Method of laying underground pipeline in settlement soils (versions)

FIELD: construction engineering.

SUBSTANCE: invention relates to laying of main lines in settlement soils. According to proposed method, trench is dug out and artificial base is formed after which pipeline is laid and trench is filled with soil. When preparing the base, widenings are dug out at designed pitch at level of trench bottom symmetrically relative to longitudinal axis of pipeline. Prior to laying pipeline, load-bearing diaphragm made in form of plate is placed on bottom of each of widenings with overlapping trench bottom in cross direction. Longitudinal edges of said diaphragm are furnished with anchoring members. Filling of trench is carried out without displacement of anchoring members of load-bearing diaphragms towards pipeline. For this purpose filling of widenings is done starting from ends of pipelines remote from pipeline and symmetrically relative to pipeline. Load-bearing diaphragm is manufactured of cloth durable in soil, and its edges longitudinal relative to pipeline are furnished with eyes. Anchoring members are made of rot-resistant materials in form of stretched articles fitted in eyes of load-bearing diaphragms. Invention provides description of pipe laying method depending on level of ground water in trench.

EFFECT: improved reliability of pipeline.

11 cl, 3 dwg

 

The invention relates to the construction and can be used in the construction of pipelines in ground subsidence.

Pipelines are in different geographical areas with different topography, climatic conditions, availability of natural and artificial obstacles. It requires absolute reliability of structures such important structures as pipelines, ensure a long and trouble-free operation. This problem is aggravated by the conditions of construction of pipelines in the North, Middle Asia, as well as increasing the diameters of pipelines and operating pressures in them.

With the reliability issues associated conditions of operating pipelines, resulting from the nature of the terrain, the availability of natural and artificial barriers, and technological features. Depending on these factors, the route of pipelines, as mentioned, are divided according to the degree of responsibility on the categories defined by SNiP on the design.

Analysis of engineering solutions that ensure the construction of pipelines in subsiding soils, showed that the proposed solution can be roughly classified in the following classes:

- the creation of artificial is grounds for various species under the pipeline, including various supporting elements;

- creating a pipeline of pre-stress due to installation of pipe bends, which when operational movements of the pipeline together with the soil to ensure the pipeline of new, operational forms, which causes him operating voltage, opposite in sign to the pre-Assembly, thereby compensating them.

The prior art method of laying pipeline in subsidence and heaving soils, which are as follows. After excerpts of the trench at its bottom through certain span distances (30-40 m) tear depth up to 1.0 m deepening, for example, rectangular cross-section, in which suit the entire depth of the ground-cement arrays.

Arrays protrude above the bottom of the trench and serve as temporary supports are placed on them of the pipeline. Excavated from trenches enrich the soil stabilizing its additives, such as sodium fluoride and potassium chloride, in the amount of respectively 0.5 and 1.0% of the weight of the soil. Then add water and Portland cement to enriched soil make it into a plastic enriched ground-cement mass which fills free from piping and supports the space in the trench without additional seals. To expedite the gathering strength of the ground-cement is assoi her warm up, using a stream of compressed gas, for example natural heated to a temperature of 5-40°and the pipeline in the initial period of its operation are used as the gas pipeline. It forms a protective clothing gas pipeline, warning scour and erosion of soil in the trench. Simultaneously, additives, diffundere in adjacent soil walls and bottom of the trench from ground-cement mass, stabilize it and prevent frost heave at low temperatures the transportation of gas (see SU 605055, 30.04.1978).

The known method requires a large consumption of energy and expensive construction materials, delivery to the area of the building flooded tundra and bogs of the North difficult. Furthermore, the method is not robust, as the artificial reason of the pipeline in the form of supports are also susceptible to deformation by temperature fluctuations capacity of the soil.

The known method of pipeline construction on landslide slopes, whereby to prevent damage to the pipeline in case of small deformations of the soil, the pipeline is freely suspended from the ceiling of the tunnel, made in the soil (see SU A, 30.07.1936). The known solution is difficult, time-consuming and may require significant financial resources.

A known method of laying pipes in the tranche is on weak ground. The known method is that the digging of trenches in soft soils produce below the design level of the pipeline laying 10-20 cm, and then profiling the bottom of the trench in the form of a plane or in the form of longitudinal streams and ground rollers. Then on the profile of the bottom of the trench flexible spread a carpet of filtration material and produce a filling layer of soil, which is then compacted.

