RU2818796C1 - Method of trenchless laying of pipelines - Google Patents

Abstract

FIELD: construction.

SUBSTANCE: invention relates to construction. Method includes preparation of starting and receiving pits. Equipment for horizontal directional drilling is mounted in the starting pit, and pilot wells are drilled at angle of 0 and 225 degrees relative to the axis of the future case in its cross section. Drilling equipment is dismantled and equipment for soil development is mounted. Further, work is carried out in the starting and receiving pits. Working member is stored in the pilot well at 225 degrees relative to the axis of the future case in its cross section, soil is developed in the lower section of the circular area from the pilot well at 225 to 135 degrees relative to the axis of the future case in its cross section. Section is fixed after excavation of soil. Then soil is developed in upper section of circular area: working element is stored in pilot well at 0 degrees with further development of soil alternately in two directions clockwise at 0-135 and 0-225 degrees counterclockwise. Then, equipment for excavation of soil from pits is dismantled and soil is excavated.

EFFECT: broader capabilities of trenchless laying of pipes for rocky and siliceous soils, high accuracy of the laid path, possibility of forming a tunnel of various diameters and profiles using one operating principle of equipment with a wide range of control, no need to carry out works on the entire area of the section in its cross section and length when performing works in soils with high bearing capacity.

11 cl, 10 dwg

Description

Field of technology

The invention relates to construction and can be used for trenchless linear laying of oil, gas and other pipelines under natural and artificial barriers, linearly extended structures (highways, railways, etc.), located, among other things, in monolithic rocky soils with simultaneous formation of the case, development and construction of a pre-drilled pilot well.

State of the art

There are a large number of natural and artificial obstacles along the pipeline route. This is due to the vast territory of our country, the complexity of the terrain and the severity of the climatic conditions of some of its areas, the intensive development of infrastructure, environmental and protected areas. Laying pipelines requires appropriate technical and design solutions that ensure both reliable operation of the pipeline and safe, unhindered operation of the crossed objects for their intended purpose.

Currently, many methods of laying pipelines through artificial and natural obstacles are known and successfully used. Among the trenchless methods, the following are known: controlled puncture, punching, horizontal directional drilling, microtunneling, and a combined method.

The puncture method is used for laying pipes of small and medium diameters (no more than 400-500 mm) in clayey and loamy (cohesive) soils. The disadvantage of mechanical puncture is the impossibility of use in rocky and siliceous soils and the high probability of deviation from the intended path. There is also a limitation on the diameter and length of the pipes to be pierced, since with this method the soil mass is pierced with a pipe equipped with a tip without removing the soil from the well, as a result of which considerable effort is required for puncture. The disadvantage of hydraulic piercing is the need for a water source and a place to dump the pulp. The disadvantage is the limitation on the profile of the casing being formed and the fact that piercing pipes requires a range of equipment corresponding to the diameter of the trenchless installation. The need to carry out work over the entire area of the site in its cross section and its length.

Trenchless pipe laying using the punching method is distinguished by the fact that the pipe to be laid with an open end equipped with a knife is pressed into the soil mass, and the soil, which enters the pipe in the form of a dense core (plug), is developed and removed from the face. As the pipe moves, it overcomes the forces of soil friction along its outer contour and the cutting of the blade part into the ground. The method is not used in quicksand, rocky and siliceous soils, and in hard soils it is used only for pipes of maximum diameter. The disadvantage is the limitation on the profile of the case being formed and the fact that punching requires a range of equipment corresponding to the diameter of the trenchless laying. The need to carry out work over the entire area of the site in its cross section and its length.

Horizontal directional drilling - a method based on the use of special drilling complexes. The disadvantage is that in the presence of groundwater and high soil moisture it is not applicable due to problems associated with water absorption and filtration, and also requires the disposal of a large volume of spent bentonite. The method is characterized by a high risk of use in rocky and siliceous soils without preparing the starting and receiving pits, due to the risk of breakage of the drill string in short and deep sections of the pipes being laid, significant force at the bottom and bending of the drill string. The disadvantage is the limitation on the profile of the formed case and the fact that drilling requires a range of equipment corresponding to the diameter of the trenchless laying. The need to carry out work over the entire area of the site in its cross section and its length.

