Backfilling of the interpipe space with cement-sand mortar. Methods and technologies for cementing wells: how to prepare and pour cement slurry. On the right is a diagram of water pressure on the inner cylindrical surface of the pipe
The invention relates to the construction of pipelines. The method is intended to eliminate temperature stresses in pipelines of the “pipe-in-pipe” type in the operating sealed state of the internal pipeline (in the absence of excess pressure in the interpipe space) without installing special compensators inside. The method consists of placing sealing units in the annulus space, made in the form of spiral sleeves tightly wound to each other. The hoses are made of elastic, air-impermeable material; they are wound with a small gap along the ends of the “pipe-in-pipe” type pipeline on internal pipeline in the form of two spirals, each with a length of at least internal diameter pipeline. The spirals are inserted into the annulus, the sleeves are filled with air, the ends of the annulus are closed with ring plugs rigidly connected to the outer pipeline, ensuring free movement of the outer and internal pipelines relative to each other in the absence of excess pressure in the annulus. The technical result of the invention is to increase the reliability of protection environment. 2 salary f-ly.
The invention relates to the construction of pipelines, mainly underwater crossings, and is intended to eliminate temperature stresses in “pipe-in-pipe” type pipelines in operating condition without installing special compensators inside and to prevent liquid hydrocarbons pumped through an internal pipeline from entering the environment in the event of a leak in the internal pipeline .
It is known to construct pipelines of the “pipe-in-pipe” type, in which the interpipe space is sealed by filling spiral hoses loosely wound towards each other along the entire length of the internal pipeline with a hardening agent. cement mortar. Temperature stresses in the internal pipeline are suppressed by installing special compensators in the form of closed metal cavities spirally wound towards each other (A.S. USSR No. 1460512, class F16L 1/04, 1989).
The disadvantage of sealing the interpipe space in this case is the mandatory installation of temperature stress compensators inside the “pipe-in-pipe” type pipeline, which significantly complicates and increases the cost of the entire known “pipe-in-pipe” type pipeline design.
Closest in essence technical solution is the sealing of pipeline cavities, in which the seals are made in the form of tightly wound spiral hoses, the hoses are filled with incompressible fillers (RF patent, No. 2025634, Class F16L 55/12, 1994).
In this case, complete sealing of the space is not ensured with a sufficiently large excess pressure in front of the seal. Such pressure can be in front of the sleeve seal if it is installed in the annulus. If the internal pipeline of the “pipe-in-pipe” system is damaged (tightness is broken), the polluting liquid can leak through the spiral gaps between tightly wound hoses that are not deformable under pressure, round in cross-section with an incompressible filler, and enter the environment. Such sealing of the pipeline cavity has a limited scope and can only be used when the pressure in front of the hose seal is close to atmospheric, i.e. only when conducting repair work for elimination (cutting) damaged areas conventional (not “pipe-in-pipe”) pipelines.
The purpose of the invention is reliable protection environment from spills of liquid hydrocarbons in case of violation of the tightness of the internal pipeline of the “pipe-in-pipe” system and ensuring compensation of temperature stresses in the internal pipeline in working condition (without violating its tightness) due to the free axial movement of the internal pipeline relative to the external one in good condition of the “pipe-in” system pipe."
Reliable environmental protection is achieved due to the fact that the sealing of the annulus space is carried out by installing tightly wound spiral-shaped hoses made of elastic air-tight material into the annulus space, which are filled with a compressible filler (air). If the tightness of the internal pipeline is broken, the excess pressure in the annulus increases, compresses and tightly presses the spirally wound hoses with air to the walls of the outer and internal pipelines, thus ensuring complete tightness of the annulus.
Providing compensation for temperature stresses of the internal pipeline in operating condition (in the absence of excess pressure in the interpipe space) is achieved due to the fact that air is supplied to the spirally wound hoses at low pressure, close to atmospheric pressure, at which there are practically no friction forces between the hoses and the walls of the internal pipeline , preventing the relative longitudinal movement of the external and internal pipelines in good condition.
The method is implemented as follows. The hoses are made of an elastic air-tight material, they are wound with a small gap along the ends of the pipe-in-pipe pipeline onto the internal pipeline in the form of two spirals, each with a length of at least the internal diameter of the pipeline, the spirals are inserted into the interpipe space, the hoses are filled with air, the ends of the interpipe space closed with ring plugs rigidly connected to the outer pipeline, ensuring free movement of the outer and inner pipelines relative to each other in the absence of excess pressure in the interpipe space. To eliminate temperature stresses in a “pipe-in-pipe” pipeline, impermeable hoses wound in the form of a tight spiral on the internal pipeline are filled with air at a pressure that ensures free movement of the pipelines relative to each other in the absence of excess pressure in the interpipe space.
To prevent spontaneous unwinding of the spirals when inserting them into the annulus, the ends of the spirals are connected with a flexible connection or their ends are limited by ring bushings.
CLAIM
1. A method for sealing the annular space of pipelines of the “pipe-in-pipe” type, including placement in pipelines of sealing units made in the form of spiral hoses with fillers tightly wound to each other, characterized in that the hoses are made of an elastic air-tight material, they are wound with a small gap at the ends of the “pipe-in-pipe” type pipeline onto the internal pipeline in the form of two spirals, each with a length no less than the internal diameter of the pipeline, insert the spirals into the annular space, fill the hoses with air, the ends of the annular space are closed with ring plugs rigidly connected to the outer pipeline, ensuring free movement of external and internal pipelines relative to each other in the absence of excess pressure in the interpipe space.
2. The method according to claim 1, characterized in that to eliminate temperature stresses in a “pipe-in-pipe” pipeline, impermeable hoses wound in the form of tight spirals on the internal pipeline are filled with air at a pressure that ensures free movement of the pipelines relative to each other in the absence excess pressure in the annulus.
3. The method according to claim 1, characterized in that to prevent spontaneous unwinding of the spirals when inserting them into the annulus, the ends of the spirals are connected with a flexible connection or their ends are limited by annular bushings.