On the thus prepared base stack a group of pipelines and cover them with a flexible carpet to fit carpet piping on top. Then the carpets are fastened to each other by welding at the points or connections in the form of anchors. The trench is covered with soil to the design elevation. Laying carpet on the bottom of the trench is carried out with the formation of the transverse twisting, providing communication between the individual panels together. Instead of ground rollers can be fitted wooden lintel (SU 1717893 A1, 07.03.1992). The method is intended for the construction of pipelines in the conditions of weak soils sandy desert. Known solution does not provide a stable position of pipelines in position because of their artificial basis because of the pliability and flexibility of the design is easily deformed under the influence of external influences.

There is a method of construction of underground pipeline, which can be IP is alsoan pipelining, transporting product from a negative or variable time-temperature and special crossing areas palsas or restricted areas selenoproteome soils. The known method is that in areas trails through areas of soils with special properties, the pipe is removed from the trench using crucesignati branches, lay a land and land use padded area as a compensator, the back of which is located within the boundaries of the site soil subsidence, and shelves with CROTONALDEHYDE taps - outside the boundaries of the site (see SU 1341437 A1, 30.09.1987). The known method calls in the pipeline for more voltage twisting when moving ground laid pipe section caused by heave or subsidence of the soil within the boundaries of the site.

The prior art method of underground pipeline construction on unstable soils. The invention can be used in the construction of pipelines in areas of continuous and discontinuous propagation of unstable permafrost soils, subsidence during thawing. Task known of the invention is to reduce the complexity of the work during the formation of the profile of the elastic allowable bending pipeline transition zones adjacent to the sustainable soils, and asaeda by suspension of the pipeline on the flexible rods calculated length, exceeding the depth of the trench, mounted on the transverse supports, disposable with the calculated step length of the transition zones. The pipeline crosses the steady undistorted areas of soil, unstable filler plots of ground with the boundary and transition zone is expected to uneven ground subsidence. Depending on the temperature of the pipe is the thawing of permafrost soils.

During operation unstable soil gives the drawdown, and the pipeline is subjected to downward directed deformations. The most dangerous bending stresses in the pipeline occur on relatively short zones of the track adjacent to the boundary of the soil, where there is the greatest uneven deformation of unstable soils relatively stable. In developed along the trench is placed a pipe attached to it in the settlement areas flexible rods that lead to the surface. Each flexible rod has a different estimated length. After backfilling with soil trench flexible rod is fixed on the transverse supports.

During operation of the pipeline in the unfreezing occurs subsidence within the site, and the pipeline from its initial position, moves to a new position. Flexible thrust his tension provide the drawdown of the pipeline is the ode on the billing profile elastic allowable bending in the transition zone, and the soil backfill on the site will also subside to a new level with preservation on the pipeline project to the thickness of the backfill (see SU 1551008 A1, 20.09.1995).

A known solution is complex in terms of technology implementation and is not robust, since the forecasting performance of ground subsidence is significant complexity due to the need for consideration of many factors, characterized by the correction coefficients with greater variation in the range of their values.

There is a method of construction of underground pipeline crossing areas selenoproteome soil and mounds heaving.

The known method is an improvement of an invention by the author's certificate SU # 1341437.

The objective of the invention this known solution to improve the reliability of the pipeline by removing it stresses the torsion caused by the deformation of the soil. The section of pipeline crossing the area of soils with special properties pave the ground in the form of the compensator. Compensator-emphasis feature horizontally on a plot of unstable soils. Raise the compensator upward, creating in the pipeline tension torsion, opposite in sign and magnitude predictable performance. Under the compensator-focus form the dirt filling a height equal to prognoziruet the Oh sediment area of unstable soil, stack on filling the compensator-emphasis and fall asleep adjacent pipe sections at ground level.

During operation of the pipeline due to soil thawing is sediment at the site unstable soils, filling together with the compensator-emphasis moves down and the compensator-emphasis again takes a horizontal position, and the mounting tension of torsion in the pipeline should be compensated (see SU 1572139 A2, 20.09.1995). This method has all the disadvantages of the foregoing method.