The microtunneling method is automated tunneling with a diameter of 200 to 3600 mm with pushing through the pipe lining structure, which is carried out without the presence of people in the excavation. This is a trenchless method of laying pipelines and communications using special jacking stations, in which the pipe is “pushed” through the soil from one station to another at a distance of up to 50-5000 m. Disadvantages: it is used in the presence of a large annulus, and expensive equipment is used during the work. The disadvantage is the limitation on the profile of the formed case and the fact that microtunnelling requires a range of equipment corresponding to the diameter of the trenchless installation. The need to carry out work over the entire area of the site in its cross section and its length.

There is a known method for trenchless laying of casings under roads and railways during the construction of main pipelines (RF patent for invention No. 2362080, class IPC F16L 1/028, published 07/20/2009), which includes the following steps: preparing a receiving and working pit, laying it on the bottom of the working pit is a guide frame; a pipe is laid on the latter, the diameter of which is 10-30 times less than the diameter of the pipeline casing. A small-diameter guide channel is first made by pressing a hole along the axis of the specified location of the case, a low-power linear explosive is placed in it, it is detonated, then a pipe with a conical tip 2-31 times smaller than the case diameter is inserted into the resulting small-diameter guide channel. The soil is punctured by welding pipe sections until the tip exits into the receiving pit, a small-diameter pipe is removed and a linear explosive is pulled into the resulting well. On the road, above the place where the case is installed, energy-reflecting or energy-absorbing screens or a combination thereof are laid and the elongated explosive charge is detonated, and the case is inserted into the resulting channel. Cannot be used in rocky and siliceous soils. The disadvantage is the limitation on the profile of the formed case and the fact that tunneling requires a range of equipment corresponding to the diameter of the trenchless installation. Use of explosives. The need to carry out work over the entire area of the site in its cross section and its length.

There is a known method for trenchless laying of casings under roads and railways during the construction of main pipelines (RF patent for invention No. 2639410, class IPC F16L 1/028, F16L 7/00, A61H 3/00, published 12/21/2017), including the following steps : preparing the working and receiving pits. A guide frame is placed at the bottom of the working pit, and a pipe with a conical tip is placed on it. A guide channel of small diameter is pre-made, a linear low-power explosive is placed in it, it is detonated, and then a guide pipe 2.0-2.5 m long is placed in the resulting guide channel of a larger diameter, the axis of which coincides with the puncture trajectory into which the pipe with a conical tip. The channel is punctured using large sections of pipe until the pipe is stuck in loamy soil, which does not allow the puncture operation to continue. In the pipe performing the puncture, a linear low-power explosive is placed along its entire length and a shock explosion is performed. The puncture is continued with the pipe freed from being stuck by the soil until the conical tip exits into the receiving trench, after which the guide pipe and the pipe with the conical tip are removed from the soil. A calculated charge of linear explosive is pulled into the resulting channel, detonated, and a case is installed in the resulting channel. The method is characterized by a high risk of use in rocky and siliceous soils, due to damage to the guide pipe and pipe with a conical tip, soil properties, significant force at the bottom and pipe bending. The disadvantage is the limitation on the profile of the formed casing and the fact that laying the casings requires a range of equipment corresponding to the diameter of the trenchless laying. Use of explosives. The need to carry out work over the entire area of the site in its cross section and its length.

The disadvantages of the known methods are the limitations and risks associated with: the type of soil at the site of trenchless pipe laying; the likelihood of deviation from the intended path; diameter of the pipes being pierced; profile of the formed case; using expensive equipment; the use of explosives, which significantly increases the requirements for work safety; the need to carry out work over the entire area of the site in its cross section and its length.

Disclosure of the Invention

The technical result of the invention is to expand the capabilities and reduce the risks associated with: the type of soil at the site of trenchless pipe laying; the likelihood of deviation from the intended path; diameter of the pipes being pierced; profile of the formed case; using expensive equipment; the use of explosives, which significantly increases the requirements for work safety; the need to carry out work over the entire area of the site in its cross section and its length.

The specified technical result is achieved by the fact that the method of trenchless pipeline laying includes the following stages: preparation of the starting and receiving pits, installation of equipment for horizontal directional drilling in the starting pit; drilling pilot wells at an angle of 0 and 225 degrees relative to the axis of the future case in its cross section; dismantling of drilling equipment from the starting pit; installation of equipment for soil development; further work is carried out in the starting and receiving pits: the working element is stored in a pilot well at 225 degrees relative to the axis of the future case in its cross section; soil is developed in the lower section of the circular sector from the pilot well at 225 degrees to 135 degrees relative to the axis of the future case in its cross section; carry out fixation of the area formed after excavation of the soil; then they develop the soil in the upper section of the circular sector: they store the working body in a pilot well at 0 degrees, followed by the development of the soil alternately in two directions clockwise at 0-135 and 0-225 degrees counterclockwise relative to the axis of the future case in its cross section; then the equipment for developing soil from the starting and receiving pits is dismantled; and then excavation is carried out.