Method for repairing a culvert under an embankment
Author: Vylegzhanin Andrey Anatolyevich
The invention relates to the field of repair and, in particular, to methods for repairing culverts. The purpose of the invention is to reduce the labor intensity of filling the space between the defective pipe and the new pipe with concrete solution. The method of repairing a culvert under an embankment involves temporarily diverting a watercourse and installing a new pipe into the internal outline of the defective pipe with a gap. The pipe is equipped with control tubes protruding through the ceiling of the pipe into the interpipe space at a certain pitch. Filling of the interpipe space with concrete solution and its control is carried out through control tubes with their sequential plugging. The interpipe space is filled with concrete using a flexible hose placed in guides installed with outside on top of the new pipe in the interpipe space, moving it outward and removing it as the interpipe space is filled with concrete. Each section of the new pipe is formed from several rings, for example three, made of metal sheet material, preferably corrugated. 2 salary f-ly, 6 ill.
The traditional trench method of laying and replacing culverts under earthen embankments is known (Building of bridges and pipes. Edited by V.S. Kirillov. M.: Transport, 1975, p. 527, fig. XU. 14, XU 15 The disadvantage of this method is that to lay the culvert it is necessary to dig an open trench.
There is a known method for reconstructing a beam bridge by replacing it with one or two culverts (Maintenance and reconstruction of bridges. Edited by V.O. Osipov. M.: Transport, 1986, p. 311, 312, fig. X 14, X 15, X 16). This method repeats the disadvantages of the previous analogue, since it involves dismantling the upper structure of the track.
The “Method for replacing a culvert” is known, given in the description of patent RU 2183230. The method involves laying in winter time tunnel next to the defective pipe, holding it until the walls freeze, erecting support, making a vertical hole in road surface for pouring concrete, laying a new pipe in a tunnel, pouring concrete into the space between the pipe and the tunnel through vertical hole. After completion of the work, the old tube is plugged. However, the method provides for the possibility of its implementation only in winter.
Known patent RU 2265692 “Method for repairing a culvert under an embankment.” The method includes temporary diversion of a watercourse, erection of a temporary support with a top plate inside the defective pipe at the site of its defect and its fixation, and installation of parts of a new pipe into the defective pipe from its two sides. opposite sides until the ends of the opposing parts of the new pipe touch each other. To do this, releases are made in both parts for a temporary support stand, then the ends of the opposing parts of the new pipe are combined with each other and with the temporary support, the cavities between the defective and new pipes are filled with concrete mortar, and the temporary support is removed. However, the method does not disclose how the space between the defective and new pipes is filled with concrete.
The closest in technical essence to the claimed method is the “Method for repairing a culvert under an embankment”, given in the description of patent RU 2341612.
The method involves temporarily diverting a watercourse, installing sections of a new pipe into the internal outline of a defective pipe with a gap, and filling the interpipe space with concrete solution.
In the ceiling of the sections, control tubes protruding into the annulus are mounted at a certain pitch, the annulus is initially filled with concrete through the windows located in the upper part of the side walls of the section to the lower level of the windows and the windows are plugged, the ceiling part of the annulus is filled with concrete through the first tube until concrete comes out in the second tube, plug the first tube and feed concrete through the second tube until it comes out in the next tube and carry out sequential similar operations in all sections.
The disadvantage of this method is the relatively high labor intensity, since it is necessary to first make side windows to first fill the interpipe space with concrete through them, and then plug them and then sequentially fill them with concrete through the ceiling tubes.
The purpose of the invention is to reduce the labor intensity of filling the space between the defective and new pipes with concrete solution.
This goal is achieved due to the fact that in the method of repairing a culvert under an embankment, including temporarily diverting a watercourse, installing a new pipe into the internal outline of a defective pipe with a gap, equipped with control tubes protruding through the ceiling of the pipe into the interpipe space with a certain pitch, filling with concrete solution of the annulus space and its control through control tubes with their sequential plugging, according to the invention, filling the annulus space with concrete is carried out using a flexible hose placed in the annulus space with its movement outward and removal as the annulus space is filled with concrete.
The new pipe is formed from several sections made of metal sheet material, preferably corrugated.
On the outside, at the top of the new pipe, vertical guides are installed in the form of shields for placing and moving a flexible hose in them in the interpipe space, and the vertical guides are made with a certain pitch.
The interpipe space is filled with concrete solution from one end of the pipe using one flexible hose towards the other end of the pipe or two flexible hoses counter from both ends of the pipe
The gap between the defective and new pipes for filling the interpipe space with concrete is set to at least 100 mm.
The spacing between adjacent tubes to control the filling of the interpipe space with concrete is set depending on the dimensions of the culvert being repaired, and there must be at least one tube in each section or through one.
The height of the protrusion of the tubes in the interpipe space is set to create a gap between the end of the tube and the ceiling of the defective pipe of no more than 40 mm, while a plug is installed on each control tube on the inside of the ceiling after the concrete solution comes out of it.
The essence of the invention is illustrated by drawings, which show:
Figure 1 is a longitudinal section of a defective culvert before repair;
Figure 2 - cross-section of the culvert before repair (enlarged);
Figure 3 is a longitudinal section of a defective culvert at the beginning of filling the interpipe space with concrete;
Figure 4 is a longitudinal section of a defective culvert at the end of filling the interpipe space with concrete;
Figure 5 is a cross-section of a culvert with an installed hose (enlarged);
Fig.6 - cross-section of the culvert after repair (enlarged).
A method for repairing a culvert 1 that has defects 2, located under an embankment 3, includes temporarily diverting a watercourse, installing sections 4 of a new pipe into the internal outline of the defective pipe 1 and filling the interpipe space 6 with concrete mortar 5. To fill the interpipe space with concrete mortar, sections 4 are installed with a gap H between the defective pipe 1 and sections 4 of the new pipe of at least 100 mm.
New pipe sections are made from metal sheet material, preferably corrugated.
On the outside, at the top of the sections 4 of the new pipe, vertical guides 7 are installed in the form of shields for placing and moving the flexible hose 8 in them in the interpipe space 6, and the vertical guides are made with a certain pitch.