A known method of underground pipeline in areas of unstable soils, when possible uneven along the length of the pipeline displacement of the soil. The objective of the invention is to enhance reliability of the pipeline by reducing it operating stresses. This task is solved in that on a plot of expected sediment soil pipe gather concave down shape of the bent and straight tubes. The pipeline is laid concave shape downwards, the elastic bending provide abutment to the bottom of the trench and covered with soil. When moving unstable soil pipe takes the original mounting form that provides a reduction in it operating stresses (see SU 1652727 A1, 30.05.1991).

This known method has the disadvantages of the prior known solutions, based n the projected change in the shape of the pipeline. Indeed, the known solution is complex in terms of technology implementation and is not robust, since the forecasting performance of ground subsidence is significant complexity due to the need for consideration of many factors, characterized by the correction coefficients with greater variation in the range of their values.

There is a method of laying a pipeline, ensuring its stability when laying on the soil Foundation with different properties along the length of the pipeline. Between areas characterized by a sharp change in properties of the soil (for example, the site exit subsea pipeline to shore), midway area with a relative ratio of the elastic Foundation, which is determined from the ratio that takes into account the coefficients of the elastic Foundation of all plots, the geometry of the pipeline and its physical-mechanical characteristics (see SU 1303786 A1, 15.04.1987). The method is tedious and does not provide the necessary reliability in mind to take into account a significant number of factors that have a wide range of quantitative characteristics.

It is known that during operation of gas pipelines in areas with lebanesse water-saturated soils, especially in the Northern regions of Western Siberia, there are cases of loss of resistance is the spine of pipelines in the vertical plane, characterized by the output of the pipeline on the surface. These areas of main gas pipelines continue to perform their function, however, requires measures to stabilize the position of the pipeline to prevent the growth of arrow deflection of the arch in time and security of main gas pipeline from unplanned complex loads and impacts: temperature differential, mechanical damage, exposure to solar radiation, etc.

Closest to the claimed invention is a method of laying underground pipelines in soft soils (see SU 1257348 A2, 15.09.1986).

In the known invention is achieved by the enhanced operational capabilities by providing a secure pipeline in a weak ground from surfacing when watering.

Placed on the berms of the trench base plate, install them broken V-shaped beams with cantilevers, each of which is a carrier pipe, the middle cross-piece part. A base plate provided with a bearing them, and buried in the soil berm trench anchor piles and ties to consoles V-shaped beams in the form of Polukarov. Each V-shaped beam has a limiter lifting the mobility of the pipeline is executed in the form of a horizontal bolt, reinforced ends to the inclined is cerinah V-shaped beams at the level of the top of the pipe.

When flooding of the trench to the rise of the pipeline under the action of the buoyancy of the water prevents horizontal transom limiter lifting the mobility of the pipeline, which perceives the lifting force and transmits it through the inclined rods V-shaped beams and console her anchor piles. Thus, the console its average traverse part, acting as the base of the pipeline, ensuring its design position, prevents movement of the pipeline down in the soft ground, and horizontal crossbars restrict the movement of the pipe up when watering weak soils.

A disadvantage of the known solutions is the low reliability of fastening of anchor piles in soft soils, the implementation supports from structural materials - concrete, metal, and considerable material support and the complexity of their manufacture.

The task of the invention is to improve the operational reliability of the pipeline by creating an artificial Foundation for the pipeline.

This task is solved in that in the method of laying underground pipe in ground subsidence, which consists in the passage of the trench, the preparation of artificial bases, pipe laying and backfilling the trench with soil, with calculation step at the level of the bottom of the trench tear symmetrically with respect to rodolniy axis line broadening, before laying of the pipeline on the bottom of each of the broadening and overlapping of the bottom of the trench stack made in the form of panels power the membrane, the longitudinal edges of which are equipped with ankerwyke elements, and backfill the trench is performed without displacement in the direction of the pipeline ancarola active membranes, for which the filling of the broadening carry out their most remote from the pipe end and symmetrically with respect to the pipeline.