In soils with increased bearing capacity, soil can be excavated from the formed tunnel and then the case is installed. In soils with average bearing capacity, soil excavation can be carried out from the case.

A diamond wire machine can be used as equipment for soil development, which allows making cuts in both the vertical and horizontal planes of the soil mass.

In soils with increased bearing capacity, fixation of the lower section of the circular sector formed after excavation can be carried out by installing support plates.

In soils with average bearing capacity, for the formation of a future case, starting from the lower section, circular sectors formed after excavation of the soil in sections can be reinforced, fixed and filled with concrete.

For soils with increased bearing capacity, soil excavation from the formed tunnel can be carried out as follows: using an anchor connection of the excavated soil mounted along the axis and a device that provides traction force on roller supports mounted in the starting pit; a perforated pipe is installed into the pilot well at 0 degrees relative to the axis of the formed tunnel along the length of the pilot well and an anti-friction substance is injected, while a container is provided at the location where the support plates are mounted to collect the anti-friction substance; Partial excavation of soil is carried out on roller supports and the excavated soil is developed using soil development equipment, followed by removal of the developed part from the starting pit, the operation is repeated until the excavated soil is completely removed. Water or gel can be used as an antifriction substance.

For soils with average bearing capacity, excavation of soil from the case can be carried out by washing, pushing, or mechanized methods.

For soils with average bearing capacity, soil excavation from the case can be carried out using an auxiliary device mounted on the working element. Buckets, scrapers, teeth, and lugs can be used as auxiliary devices.

Brief description of drawings

In fig. Figure 1 shows a general view of the arrangement of working equipment for implementing the method of trenchless pipeline laying: a) front view, b) top plan view.

In fig. Figure 2 shows a cross-sectional diagram of the future case: a) front view, b) top view, c) side view, d) YZX view.

In fig. Figure 3 shows a general view of a variant of equipment for soil development - a diamond wire machine.

In fig. Figure 4 shows a diagram of soil development in the lower section of the circular sector: a) front view, b) top view, c) side view, d) YZX view.

In fig. Figure 5 shows a diagram of soil development in the upper section of the circular sector: a) front view, b) top view, c) side view, d) YZX view.

In fig. Figure 6 shows a diagram of the installation of an anchor connection and a perforated pipe.

Figure 7 shows a diagram of the formation of the case.

In fig. Figure 8 shows a diagram of soil excavation from the case.

In fig. 9 shows the possible cross-sectional shapes of the cases: a - semicircular; b - square; c - ellipsoid; g - circular.

In fig. Figure 10 shows a photograph of a working model of working equipment for implementing the trenchless method of laying pipelines.

The following designations are used in the figures: 1 - starting pit; 2 - drive of the working body in the starting pit; 3 - soil; 4 - railway track; 5 - base of the railway track; 6 - working body; 7 - drive of the working body in the receiving pit 8; 9 - support plate; 10 - pilot well; 11 - perforated pipe; 12 - anchor; 13 - circular sector; 14 - clamp; 15 - auxiliary device for excavation (installed on working body 6); 16 - frame, 17 - electric motor, 18 - gearbox, 19 - rocker, 20 - drive of the working element of the current model of equipment for implementing the method.

Carrying out the invention

The proposed method for trenchless linear laying of oil, gas and other pipelines under natural and artificial barriers is carried out as follows. A general view of the arrangement of working equipment for implementing the method of laying pipelines is shown in Fig. 1.

According to the method for trenchless laying of an oil or gas pipeline, at the first stage, preparation of the starting 1 and receiving 8 pits is carried out, installation of equipment for horizontal directional drilling in the starting 1 pit; drilling parallel pilot holes at an angle of 0 and 225 degrees relative to the axis of the future case in its cross section, in accordance with Fig. 2; dismantling of drilling equipment from the starting pit 1; installation of equipment for soil development. In this case, soil development refers to the process of influencing soil (cutting, sawing, etc.) for the purpose of its extraction and/or removal.

Further work is carried out in the starting 1 and receiving 8 pits: the working element 6 is stored in a pilot well at 225 degrees relative to the axis of the future case in its cross section. A diamond wire rope can be used as a working body 6; it can also be made flexible and equipped with lugs - buckets, scrapers, etc.