In addition, in each section 4, either one or two, depending on the length of the pipe being restored, control tubes 9 are pre-installed, protruding into the interpipe space 6. Tubes 9 are installed to form a gap between the end of the tube and the ceiling of the defective pipe 1 more than 40 mm, while each tube 9 on the inside of the ceiling is made with the possibility of installing a plug 10 on it.
Installation of a new pipe into a defective one is carried out entirely by pre-assembling sections 4 into a pipe and dragging it into the internal outline of the defective pipe 1 or by sequentially feeding sections 4 inside the defective pipe 1 and connecting sections 4 there together into a single pipe.
Pulling the flexible hose 9 into the annulus 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 into the cavity of the defective pipe 1, while the guide flaps 7 ensure the orientation of the flexible hose 8 in the annulus 6.
In addition, for large lengths of the defective pipe 1, it is possible to push two flexible hoses 8 backwards from both sides of the pipe (not shown).
After placing 4 sections in internal cavity defective pipe 1 is plugged with tampons into the interpipe space from the open ends of pipe 1 (not shown).
Filling the interpipe space 6 with concrete solution 5 is carried out with one flexible hose 8, moving it in the direction from one end of the pipe to the other until it is completely removed, or with two flexible hoses 8 counter to each other from both ends of the pipe.
The filling of the interpipe space 6 is monitored by the exit of the concrete solution 5 from the next control tube 9. After that, the tube is plugged with a plug 10, and the hose 8 is pushed outward and further filling of the interpipe space 6 with the concrete solution 5 is carried out until the solution 5 comes out in the next control tube 9, plugged tube 9 with plug 10 and the cycle is repeated.
The achieved technical result is that the proposed method makes it possible to reduce the labor intensity of filling the space between the defective and new pipes with concrete solution, while simultaneously providing reliable control of the complete filling of the interpipe space.
The method was successfully tested on road repairs.
Vehicle for delivery of the coiling machine and accessories
Winding machine (transportation by truck)
Hydraulic unit for winding machine (transportation by truck)
Generator (transportation by truck)
Wheel Forklift
Tool:
Bulgarian
Chisel, chisel, chisel
Backing material (branded product Blitzd?mmer®)
Diluent (eluent) and pore-forming additive
2. Preparing the construction site
Preparation construction site implies measures to ensure road safety, provision of sites for machines and a warehouse for equipment and materials, as well as water supply and electricity.
Flow adjustment
During the winding process, depending on the specific situation, you can refuse to take safety measures if the reservoir being sanitized is filled with water up to 40%.
A small flow can be used subsequently for better movement of the pipe during the coiling process and for fixing the pipe during backfilling.
Cleaning the collector
Cleaning the manifold when using the coiling method is usually carried out through high-pressure washing.
TO preparatory work Relining also includes the removal of obstacles such as hardened sediments, cut-ins of other communications, sand, etc. If necessary, their removal is carried out manually using a milling cutter, sledgehammer and chisel.
Insertions of other communications
Canal branches flowing into the collector to be rehabilitated must be plugged before restoration work begins.
Quality and quantity control of materials and equipment
Upon delivery to the construction site necessary materials and equipment, their completeness and quality are checked. In this case, for example, the profile is checked for compliance with the data according to the quality certificate for its marking, sufficient length, as well as possible damage resulting from transportation; The branded Blitzdämmer® filling material is in turn checked for sufficient quantity and proper storage conditions.
Before installing the coiling machine, it may be necessary to partially or completely remove the chamber base to ensure alignment between the machine and the manifold being refurbished. Removal is usually carried out by opening the base of the chamber using a hammer drill or manually using a sledgehammer and chisel.
Pipe winding can be carried out both along the flow and against the flow, depending on the size of the well chamber and the possibilities of access to it.
In our case, the pipe is wound against the flow, since the chamber of the well at the lowest point has big sizes, which greatly simplifies the installation process of the winding machine.
3. Installation of the winding machine
Delivery of the winding machine
The hydraulically driven winding machine used in our example is designed for lining pipelines with a diameter from 500 DN to 1500. Depending on the diameter of the pipeline into which it is wound new pipe, winding boxes of various diameters are used.
First, the winding machine, disassembled into its component components, is delivered to the starting well. It consists of a tape drive mechanism and a winding box.
Lowering machine parts into the shaft and installing the winding machine
The components of the winding box are lowered manually into the starting shaft and installed there.
For diameters up to 400 DN the machine can be lowered into the shaft assembled.
Before lowering the hydraulically driven tape drive mechanism into the starting shaft, it is necessary to remove the transport feet of the tape drive mechanism.
A hydraulically driven tape transport mechanism is mounted on a winding box directly in the starting shaft. In this case, the receiving part of the winding machine must be below the level of the well neck to ensure unhindered feeding of the profile into the tape transport mechanism.
Installation work is completed by connecting the hydraulic drive of the winding machine to a hydraulic unit located near the launch shaft.
Then it is necessary to check the alignment of the coiling machine and the collector being sanitized; otherwise, during the coiling process, the coiled pipe may become stuck on the walls of the collector or experience strong resistance from them, which may negatively affect the length of the section being sanitized.
4. Profile preparation
Unwinding and cutting the profile
In order for the first turn of the wound pipe to be at the correct angle to the pipe axis, it is necessary to cut the profile using a grinder in accordance with the diameter of the pipe. To do this, it is necessary to unwind part of the profile from the reel located on the frame.
Profile submission
The cut profile is fed using a guide roller mounted on a manipulator boom or other device into the starting shaft.
First round
The profile is fed into the tape drive mechanism and passes along inside winding box (make sure that the profile fits into the grooves on the rollers; if necessary, adjust the profile manually) and then connect to each other using a so-called latch lock (loss in diameter due to the thickness of the profile is about 1-2 cm).
Profile available
Diameter range from DN 200 to DN 1500.
5. Coiling process
The small flow lifts the spooled pipe and reduces friction against the bottom of the manifold being rehabilitated.
The profile forming the pipe is progressively fed from the winding box with rotational movements in the direction of the collector being sanitized. In this case, it is necessary to ensure that the wound pipe is not subjected to strong friction against the walls of the old channel and does not cling to joints, tie-ins, etc.
Glue supply.