This task is solved in that in the method of laying underground pipeline in subsiding soils with high groundwater levels, which in trench excavation, preparation of artificial bases, pipe laying and backfilling the trench with soil with high groundwater levels in the trench with the calculated step at the level not lower their standing tear symmetrically relative to the longitudinal axis of the pipeline broadening, before laying of the pipeline on the bottom of each Bay and transverse overlap of the bottom of the trench stack made in the form of panels power the membrane, the longitudinal edges of which are equipped with ankerwyke elements, fix last without their offset in side of the pipeline, for which the filling of the broadening carry out their most remote from the pipe end and symmetrically about the sustained fashion pipeline and before backfilling the trench with soil and lowered it to the bottom of the trench with an elastic elongation of the power of the membranes of the pipeline, for which the latter between the Bay Ballesteros weights.

The task is solved in that in the method of laying underground pipe in ground subsidence, which consists in digging the trench, the preparation of artificial bases, pipe laying and backfilling the trench with soil to prevent displacement of the pipe up with the watering of soil subsidence or heave, with calculation step at the level of the bottom of the trench tear symmetrically and transversely relative to the longitudinal axis of the pipeline broadening, before laying of the pipeline on the bottom of the Bay and with transverse overlap of the bottom of the trench with the alternation of the broadening through one, in every second, stack executed in the form of a panel strength of the membrane, the longitudinal edges of which are provided with ankerwyke elements after laying of pipe line at the bottom of remaining free of the broadening with the pipeline overlap more, made in the form of a panel, power diaphragm, and backfill the trench is performed without displacement in the direction of the pipeline ancarola active membranes, for which the filling of the broadening carry out their most remote from the pipeline ends and symmetricalgorithm pipeline.

In special cases execution options way power membrane made of durable in ground conditions technical fabrics and anerousis elements made of rot in the soil materials in the form of extended objects and placed in the eyes of the power of the membranes.

In addition, in embodiments of the method as mass use of polymer container or plastic-panel ballasting device or container weights.

The invention is illustrated graphic material, in which figure 1 shows an underground pipeline, built in collapsible soil.

Figure 2 - same, but with high groundwater levels.

Figure 3 - the same, but built in subsidence during thawing and heaving during freezing soils.

The method is as follows. Depending on the physico-mechanical properties of soils and their water saturation perform one of the variants of the method of laying the pipeline.

After the passages of trench 1 in subsiding soils with calculation step at the level of its bottom tear symmetrically relative to the longitudinal axis of the pipeline 2 3 broadening. Before laying of the pipeline 2 at the bottom of each Bay 3 and the transverse overlap of the bottom of the trench 1 stack made in the form of panels power the membrane 4, the longitudinal edges of which is abgene ankerwyke elements 5. Backfill trench 1 perform without displacement in the direction of the pipeline 2 ancarola elements 5 of the power of the membranes 4, for which the filling Bay 3 carry out their most remote from the pipe 2 to the end and symmetrically with respect to the pipeline. Power membrane 4 is made of durable in ground conditions technical fabrics and anerousis elements 5 are made of rot in the soil materials in the form of extended objects and placed in the lugs 6 of the power of the membranes.

Variant of the method of laying underground pipeline 2 in subsiding soils with high groundwater levels 7 is the passage of trench 1, the preparation of the artificial base 8, the laying of the pipeline 2 and backfilling of the trench 1 ground 9. At high groundwater levels 7 in the trench 1 with calculation step at the level not lower groundwater levels 7 tear off symmetrically and transversely relative to the longitudinal axis of the pipeline 2 3 broadening. Before laying of the pipeline 2 at the bottom of each Bay 3 and the transverse overlap of the bottom of the trench 1 stack made in the form of panels power the membrane 4, the longitudinal edges of which are equipped with ankerwyke elements 5. The last fix without their offset in the direction of the pipe 2, for which the filling Bay 3 carry out their most remote from drobopro is Yes end and symmetrically with respect to the pipeline, and before backfilling the trench 1 ground 9 mounted on the bottom of the trench with an elastic elongation of the power of the membranes of the pipeline 2, for which the latter between the Bay Ballesteros weights 10. In variants of the method as weighting 10 using known from the prior art polymer container or plastic-panel ballasting device or container weights, which are mounted in groups on a pipeline with a diameter of more than 500 mm

