measured using measuring instruments 8, namely optical geodetic instruments (level, theodolite, total station). Thus, a database of a zero measurement cycle is formed, which characterizes the design position of the pipeline. A database with a digital model of the pipeline containing the values of the PVP of the pipeline is placed on the server 7.

In FIG. 8 schematically marks the fourth stage of the implementation of the proposed method - obtaining, processing data of the zero measurement cycle and building a digital model of the pipeline according to the readings. The information is transmitted to the server 7, which performs the above operations, and stores the processed data for future use.

In FIG. 9 shows the location of the reference stations 2 and the determination of their coordinates by reference points of the state geodetic network 9 with the subsequent conversion using the key into local geodetic coordinates. Reference stations provide corrective information for high-precision determination of coordinate data on the ground using rovers. The physical implementation of the local coordinate system is provided by a network of geodetic points located on the ground, built in the form of a set of interconnected reference stations.

In FIG. 10 schematically illustrates a current measurement process for monitoring the position of a pipeline. The operator, using the rover, which receives corrective information from reference stations, collects coordinate data and elevations from deformation marks and deep benchmarks. This data is transmitted to the server for analysis and processing.

In FIG. 11 presents the final stage of the implementation of the proposed method, which is a comparison of the data received and processed by the server during the formation of the zero measurement cycle with the data of the current measurement cycle received from the rovers. Based on the comparison results, the server determines the identity of the zero and current positions of the measurement points or fixes the deviation. If a server detects deviations from the value of the zero cycle of a particular measurement point, this point is identified by the coordinates attached to it, the problematic section of the pipeline is localized and measures are taken to restore the design position of the pipeline and, accordingly, the measurement point.

The server must be provided with continuous communication with reference stations and receive data with a pre-selected refresh rate. Various methods can be used to transfer data from reference stations to a server (to the control center):

- Continuous analog or digital modem lines can be used. The modem in the control center can be connected directly to the PC serial port via RS232, but if you need to connect several reference stations, you can use a CISCO router. The router is designed to transmit data via the LAN to the control center computer. This is an extensible solution, taking into account the number of supported lines, and it allows the use of an almost unlimited number of data lines. The computer running GPSNet receives this data through the IP protocol from the CISCO router. Remote reference stations are identified by TCP / IP port numbers;

- A frame relay connection can be used. Although this method is not always feasible using telephone networks, it may be the best method for transmitting data over long distances. In this case, it is necessary to use a data converter for the RS-232 protocol at the base station. When only Frame Relay is used for data transfer, a simpler router can be installed in the control center. With this configuration, each remote station has its own IP address, and the router transfers data from Frame Relay to LAN and vice versa;

- Data can also be transmitted over the Internet using DSL or other access. In this case, the serial protocol must be converted to TCP / IP.

The objects of the oil and gas complex are complex, dynamic and open geotechnical systems (GTS) that interact with the surrounding (external) environment. The negative impact of such objects change the properties and state of the environment. In turn, the external environment, as well as its change, negatively affects objects. Such an interaction is clearly seen in the permafrost zone. Permafrost rocks (IMF), used as the foundations of engineering objects, due to physical and mechanical heat transfer, can be both in hard frozen and in plastic frozen conditions. As a result, the bearing capacity of the IMF changes, leading to the occurrence of deformations of engineering objects. When critical parameters are reached, deformation can cause emergency situations at oil and gas facilities and unscheduled repairs that require additional financial and economic costs. Information on the technical and spatio-temporal state of the hydraulic structures can be obtained with properly organized geodetic monitoring. Geodetic monitoring of such objects is carried out at all stages of the life cycle of structures: surveys, construction, operation or their elimination.

Claims (11)

1. A method of monitoring the position of pipelines of elevated laying in permafrost conditions, characterized in that it includes
installation of deformation marks on the foundation piles of the pipeline support at a distance of not less than 0.5 m from the earth
the installation of deep soil benchmarks, which are placed at a distance of not more than 1.5 km from each other and not more than 50 meters from the supports,
the installation of reference stations along the pipeline at a distance of 20-40 km from each other, which are configured to receive and transmit information to the server;
when installing soil deep benchmarks and reference stations, their coordinates are determined in the state network, the obtained coordinates are transferred using the key to local coordinates, which are transmitted to the server, and then in the local coordinate system they carry out a zero cycle of measuring the coordinates of deformation marks relative to ground depth benchmarks, according to the coordinates stamps determine the zero planning and height position of the pipeline, the coordinates of the stamps are also transmitted to the server, and the design figures are built according to the results of all measurements A new pipeline model
then, during the operation of the pipeline, control measurements of the coordinates of the deformation grades characterizing the current horizontal and vertical position of the pipeline are carried out, while control measurements are made using mobile GPS / GLONASS receivers, which provide receiving and transmitting measurement data to the server, build the current digital pipeline model, which is compared with the design digital model of the pipeline, and determine the sections of the pipeline on which the deviation of its current position from the design exceeds allowable values, while control measurements of the coordinates of the deformation grades are carried out at least 1 time per month during the first year of operation of the pipeline and at least 2 times a year. 2. The method according to p. 1, characterized in that the measurement of the coordinates of the marks relative to the benchmarks in the local coordinate system, characterizing the zero plan-height position of the pipeline, is carried out by optical control devices. 3. The method according to p. 1, characterized in that the mobile GPS / GLONASS receiver is equipped with wireless means for receiving and transmitting information to the server. 4. The method according to p. 1, characterized in that during the operation of the pipeline carry out control measurements of the coordinates of ground deep benchmarks, which are stored on the server and used when measuring the position of deformation marks by means of optical control devices, while control measurements of coordinates of ground deep benchmarks are not less than 1 time per month during the first year of operation of the pipeline and at least 2 times a year. 5. The method according to p. 1, characterized in that the deformation marks are made of rolled steel, for example a steel corner, pipe or reinforcement, with the formation of an acute angle, while the marks are attached to a metal grillage or head of the support pile in such a way that the apex of the acute angle is the top point of the deformation mark, the position of which is the point of taking readings of the plan-high position. 6. The method according to p. 1, characterized in that the deformation mark is supplied to each pile of the foundation of the pipeline support. 7. The method according to p. 1, characterized in that the deep benchmark consists of a metal pipe, a bench head made of stainless steel with a polished spherical surface, and a concrete "anchor" installed in the well, while the benchmark is equipped with a protective casing of a metal pipe, filled with sandy non-porous soil. 8. The method according to p. 1, characterized in that each benchmark is set to a depth of not less than the depth of the border of the maximum seasonal thawing of soils increased by 1 m, in particular, to a depth of at least 11 m 9. The method according to p. 1, characterized in that on the pipeline on the compensators place the sensors of the planned altitude position in the place of the maximum possible change in the position of the pipeline, the information from the sensors is sent to the server. 10. The method according to p. 1, characterized in that the reference station includes multi-frequency navigation equipment consumer GLONASS or GLONASS / GPS phase mode; multifrequency GLONASS or GLONASS / GPS geodetic GNSS antenna with systems for suppressing multipath and reflected signals, an eccentricity index of the phase center of not more than 2 mm, a device for mounting on a fixed object; a computer with a controller function to configure the equipment of a permanent reference station; software to perform the basic functions of a reference station. 11. The method according to p. 10, characterized in that the reference station includes a backup power supply.

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