Long-term water resistance of the wound pipe is achieved by applying special PVC glue to the latches of individual profile turns.
Lock latching technologies.
The glue is fed into the groove on one side of the profile, after which the lock immediately snaps into place on the other side of the profile, thus creating a reliable adhesion of both parts of the latch lock. This type The connection was also called the “cold welding” method.
6. Backfilling/covering of the annulus with mortar
Dismantling the machine and adjusting the pipe.
According to the footage printed on the back of the profile, you can calculate the length of the wound pipe. After winding the pipe required length you should check whether the distance from the end of the pipe to the receiving well is the same as the length of the pipe protruding from the starting well.
If they match, then the wound pipe is cut in the starting well using a grinder.
The coiled pipe, supported by the flow in the manifold, is easily pushed by two workers from the starting well towards the receiving well, so that the edges of the pipe exactly coincide with the edges of both wells.
These actions allow you to save material, since the length of the wound pipe exactly corresponds to the length of the collector being sanitized, taking into account the part of the pipe that protrudes into the starting well and is later pushed into the collector.
Then the winding machine is again dismantled into separate parts and removed from the starting well.
Covering the annulus
Covering the annulus between old pipe and a wound pipe is achieved by internal cementing with sulfate-containing cement mortar a space of about 20 cm from the edge of the well. Depending on the groundwater level and the diameter of the pipe, it may be necessary to have a larger number of pipes for filling the solution and releasing air.
Covering the interpipe space at the highest point.
First, the interpipe space is blocked at the highest point (in this case, this is the receiving well). After plugging the interpipe space and inserting air outlet pipes into the base and top of the cement slab, the waste flow is temporarily blocked (flow control), so that work in the well chamber can be carried out without interference from waste water. The waste water that is still in the annulus flows towards the lowest point, thus making the annulus empty and ready for grouting. After completion of work on blocking the interpipe space, wastewater is released through the wound pipe of the collector being sanitized.
Raising the water level in a coiled pipe.
During this process the waste flow is also adjusted, during which the coiled pipe is closed by means of a so-called bubble with a through profiled pipe and a pipe for adjusting the water level in the coiled pipe. Thus, the water level in the wound pipe is raised and the pipe is fixed on the base of the old channel during the process of two-phase filling of the interpipe space. This ensures that the angle of inclination is maintained and the possibility of bending is eliminated.
Covering the annulus at the lowest point
Then the interpipe space is closed at the lowest point (in our case, this is the starting well).
If necessary, pipes for filling the solution are installed in the ceiling vault, and pipes are installed for venting air into the ceiling and the base of the ceiling. The pipe integrated into the bubble has a profiled outer coating and does not provide complete tightness, which allows a certain amount of wastewater to flow out. Using a water level detection tube, you can always monitor the level of wastewater in a coiled pipe.
The first stage of backfilling.
In our case, backfilling of the interpipe space is carried out from the lowest point in two stages. To do this, a tank is installed at the edge of the well for mixing the backing material, to which a hose is connected to supply the solution. Mixing of branded backing material of the Blitzd?mmer brand is carried out according to the manufacturer’s recommendations in special tanks of various volumes.
Next, the valve of the mixer tank opens, and the Blitzd?mmer solution, without applying external pressure, freely flows into the interpipe space between the old channel and the new wound pipe. Wastewater filling the coiled pipe prevents it from floating.
The process of mixing and supplying the solution continues until the solution begins to flow out of the air exhaust pipe installed in the base of the ceiling at the lowest point.
By comparing the amount of backfill solution used with the calculated amount, you can check whether the solution remains in the interpipe space or goes into the ground through fistulas in the old channel. If the amount of solution consumed coincides with the calculated amount, the backfilling process continues until the solution begins to flow out of the air exhaust pipe installed in the ceiling vault at the lowest point. The first stage of backfilling is considered completed.
Second stage of backfilling.
Hardening of the backing material lasts 4 hours, with a slight sedimentation of the solution in the interpipe space. After the solution has hardened, mixing of the Blitzd?mmer backfill material begins for the second backfilling phase. The process of filling the interpipe space can be considered complete when the solution begins to flow out of the air outlet pipe mounted in the ceiling at the highest point.
For quality control, a sample of the backing solution flowing from the air exhaust pipe in the receiving well is taken.
Then the pipes for filling the solution and the air outlet pipes in the starting and receiving wells are dismantled. Through holes in the ceilings are cemented.
7. Final work
Sole restoration.
The partially cracked bottom of the well chamber is being restored.
Work on integrating the inserts into the new channel is carried out by a robot.
Quality control
To control the quality of pipeline restoration work, an inspection of the pipeline itself is carried out, as well as a leak test in accordance with DIN EN 1610.
selection of pipes and materials for the construction and reconstruction of water supply pipelines
at the facilities of JSC Mosvodokanal
1. At the design stage, depending on the laying conditions and the method of work, the material and type of pipe are selected (pipe wall thickness, standard dimensional ratio (SDR), ring stiffness (SN), the presence of external and internal protective coating of the pipe), the issue of strengthening the laid pipe is resolved. pipes using a reinforced concrete clip or steel case. For all pipe materials, a strength calculation for the effects of internal pressure is required. working environment, soil pressure, temporary loads, own mass of pipes and mass of transported liquid, atmospheric pressure during the formation of vacuum and external hydrostatic pressure of groundwater, determination of the axial pulling force (punching).
2. Before choosing a reconstruction method, technical diagnostics of the pipeline are carried out in order to determine its condition and residual life.
3. The choice of pipeline material must be justified by comparative technical and economic calculations. The calculation is carried out taking into account the requirements of Mosvodokanal JSC. When crossing existing utilities or locating the pipeline in their security zone the requirements of third-party operating organizations are taken into account. A feasibility study and strength calculations of the pipeline are included in the design and estimate documentation and are presented when considering the project.
4. All materials used for laying water supply networks (pipes, thin-walled liners, hoses and internal spray coatings) must undergo additional testing for the general toxic effect of constituent components that can diffuse into water in concentrations hazardous to public health and lead to allergenic, skin-related irritating, mutagenic and other negative effects on humans.