Then the soil is developed in the lower section of the circular sector from the pilot well at 225 degrees to 135 degrees relative to the axis of the future case in its cross section; carry out fixation of the area formed after excavation of the soil (Fig. 4); then the soil is developed in the upper section of the circular sector: the working body 6 is stored in a pilot well at 0 degrees, followed by the development of the soil alternately in two directions clockwise at 0-135 and 0-225 degrees counterclockwise relative to the axis of the future case in its cross section (Fig. 5); then the equipment for developing soil from the starting 1 and receiving 8 pits is dismantled; and then excavation is carried out.

In soils with increased bearing capacity, soil is excavated from the formed tunnel and then the casing is installed. In this case, soils with increased bearing capacity mean rocky and semi-rocky soils, that is, soils with rigid structural connections.

In soils with average bearing capacity, soil excavation is carried out from the case. By soils with average bearing capacity we mean dispersed soils, that is, soils with water-colloidal and mechanical structural bonds.

A diamond-wire machine (Fig. 3), which is intended, for example, for extracting blocks of natural stone in open quarries, separating the primary monolith and passivating the extracted blocks, can be used as equipment for soil development. Rotating the carriage of such a machine by 360° allows you to make cuts in both the vertical and horizontal planes of the array. The claimed method uses the principle of its operation and, in the case of rocky soils, its working body, and in the case of less dense soils, a flexible working body equipped with buckets, scrapers, teeth, lugs, etc. Such equipment has the ability to form tunnels of various profiles and diameters, including circular ones, by moving the drive of the working element along a guide. Also, other equipment operating on a similar principle can be used as equipment for soil development.

In soils with increased bearing capacity, the lower section of the circular sector formed after excavation can be fixed by installing support plates 9.

In soils with average bearing capacity, to form the future case, starting from the lower section, the circular sectors formed after excavation of the soil in sections (Fig. 7) are reinforced, fixed and filled with concrete.

For soils with increased bearing capacity, soil excavation from the formed tunnel is carried out as follows: using an anchor connection mounted along the axis of the soil being removed and a device that provides traction force on roller supports mounted in the starting pit. A winch, etc. can be used as a device providing traction force. A perforated pipe 11 is installed into the pilot well at 0 degrees relative to the axis of the formed tunnel (Fig. 6) along the length of the pilot well and an antifriction substance is injected, while a container is provided at the location where the support plates 9 are mounted to collect the antifriction substance. A partial excavation of soil is carried out on roller supports and the excavated soil is developed using soil excavation equipment, followed by the removal of the developed part from the starting 1 pit, the operation is repeated until the excavated soil is completely removed.

Water or gel can be used as an antifriction substance.

For soils with average bearing capacity, excavation of soil from the case can be carried out by washing, pushing, or mechanized methods.

For soils with average bearing capacity, soil excavation from the case can be carried out using an auxiliary device 15 mounted on the working body 6 (Fig. 8). In this case, buckets, scrapers, teeth, and lugs can be used as an auxiliary device.

The proposed method allows you to form almost any required diameter and shape of the tunnel by specifying the appropriate algorithm for the operation of the drive mechanisms (Fig. 9a-9d). The use of the method allows you to perform a wide range of tasks: sawing through soil of various profiles; construction of inclined tunnels; development of high-density soil; removal of soil from the development site; formation of confuser and diffuser tunnels, etc.

The length of the developed section for laying pipelines has distance restrictions determined by the capabilities of the working body, the equipment used, as well as the bearing capacity of the soil.

Implementation example

To study the processes occurring during the implementation of the proposed method of trenchless laying of an oil or gas pipeline, a stand was created that allows simulating operating conditions. The stand is a large-scale operating model of working equipment for implementing a trenchless method of laying pipelines (Fig. 10), including a symmetrical drive system installed in the starting and receiving pit (working well) and includes a frame 16 on which a rotation drive mechanism is installed, consisting from the electric motor 17 and the reduction gear 18. The output shaft of the gearbox 18 of the drive mechanism rotates the slide 19, on which the drive 20 of the working element 6 is located. The drive 20 of the working element 6 has the ability to move along the stage. The forward motion is used to saw along the trajectory specified by the rotating slide. It is possible to synchronize the operation of drive mechanisms, thereby ensuring a given algorithm of their operation.