In a variant of the method of laying underground pipe in ground subsidence, which consists in the passage of trench 1, the preparation of the artificial base 8, the laying of the pipeline 2 and backfilling the trench with soil and 9, to prevent displacement of the pipe 2 up with the watering of soil subsidence or heave, with calculation step at the level of the bottom of the trench 1 tear symmetrically and transversely relative to the longitudinal axis of the pipeline 2 broadening. Before laying of the pipeline 2 at the bottom of the Bay 3 and the transverse overlap of the bottom of the trench 1 interleaved Bay through one stack is made in the form of a panel, the power of the membrane 4, the longitudinal edges of which are provided with ankerwyke elements 5. After laying of the pipeline 2 line at the bottom of the remaining free Bay 3 with an overlap of additional pipeline, completed in VI is e of the cloth, the power of the membrane 11. Backfill the trench with soil 9 perform without displacement in the direction of the pipeline 2 ancarola elements 5 of the power of the membranes 4, for which the filling Bay 3 carry out from the most remote from the pipeline 2 ends of the Bay 3 and symmetrically with respect to the pipeline.

During the thaw subsidence of soil with halo its thawing 12 and the settling of the ground 13 at the base of the pipeline him moving down prevents artificial base, made in the form of power of membranes placed and anchored in the Bay ankerwyke elements. The value of the drawdown of the pipeline depends on the long-term strength and deformation force of the membrane 4. As a material for power membrane use technical fabric type TBG with a relative elongation at break of not more than 32% and a tensile strength not less than 400 kg/5 cm

When the weight of the pipeline (including the weight of the soil above it), not exceeding 1 t/m, the step placement of the power of membranes (on their axes) is 20 m With calculation step 20 m along the axes at the level of the bottom of the trench tear broadening of the trench 3 m and 4.5 m along the pipeline axis. At the bottom of the broadening stack power membrane in the ear which place long anerousis elements with a diameter of not more than 200 mm from the rot in the ground conditions of the materials. When backfilling Tr is aprovada excavator occiput ground on broadening avoiding bias ancarola elements in the direction of the pipeline. When using technical fabrics TBG - 360 holding capacity power membrane with dimensions of 4.5×6 m will be 20 so When the subsidence of the Foundation of the deflection of the pipeline in these conditions does not exceed 300 mm, which is quite acceptable and ensures reliable operation of the pipeline.

When the swelling of the soil at the base of the pipeline, when the flooding of the trench, moving the pipe up under the influence of the buoyancy force, prevent additional power membrane placed and anchored in the Bay ankerwyke elements.

The use of the invention will improve the operational reliability of underground pipelines crossing areas Ottaway subsidence and heaving of the soil, by eliminating bending stresses in the pipeline at the moment of the maximum settling or heaving of the soil at the base of the pipeline.

1. The method of laying underground pipe in ground subsidence, which consists in digging the trench, the preparation of artificial bases, pipe laying and backfilling the trench with soil, characterized in that the calculation step at the level of the bottom of the trench tear symmetrically relative to the longitudinal axis of the pipeline broadening, before laying the line the gadfly on the bottom of each Bay and transverse overlap of the bottom of the trench stack made in the form of panels power the membrane, the longitudinal edges of which are equipped with ankerwyke elements, and backfill the trench is performed without displacement in the direction of the pipeline ancarola active membranes, for which the filling of the broadening carry out their most remote from the pipeline ends and symmetrically with respect to the pipeline.

2. The method according to claim 1, characterized in that the power membrane made of durable in ground conditions technical fabrics, and its longitudinal with respect to the pipeline region provided with eyelets.

3. The method according to claim 1 or 2, characterized in that anerousis elements made of rot in the soil materials in the form of extended objects and placed in the eyes of the power of the membranes.

4. The method of laying underground pipe in ground subsidence, which consists in digging the trench, the preparation of artificial bases, pipe laying, and backfilling the trench with soil, characterized in that at high groundwater levels in the trench with the calculated step at the level not lower groundwater levels tear symmetrically relative to the longitudinal axis of the pipeline broadening, before laying of the pipeline on the bottom of each broadening and transverse overlap of the bottom of the trench stack made in the form of panels power the membrane, the longitudinal edges of which are equipped with ankerwyke elements, Zack is Aleut last without their offset in the direction of the pipeline, what backfilling of the broadening carry out their most remote from the pipeline ends and symmetrically with respect to the pipeline, and before backfilling the trench with soil pipe mounted on the bottom of the trench with an elastic elongation of the power of membranes, for which the pipeline between the Bay Ballesteros weights.