5.When laying polyethylene pipes without a reinforced concrete cage or steel case in urbanized and industrial areas, the environmental safety of the surrounding soil along the design route must be confirmed. In case of unacceptable contamination in the soil and groundwater(aromatic hydrocarbons, organic chemicals, etc.) soil reclamation is carried out.
6. Steel pipes that were not previously used for drinking water supply pipelines are not allowed for the installation of water bypasses.
7. Restored previously used steel pipes are not allowed for new installation and reconstruction water pipelines(pipes for the working environment). They can be used to make cases.
8. Steel spiral-welded pipes (according to GOST 20295-85 with volumetric heat treatment) can be used when constructing cases and bypass lines.
9. When laying pipes in cases, the interpipe space is backfilled with cement-sand mortar.
10. During the new construction of open steel water supply pipelines (without steel cases and reinforced concrete clips) provide, if necessary, simultaneous protection of the pipe from electrochemical corrosion in accordance with GOST 9.602-2005.
11. When reconstructing steel pipelines (without steel cases and reinforced concrete clips) without destruction existing pipe and when promptly restoring local and emergency sections of pipelines using methods that do not have load-bearing capacity, provide, if necessary, for simultaneous protection of the pipe from electrochemical corrosion in accordance with GOST 9.602-2005.
12. It is allowed to use cast shaped parts made of ductile iron with internal and external epoxy powder coating, approved for use in systems drinking water supply(certificate of state registration, expert opinion on product compliance with the Unified Sanitary-Epidemiological and hygienic requirements to goods subject to sanitary and epidemiological supervision).
13. Specialists of Mosvodokanal JSC have the right to visit factories supplying pipes and get acquainted with the conditions for organizing production and quality control of products, as well as inspect the supplied products.
14. Tests of polyethylene pipes are carried out on samples made from pipes.
14.1. The characteristics of the pipe material must correspond to the following values:
Thermal stability at 200°C – at least 20 minutes;
Mass fraction of carbon black (soot) – 2.0-2.5%;
Distribution of carbon black (soot) or pigment – type I-II;
Relative elongation at break of a pipe sample is not less than 350%.
14.2. When checking a weld, failure of the sample should occur when the relative elongation reaches more than 50% and be characterized by high ductility. The break line must run along the base material and not intersect the welding plane. The test results are considered positive if, during the axial tensile test, at least 80% of the samples have a plastic type I fracture. The remaining 20% of the samples may have a type II fracture pattern. Type III failure is not allowed.
2.Technical requirements for the use of pipes and materials
for the construction and reconstruction of sewerage systems at the facilities of JSC Mosvodokanal
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MGSN 6.01-03 |
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For diameters over 3000 mm | 2.2.3.1.B. Installation fiberglass pipes, intended for relining, Fiberglass pipes manufactured using the technology of continuous winding of glass fiber based on polyester binders; Hobas “quality DA”, manufactured by centrifugation, having an internal liner based on a vinyl ester binder with a thickness of at least 1.0 mm on a coupling connection with pipe alignment. Ring stiffness of pipes is not less than SN 5000 N/m2. GOST R 54560-2011, GOST ISO 10467-2013, SP 40-105-2001, MGSN 6.01-03 |
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2.2.3.2.B Installation of composite elements made of polymer concrete MGSN 6.01-03 |
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Pressure sewer pipelines |
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New construction of pressure pipelines |
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Trench laying | Trenchless installation |
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3.1.T. Laying pipes made of high-strength nodular cast iron (ductile iron) with outer zinc coating and internal chemical resistant coating GOST R ISO 2531-2012, SP 66.133330.2011 | 3.1.B. Installation of pipes made of high-strength nodular cast iron (ductile iron) on a permanent connection with an external zinc coating and an internal chemical-resistant coating in a centered case. MGSN 6.01-03 |
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3.2.T. Laying straight-seam steel pipes with an internal cement-sand coating and external insulation very reinforced type according to GOST 9.602-2005 with simultaneous electrical protection device if necessary. GOST 20295-85, MGSN 6.01-03 | 3.2.B. Installation of straight-seam steel pipes with an internal cement-sand coating and external insulation of a very reinforced type in accordance with GOST 9.602-2005 in a centered case. Diameter up to 500mm – steel grade St20 Diameter 500mm or more – steel grade 17G1S, 17G1SU GOST 10704-91, GOST 10705-80, GOST 10706-76, GOST 20295-85, MGSN 6.01-03 |
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3.3.T. Styling: Fiberglass pipes manufactured using FLOWTITE technology by continuous winding of glass fiber using unsaturated polyester resins. The ring stiffness of the laid pipes is not less than SN 10000 N/m2. Coupling connection. Gasket in a reinforced concrete cage or case. GOST R ISO 10467-2013, SP 40-105-2001 | 3.3.B. Installation: Hobas “quality DA” fiberglass pipes, manufactured by centrifugation, having an internal liner based on a vinyl ester binder with a thickness of at least 1.0 mm; The ring stiffness of the laid pipes is not less than SN 10000 N/m2. Coupling connection. Gasket in pre-lined case with centering. |
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3.4.T. Laying single-layer polyethylene pipes from PE100 on welded joint in a reinforced concrete frame or case | 3.4.B. PE100 on a welded joint in a pre-laid case. |
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3.5.T For diameters up to 300mm inclusive: Laying of polyethylene pressure pipes PE100 in soils with a bearing capacity of at least 0.1 MPa (sand) and foundation construction and backfill in accordance with the requirements of the “Regulations for the use of polyethylene pipes for the reconstruction of water supply and sewerage networks” (section 4). GOST 18599-2001, SP 40-102-2000 | 3.5.B. For HDD method - PE100-MP GOST 18599-2001, MGSN 6.01-03, SP 40-102-2000 |
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Reconstruction of existing pressure pipelines |
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Reconstruction with destruction of an existing pipe | 4.1.1.B. Installation of pipes made of high-strength nodular cast iron (ductile iron) on a permanent connection with an external zinc coating and an internal chemical-resistant coating GOST ISO 2531-2012, SP 66.133330.2011, MGSN 6.01-03 |