The advantages of this design scheme are: the possibility of using various types of drive mechanisms (electric drive, hydraulic drive, pneumatic drive, combined drive, etc.); simplicity of design; high level of environmental friendliness of work; the ability to operate equipment in various climatic conditions; unification of used parts and assemblies; wide range of adjustment of operating parameters; low production costs, etc.

A large-scale operating model of working equipment for implementing the trenchless method of laying pipelines (Fig. 10) is an experimental design development and is used to conduct comparative tests of simulators of the executive bodies of machines implementing trenchless transition technologies, as well as drive mechanisms.

Thus, the proposed method for trenchless pipeline laying provides: expansion of the capabilities of trenchless pipe laying, including for rocky and siliceous soils; increasing the accuracy of the laid path; the possibility of developing soil with its subsequent extraction and formation of a tunnel for installation of a casing or the formation of a casing of various diameters and profiles using one operating principle of equipment with a wide range of regulation; the possibility of using equipment with a simple design and a high level of environmental friendliness of work; the ability to operate equipment in various climatic conditions with the unification of the parts and assemblies used, a wide range of adjustment of operating parameters, low cost of work with increased safety and reduced labor intensity of the work performed, no need to carry out work over the entire area of the site in its cross section and length when performing work in soils with increased bearing capacity.

A comparative analysis of the claimed method showed that the totality of its essential features is unknown from the prior art and, therefore, meets the “Novelty” patentability condition.

In the prior art, no features were identified that coincided with the distinctive features of the claimed method and affected the achievement of the declared technical result, therefore the claimed invention complies with the patentability condition “Inventive step”.

The information provided confirms the possibility of using the claimed method for trenchless laying of pipelines, which can be used for linear laying of oil, gas and other pipelines under natural and artificial barriers, linearly extended structures, and therefore meets the patentability condition “Industrial applicability”.

Claims (11)

1. A method for trenchless pipeline laying, including preparation of starting and receiving pits, installation of equipment for horizontal directional drilling in the starting pit; drilling pilot wells at an angle of 0 and 225 degrees relative to the axis of the future case in its cross section; dismantling of drilling equipment from the starting pit; installation of equipment for soil development; further work is carried out in the starting and receiving pits: the working element is stored in a pilot well at 225 degrees relative to the axis of the future case in its cross section; soil is developed in the lower section of the circular sector from the pilot well at 225 degrees to 135 degrees relative to the axis of the future case in its cross section; carry out fixation of the area formed after excavation of the soil; then they develop the soil in the upper section of the circular sector: they store the working body in a pilot well at 0 degrees, followed by the development of the soil alternately in two directions clockwise at 0-135 and 0-225 degrees counterclockwise relative to the axis of the future case in its cross section; then the equipment for developing soil from the starting and receiving pits is dismantled; and then excavation is carried out. 2. The method according to claim 1, characterized in that in soils with increased bearing capacity, soil is excavated from the formed tunnel and then the case is installed. 3. The method according to claim 1, characterized in that in soils with average bearing capacity, soil is excavated from the case. 4. The method according to claim 1, characterized in that a diamond wire machine is used as equipment for soil development, which allows making cuts in both the vertical and horizontal planes of the soil mass. 5. The method according to claim 2, characterized in that the fixation of the lower section of the circular sector formed after excavation is carried out by installing support plates. 6. The method according to claim 3, characterized in that to form the future case, starting from the lower section, the circular sectors formed after excavation of the soil in sections are reinforced, fixed and filled with concrete. 7. The method according to claim 5, characterized in that for soils with increased bearing capacity, excavation of soil from the formed tunnel is carried out as follows: using an anchor connection of the excavated soil mounted along the axis and a device providing traction force on roller supports mounted in the starting pit ; a perforated pipe is installed into the pilot well at 0 degrees relative to the axis of the formed tunnel along the length of the pilot well and an anti-friction substance is injected, while a container is provided at the location where the support plates are mounted to collect the anti-friction substance; Partial excavation of soil is carried out on roller supports and the excavated soil is developed using soil development equipment, followed by removal of the developed part from the starting pit, the operation is repeated until the excavated soil is completely removed. 8. The method according to claim 7, characterized in that water or gel is used as an antifriction substance. 9. The method according to claim 3, characterized in that for soils with average bearing capacity, soil is removed from the case by washing, pushing, or mechanized. 10. The method according to claim 3, characterized in that for soils with average bearing capacity, soil is removed from the case using an auxiliary device mounted on the working element. 11. The method according to claim 10, characterized in that buckets, scrapers, teeth, and lugs are used as auxiliary devices.