5. The method according to claim 4, characterized in that the power membrane made of durable in ground conditions technical fabrics, and its longitudinal with respect to the pipeline region provided with eyelets.

6. The method according to claim 4 or 5, characterized in that anerousis elements made of rot in the soil materials in the form of extended objects and placed in the eyes of the power of the membranes.

7. The method according to claim 4 or 5, characterized in that as the mass use of polymer container or plastic-panel ballasting device or container weights.

8. The method of laying underground pipe in ground subsidence, which consists in digging the trench, the preparation of artificial bases, pipe laying and backfilling the trench with soil, characterized in that in order to prevent displacement of the pipe up with the watering of soil subsidence or heave with calculation step at the level of the bottom of the trench tear symmetrically relative to the longitudinal axis of the tube the wire ening, before laying of the pipeline on the bottom of the Bay and the trench alternating Bay stack is made in the form of a panel strength of the membrane, the longitudinal edges of which are provided with ankerwyke elements, after laying of pipe line at the bottom of remaining free of the broadening with the pipeline overlap more, made in the form of a panel, power diaphragm, and backfill the trench is performed without displacement in the direction of the pipeline ancarola active membranes, for which the filling of the broadening carry out their most remote from the pipeline ends and symmetrically with respect to the pipeline.

9. The method according to claim 8, characterized in that the power membrane made of durable in ground conditions technical fabrics, and its longitudinal with respect to the pipeline region provided with eyelets.

10. The method according to claim 8 or 9, characterized in that anerousis elements made of rot in the soil materials in the form of extended objects and placed in the eyes of the power of the membranes.

11. The method according to claim 8 or 9, characterized in that as the mass use of polymer container, or plastic-panel ballasting device, or container weights.



 

Same patents:

FIELD: construction engineering.

SUBSTANCE: invention can be used for trenchless replacement of underground pipelines of different application. Proposed device has pipe breaker with knife, pulling member, detachable well expander to force fragments of broken pipe into surrounding soil and pull new pipe into well. Detachable guide is installed additionally before pipe breaker being connected with breaker and made in form of elastic lobes with ends curved inwards. Pipe breaker is provided with radial slot in which detachable knife is installed. Expander is made in form of truncated cone whose smaller base in contact with base of pipe breaker is installed coaxially with pipe breaker being equal in diameter to pipe breaker. Larger base of conical expander is displaced radially to side of knife through value of eccentricity equal to half difference of diameters of expander bases.

EFFECT: improved operation reliability of device.

6 dwg

FIELD: construction engineering.

SUBSTANCE: invention relates to pipeline transport and it can be used at repairs of main lines. Prior to replacing defective section of main line transporting combustible or explosive liquids and gases, section to be repaired is emptied, defective spool is cut out with provision of isolation of combustible and explosive gases and liquids from welding site by placing overlapping members at ends of pins adjoining section under repair, and new spool is welded in place. Prior to welding new spool placed between overlapping members, inert gas is fed into space of new spool and pressure in built exceeding pressure in adjoining sections of pipeline under repair.

EFFECT: improved safety at repairs.

2 dwg

FIELD: building, particularly for laying pipelines, for constructing buried passages during pipeline laying, laying cable lines and power lines.

SUBSTANCE: device has hollow conical working tip connected with stem through hinge and through rotary support. Stem is secured in rotary supports to flange mounted on front end of pipeline in the line of puncture direction. Installed in pipeline to be laid is vibrator drive connected to stem. Device has cage connected to stem, vibrator forming circular vibrations and made as unbalance. Unbalance is formed as hollow cylinder sector arranged inside working tip on rotary supports and connected to cage. Device also includes feeding mechanism.

EFFECT: increased operational efficiency.

4 dwg

FIELD: building, particularly construction of underground pipelines.

SUBSTANCE: device adapted to perform movement along trench comprises container for pipeline billets, means for progressive extraction thereof, hardening resin storage tank, means for continuous impregnating fibrous billet base with hardening resin as billet is fed in trench, means for pumping compressed air into billet cut to impart cylindrical shape to it after billet laying in trench and resin hardening means. Fibrous billet base is provided with loom of crossing threads. Method of pipeline assembling involves arranging billet cut near trench; impregnating fibrous billet base with hardening resin; covering billet cut with tubular protective shell; laying billet cut in flattened state into trench in top-down direction; closing ends thereof; pumping compressed air with the use of pneumatic means to impart cylindrical shape to billet cut; hardening resin by heating thereof with the use of electrical resistors built in fibrous billet blank.