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4.1.2.B. Installation of steel pipes with an internal cement-sand coating and very reinforced external insulation in accordance with GOST 9.602-2005. Diameter up to 500mm – steel grade St20 Diameter 500mm or more – steel grade 17G1S, 17G1SU GOST 10704-91, GOST 10705-80, GOST 10706-76, GOST 20295-85, MGSN 6.01-03 |
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4.1.3.B. Installation of pressure pipes made of polyethylene PE100-MP with external protective coating from mechanical damage based on mineral-filled polypropylene. The connection is welded. GOST 18599-2001, MGSN 6.01-03, SP 40-102-2000 |
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4.1.4.B. Installation: Hobas “quality DA” fiberglass pipes, manufactured by centrifugation, having an internal liner based on a vinyl ester binder with a thickness of at least 1.0 mm; Fiberglass pipes manufactured using FLOWTITE technology by continuous winding of glass fiber using unsaturated polyester resins. Ring stiffness of laid pipes is not less than SN 10000 N/m2. Coupling connection. GOST R ISO 10467-2013, MGSN 6.01-03 |
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Reconstruction without destroying the existing pipe | 4.2.1.B. Installation of pipes made of high-strength nodular cast iron (ductile iron) on a permanent connection with an external zinc coating and an internal chemical-resistant coating with pipe alignment. |
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4.2.2.B. Installation of steel pipes with an internal cement-sand coating and external insulation of a very reinforced type in accordance with GOST 9.602-2005 with pipe alignment. Diameter up to 500mm – steel grade St20 Diameter 500mm or more – steel grade 17G1S, 17G1SU GOST 10704-91, GOST 10705-80, GOST 10706-76, GOST 20295-85, MGSN 6.01-03 |
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4.2.3.B. Installation of pressure pipes made of polyethylene PE100 on a welded joint. Preliminary preparation inner surface pipeline must prevent unacceptable damage to the pipe during pulling. GOST 18599-2001, MGSN 6.01-03, SP 40-102-2000 |
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4.2.4.B. Installation: Hobas “quality DA” fiberglass pipes, manufactured by centrifugation, having an internal liner based on a vinyl ester binder with a thickness of at least 1.0 mm; Fiberglass pipes manufactured using FLOWTITE technology by continuous winding of glass fiber using unsaturated polyester resins. The ring stiffness of the laid pipes is not less than SN 10000 N/m2. The connection is coupling, with pipe centering. GOST R ISO 10467-2013, MGSN 6.01-03 |
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4.2.5.B. Inversion of polymer-fabric and composite hoses with subsequent vulcanization using a coolant or ultraviolet radiation: Polymer hose manufactured using Aarsleff technology (Denmark); Complex hose manufactured using Bertos technology (Russia) TU 2256-001-59785315-2009; Thermosetting composite reinforced hose, manufactured using COMBILINER TUBETEX KAWO technology (Czech Republic). The ring stiffness of hoses is taken by calculation or according to regulatory documents, depending on the residual life of the pipeline. MGSN 6.01-03 |
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Laying siphons |
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5.1. Laying a working pipe in a case with centering using trenchless methods | 5.1.1. Polyethylene pressure pipes PE100 GOST 18599-2001, MGSN 6.01-03, SP 40-102-2000 |
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5.1.2. Straight-seam steel pipes with an internal cement-sand coating and a very reinforced external insulation in accordance with GOST 9.602-2005 Diameter 500mm or more – steel grade 17G1S, 17G1SU |
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5.1.3. Pipes made of high-strength nodular cast iron (ductile iron) on a permanent connection with an external zinc coating and an internal chemical-resistant coating with pipe alignment. GOST ISO 2531-2012, SP 66.133330.2011, MGSN 6.01-03 |
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5.1.4. Installation: Fiberglass pipes manufactured using the technology of continuous winding of glass fiber based on polyester binders; Fiberglass pipes made using the “Fiberglass Composite” technology based on polyester resins; Hobas “quality DA” fiberglass pipes, manufactured by centrifugation, having an internal liner based on a vinyl ester binder with a thickness of at least 1.0 mm; Fiberglass pipes manufactured using FLOWTITE technology by continuous winding of glass fiber using unsaturated polyester resins. The ring stiffness of the laid pipes is not less than SN 5000 N/m2 (for gravity networks) and SN 10000 N/m2 (for pressure pipelines). Coupling connection. GOST R 54560-2011 (for gravity networks), GOST R ISO 10467-2013, MGSN 6.01-03, SP 40-105-2001 |
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5.2. Laying using HDD method | 5.2.1. Pipes made of high-strength nodular cast iron (ductile iron) on a permanent connection with an external zinc coating and an internal chemical-resistant coating. GOST ISO 2531-2012, SP 66.133330.2011, MGSN 6.01-03. |
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5.2.2. Polyethylene pressure pipes PE100-MP with an external protective coating against mechanical damage based on mineral-filled polypropylene. The connection is welded. GOST 18599-2001, MGSN 6.01-03, SP 40-102-2000 |
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5.3. Work is carried out from the surface of the water | 5.3.1 . Straight-seam steel pipes with an internal cement-sand coating and external ballast protective concrete covering, made in the factory. Diameter up to 500mm – steel grade St20 |
Owners of patent RU 2653277:
The invention relates to pipeline transport and can be used in the construction and/or reconstruction of main pipeline crossings through natural and artificial obstacles constructed using trenchless methods. In the proposed method, filling the annulus space with solution is carried out in stages. At each stage, the solution is pumped into the annulus and after the solution has solidified, the solution of the next stage is supplied. Filling of the annular space is carried out by means of two injection pipelines, which are supplied into the annular space from one of the ends of the tunnel passage at a distance L. To fill the annular space, a solution is used with a density of at least 1100 kg/m 3, a Marsh viscosity of no more than 80 s and time setting time of at least 98 hours. Technical result: improving the quality of filling the interpipe space with plastic material when organizing tunnel passages main pipeline under natural or artificial obstacles, predominantly filled with water, by creating a continuous, void-free, plastic damper that prevents damage to the pipeline under possible mechanical or seismic influences. 5 salary f-ly, 4 ill.
Method of filling the interpipe space of a tunnel transition of a main pipeline with a solution
Field of technology to which the invention relates
The invention relates to pipeline transport and can be used in the construction and/or reconstruction of main pipeline crossings through natural and artificial obstacles constructed using trenchless methods.
State of the art
A method of manufacturing a system for crossing a main pipeline across a road is known from the prior art, which consists of placing the pipeline under the road in a protective casing and ensuring the tightness of the interpipe space between the pipeline and the protective casing using end seals. In this case, the interpipe space between the pipeline and the protective casing is filled with liquid plastic mass based on synthetic high-molecular compounds (patent RU 2426930 C1, publication date 08/20/2011, IPC F16L 7/00).
Disadvantage known method is its narrowly targeted use on short-length crossings, mainly under roads and railways with a straight laying profile. In addition, the above method is not applicable to the implementation of work on filling the interpipe space in tunnel crossings with the possibility of simultaneous displacement of water.
The essence of the invention
The problem to be solved by the claimed invention is to create a plastic damper in the interpipe space that prevents damage to the pipeline under possible mechanical and seismic influences.
The technical result achieved by implementing the claimed invention is to improve the quality of filling the interpipe space with plastic material when organizing tunnel crossings of the main pipeline under natural or artificial obstacles, mainly filled with water, by creating a continuous, void-free, plastic damper that prevents damage to the pipeline during possible mechanical or seismic impacts.
The claimed technical result is achieved due to the fact that the method of filling the annulus space of the tunnel transition of the main pipeline with a solution is characterized by the fact that the filling of the annulus space with the solution is carried out in stages, at each stage the solution is pumped into the annulus space and after the solution has hardened, the solution of the next stage is supplied, while filling the annulus spaces are carried out by means of two injection pipelines, which are supplied into the annulus from one of the ends of the tunnel passage to a distance L, while to fill the annulus a solution is used with a density of at least 1100 kg/m 3, a Marsh viscosity of no more than 80 s and time setting time of at least 98 hours.
In addition, in a particular case of implementation of the invention, the distance L is 0.5-0.7 of the length of the tunnel passage.
In addition, in a particular case of implementing the invention, an auxiliary pit is additionally constructed for installing a horizontal directional drilling machine that supplies injection pipelines into the annulus.
In addition, in a particular case of implementing the invention, the injection pipelines are equipped with roller or rollerless support-guide rings, ensuring unhindered movement of the injection pipelines in the interpipe space.
In addition, in a particular case of implementing the invention, as the interpipe space is filled, the injection pipelines are removed from the interpipe space.
In addition, in a particular case of implementing the invention, in the process of supplying injection pipelines into the annulus, continuous monitoring of their supply speed and visual monitoring of their position relative to the pipeline are provided.
Information confirming the implementation of the invention
In Fig. 1 shows a general view of the receiving pit with injection pipelines;
in Fig. Figure 2 shows a general view of a tunnel passage under a water obstacle with injection pipelines placed;
in Fig. 3 shows a tunnel passage with placed injection pipelines (cross section);
in Fig. Figure 4 shows a general view of the roller support-guide ring (cross section).
Positions in the drawings have the following designations:
1 - interpipe space;
1 1 - tunnel passage;
2 - natural obstacle;
3 - receiving (starting) pit;
4 - auxiliary pit;
5 - horizontal directional drilling machine;
6 - wall of the receiving (starting) pit;
7 - technological hole in the wall of the receiving (starting) pit;
8 - discharge pipelines;
9 - support table;
10 - roller bearings;
11 - roller support-guide rings;
12 - pipeline;
13 - steel clamp of the support-guide ring;
14 - spacer friction material of the support-guide ring;
15 - rollers of the support-guide ring;
16 - roller holders;
17 - tunnel lining;
18 - pumping station.
The method is implemented as follows.
Before carrying out work to fill the interpipe space 1 of tunnel crossings 1 1 of main pipelines through natural or artificial obstacles 2, built using trenchless methods (microtunneling), auxiliary technological work(Fig. 1). Next to the receiving (starting) pits 3, made at both ends of the tunnel passage 1 1, auxiliary pits 4 are built for the installation of a horizontal directional drilling machine 5 for supplying injection pipelines, for example, a horizontal directional drilling machine (HDD) and others auxiliary equipment(not shown). In the wall 6 of the receiving (starting) pit 3, using a diamond wall cutter (not shown), technological holes 7 with dimensions of 1.0×1.0 m are cut through which two injection pipelines 8 are passed, intended for supplying filler, prepared in the form of a solution, into annulus space 1. In the receiving (starting) pit 3, a support table 9 with roller supports 10 is installed, ensuring smooth supply of injection pipelines 8 into the annulus 1. In a preferred embodiment of the invention, the method can be used both in the organization of tunnel transitions 1 1 having a straight line gasket profile, and when organizing tunnel passages 1 1 having a curved gasket profile, including essentially inclined end parts and an essentially straight central part. The discharge pipeline 8 is a collapsible pipeline made, for example, of polyethylene pipes.
The solution is supplied to the interpipe space 1 (Fig. 2) through at least two injection pipelines 8, the laying of which begins from one of the ends of the tunnel passage 1 1 filled with water. The laying of injection pipelines 8 is carried out at a distance L, preferably amounting to 0.5-0.7 of the length of the tunnel transition 1 1 , which ensures the possibility of supplying the solution to the required zone of the annular space 1 and uniform filling of the annular space 1 without the formation of voids with simultaneous displacement of water in the direction receiving pit 3, located at the end of the tunnel passage, from which the filling of the interpipe space begins. The supply of injection pipelines 8 into the annulus 1 is carried out using a horizontal directional drilling machine 5 and several roller support-guide rings 11 installed on the injection pipelines 8 (Fig. 3), or rollerless support-guide rings (not shown). The roller support-guide ring 11 (Fig. 4) includes a steel clamp 13 installed on the discharge pipeline 8 through a friction gasket 14, which ensures reliable fixation of the ring 11 with the pipeline 8, at least four polyurethane wheels (rollers) 15 installed in holders 16, preferably at an angle of 90° to each other. In this case, at least two rollers 15 rest on the surface of the tunnel lining 17, and at least one of the rollers 15 rests on the surface of the pipeline 12, which ensures smooth movement of the injection pipelines 8 along the surface of the pipeline 12 in the interpipe space 1 in a given direction (Fig. 3). The use of at least two injection pipelines 8 allows the interpipe space 1 to be uniformly filled with solution on both sides of the pipeline 12, which allows maintaining the design position of the pipeline. To prevent pipeline 12 from “floating up,” the interpipe (tunnel) space 1 is filled with solution in stages. At each stage, the solution is injected into the annulus 1, where it hardens and acquires its strength properties, and only after that the solution of the next stage is supplied. Thus, a continuous uniform filling of the interpipe space 1 with solution is ensured with the simultaneous displacement of water into the receiving pit 3 with its subsequent pumping out using pumping station 18. As the interpipe space 1 is filled with solution, the injection pipelines 8 are removed from the interpipe space 1. After this, similar operations to fill the remaining part of the interpipe space 1 are carried out from the other end of the tunnel passage 1 1 . In this case, the laying of injection pipelines 8 is carried out at a distance from the part of the tunnel passage 1 that is not filled with solution.