EFFECT: simplified pipeline assemblage.

8 cl, 14 dwg

Ballasting device // 2246656

FIELD: construction.

SUBSTANCE: ballasting device has ballasting plate which is set in working position by horizontal rotation and introducing it in the undisturbed soil. The plate is set in rotation with the axle provided with the bell-crank actuated with traction mechanism. The bottom end of the axle is sharpened. The top end is provided with a tip for the bell-crank. Upon setting the ballasting plate in working position, the hinges of the plate are provided with ties which lock the pipeline with yokes.

EFFECT: expanded functional capabilities.

2 cl, 2 dwg

FIELD: construction.

SUBSTANCE: working member comprises rotors provided with teeth arranged symmetrically with respect to the axis of pipeline and provided with drive and mechanism for bringing the rotors together and moving them apart. Each rotor is provided with cleaning device which is arranged behind the rotor and secured to the unmovable segment of the working member for keeping it unmovable or permitting rotation. The cleaning members permanently co-operate with the outer side of the rotor.

EFFECT: enhanced efficiency.

1 dwg

FIELD: construction.

SUBSTANCE: pipeline has triply connected supports mounted on the stable sections above and under the slope subject to creep, one connected supports arranged over the subject to creep slope, and deformation compensator. The distance between the upper support and site of the deformation compensator arranged below the slope subject to creep is determined from the formula proposed.

EFFECT: enhanced reliability of the pipeline.

2 dwg

FIELD: pipeline transport.

SUBSTANCE: flexible pipeline comprises several pulp lines provided with chambers with ball check valves and interconnected through piping diaphragms. The outer surface of the pulp line is provided with a displacement device for movement along the pipeline. The sections of pulp lines receive shell made of layers of syntactic and polyurethane, the ratio of thicknesses of which is (10-4):1. The displacement device affects the piping diaphragm, pumps hydraulic mixture from the bottom section to the next one which is arranged above the check valve, and moves along the outer side of the pulp line to the next piping diaphragm mounted above.

EFFECT: expanded functional capabilities.

3 dwg

FIELD: construction.

SUBSTANCE: pipeline is laid on the concave part of the longitudinal section of the trench bottom on the layer of soft soil and is locked by filling one or two layers of soil with compacting. Screw vertical anchors and load-carrying belts are then mounted. Before filling the trench, the space between the belt and pipeline is provided with a cloth of unwoven synthetic material.

EFFECT: enhanced reliability of pipeline locking.

4 dwg

FIELD: laying or reclaiming pipes.

SUBSTANCE: method includes removing upper layer of spoil, developing side trench with disposal the spoil by damping. The development of side trenches is performed step-by-step. The stripped trench is provided with stripping machine, the side trench are deepened by the working members of the stripping machine below the bottom of the pipeline and pipeline is continuously stripped by trenching machine and stripping machine when it moves forward. The stripping machine has frame with running carriages, clamps, supporting members and mechanism for forward motion.

EFFECT: enhanced efficiency.

3 cl, 4 dwg

FIELD: construction, applicable for trenchless laying and replacement of underground pipe-lines.

SUBSTANCE: a reciprocating striker is positioned in the casing of the pneumatic percussion mechanism. The air-distributing system of the mechanism includes the front and rear working chambers, inlet and exhaust valves and a fixture for closing and opening of the exhaust channels made in the form of a spring-loaded end face stopper coupled to a tractive member. At actuation of the pneumatic percussion mechanism, before the supply of compressed air, the exhaust channels are closed, they are opened after the inner cavities of the pneumatic percussion mechanism are filled with compressed air.

EFFECT: provided automatic cyclic action of the pneumatic percussion mechanism.

3 cl, 3 dwg

FIELD: construction engineering; erection of pipe lines in thawing permafrost soils and in flooded areas.