The use of the proposed method ensures the possibility of continuous, uniform filling of the interpipe space of the tunnel transition 1 1 without the formation of voids. In addition, the method of filling the interpipe space 1 allows work to be carried out at an operating transition of the main pipeline without stopping the pumping of the product.
To ensure continuous monitoring of the movement and position of the injection pipelines 8 when moving in the annulus 1, as well as assessing the general condition of the annulus 1, video recording means, for example a web camera (not shown), can be installed on the injection pipelines 8. When the injection pipelines 8 move in the tunnel passage 1 1, the image from the video recording device in real time is sent to the information display device located in the horizontal directional drilling machine 5 (not shown). Based on the information received, the operator can limit the flow rate of the injection pipes 8 depending on the actual position of the outlet openings of the injection pipes 8, for example, if any obstacles are detected or the injection pipes 8 deviate from the specified path.
To create a plastic damper that prevents damage to the pipeline 12 under seismic influences, a solution with sufficient strength and elastic-plastic properties is used as a filler. Interpipe space 1 is filled with a solution prepared on the basis of bentonite cement powder with the addition of polymers. As a result of the solidification of the solution, a material is formed that has sufficient strength and elastic-plastic properties and makes it possible to protect the pipeline 12 from possible mechanical and seismic influences. Mixing stations (not shown) are used to prepare the solution. To ensure the required characteristics of the material, the solution must satisfy the following characteristics: solution density of at least 1100 kg/m 3 ; conditional viscosity of the solution according to Marsh is no more than 80 s; Setting time (loss of mobility) is at least 98 hours.
After filling the interpipe space 1, auxiliary technological work is carried out: installation of sealing jumpers at the ends of the tunnel passage (not shown), dismantling of injection pipelines 8 and auxiliary equipment, sealing of the technological hole 7 in the wall 6 of the receiving (starting) pit 3 and backfilling of the auxiliary pit 4.
Thus, the inventive method ensures continuous, without the formation of voids, filling of the interpipe space with plastic material by supplying the solution through injection pipelines with the possibility of simultaneous displacement of water (if necessary) at the transitions of main pipelines through natural and artificial obstacles, built using trenchless methods (microtunnelling).
1. A method of filling the annulus space of a tunnel transition of a main pipeline with a solution, characterized in that the annulus space is filled with a solution in stages, at each stage the solution is pumped into the annulus space and after the solution has solidified, the solution of the next stage is supplied, while the annulus space is filled using two injection pumps pipelines that are supplied to the annulus space from one end of the tunnel transition at a distance L, while to fill the annulus space a solution is used with a density of at least 1100 kg/m 3, a Marsh viscosity of no more than 80 s and a setting time of at least 98 hours .
2. The method according to claim 1, characterized in that the distance L is 0.5-0.7 the length of the tunnel passage.
3. The method according to claim 1, characterized in that they additionally construct an auxiliary pit for installing a horizontal directional drilling machine that supplies injection pipelines into the annulus.
4. The method according to claim 1, characterized in that the injection pipelines are equipped with roller or rollerless support-guide rings, ensuring unhindered movement of the injection pipelines in the interpipe space.
5. The method according to claim 1, characterized in that as the interpipe space is filled, the injection pipelines are removed from the interpipe space.
6. The method according to claim 1, characterized in that during the supply of injection pipelines into the annulus, continuous monitoring of their supply speed and visual monitoring of their position relative to the pipeline are provided.
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The invention relates to the field of construction, operation and repair of pipelines transporting gas, oil and other products and can be used when laying an underground pipeline in marshy area in type I swamps. The method consists in developing a narrow trench with a special soil cutting machine in vertical plane up to 2 m deep, and plow devices in a horizontal plane up to 0.5 m wide. Then the ballasted pipeline is pulled into the trench using traction means and pipe layers. Ballasting the pipeline prevents it from floating. When pulling the pipeline, it is equipped with a plug and a cone-shaped device for opening the trench. If the soil swells when pulling the pipeline, loosening the soil with a bulldozer or excavator is provided. The technical result consists in reducing the labor intensity of work when laying a pipeline and increasing the reliability of its operation. 3 ill.
The invention relates to pipeline transport and can be used in the construction or reconstruction of main pipeline crossings through natural and artificial obstacles constructed using trenchless methods. In the proposed method, filling the annulus space with solution is carried out in stages. At each stage, the solution is pumped into the annulus and after the solution has solidified, the solution of the next stage is supplied. Filling of the annulus space is carried out by means of two injection pipelines, which are supplied into the annulus space from one of the ends of the tunnel passage at a distance L. To fill the annulus space, a solution is used that has a density of at least 1100 kgm3, a Marsh viscosity of no more than 80 s and a setting time of at least 98 hours. Technical result: improving the quality of filling the interpipe space with plastic material when organizing tunnel crossings of the main pipeline under natural or artificial obstacles, mainly filled with water, by creating a continuous, void-free, plastic damper that prevents damage to the pipeline under possible mechanical or seismic influences . 5 salary f-ly, 4 ill.