SUBSTANCE: proposed method includes ditching at trench with widened areas located at definite distances and pipe line is laid on bottom of trench. Pipe line is covered with flexible rugs and bottom of trench at widened areas is also covered with rugs; edges of rugs are fastened in widened areas and trench is filled. Used as anchor member are cylindrical textile containers placed in lugs of flexible rugs in parallel with pipe line and filled with soil. Prior to fastening the edge sections of flexible rugs, each of them is tightened at fixation of tension; preliminary tension of edge sections is effected during filling the widened areas and trench soil ensuring contact of flexible rugs with bottom of widened areas and trench. Filling the widened areas and trench is performed in direction towards pipe line, symmetrically relative to it.

EFFECT: enhanced reliability of attachment of pipe line at 0required marks.

13 cl, 4 dwg

FIELD: construction engineering; erection of pipe lines in permafrost soils at alternating terrain.

SUBSTANCE: trench in smooth terrain and in sections cut by hydrographic net is dug in active layer at depth sufficient for location of upper generatrix of pipe line above level of daily level. Prior to laying the pipe line, bottom walls and berms of trench are lined with cloth of non-woven synthetic material. backfill soil is placed in ballasting polymer panel-type devices or in ballasting polymer container-type units suspended from pipe line. Anti-erosion partitions made from non-woven synthetic material are formed in sloping sections together with funnel whose neck is located downward of water flow embracing the pipe line at specified clearance between neck and pipe line. Funnel is formed by covering the natural slope of backfill soil by free lower edge of non-woven synthetic material with ballasting polymer panel-type or ballasting polymer container-type devices placed on lower portion of funnel followed by subsequent removal of embankment protecting the pipe line. As far as sections of route cut by hydrographic network are concerned, anti-erosion partitions are formed in trench at transients with opposite slopes of microterrain; anti-erosion partitions are made from anti-erosion cloths and backfill soil is placed n soil-filled weighting materials attached to pipe line. At low points where opposite sections cross, water pass or water bypass structure is formed in trench.

EFFECT: enhanced reliability; reduced scope of earth-moving work; enhanced stability of pipe line in horizontal plane.

9 cl, 8 dwg

FIELD: pipe line transport; major repair of pipe lines.

SUBSTANCE: proposed method includes introducing the front end of pipe into damage pipe and forming hermetic cavity in inter-pipe space; then, pressure air (gas) is charged into hermetic cavity for motion of new pipe inside damaged pipe, after which piston is fitted at end of new pipe and detachable flange is connected to rear end of damaged pipe; motion of new pipe is effected by periodic charging of air into hermetic cavities; each hermetic cavity is bounded by piston and seal.

EFFECT: reduction of tractive force.

5 dwg

FIELD: construction engineering; erection of underground pipe lines in permafrost soils, in bogs and in flooded and marshy areas.

SUBSTANCE: proposed polymer container ballasting unit has two distance rigidity frames located on both sides from pipe line, reservoirs made from polymer commercial cloth and filled soil which are secured to said frames, anti-erosion partitions and upper and lower weighting belts. Distance rigidity frames are curvilinear in form and their height exceeds diameter of pipe line being ballasted. Bend of each frame is made at obtuse angle and lower part of each frame is inclined towards pipe line relative to trench bottom. Polymer commercial cloth laid along pipe line makes distance frame rest against ground of trench bottom both in filling the reservoirs with soil and at action of pushing-out load.

EFFECT: extended functional capabilities.

3 cl, 1 dwg

FIELD: laying or reclaiming pipes.

SUBSTANCE: method includes removing upper layer of spoil, developing side trench with disposal the spoil by damping. The development of side trenches is performed step-by-step. The stripped trench is provided with stripping machine, the side trench are deepened by the working members of the stripping machine below the bottom of the pipeline and pipeline is continuously stripped by trenching machine and stripping machine when it moves forward. The stripping machine has frame with running carriages, clamps, supporting members and mechanism for forward motion.

EFFECT: enhanced efficiency.

3 cl, 4 dwg

FIELD: construction.

SUBSTANCE: pipeline is laid on the concave part of the longitudinal section of the trench bottom on the layer of soft soil and is locked by filling one or two layers of soil with compacting. Screw vertical anchors and load-carrying belts are then mounted. Before filling the trench, the space between the belt and pipeline is provided with a cloth of unwoven synthetic material.

EFFECT: enhanced reliability of pipeline locking.

4 dwg

FIELD: pipeline transport.

SUBSTANCE: flexible pipeline comprises several pulp lines provided with chambers with ball check valves and interconnected through piping diaphragms. The outer surface of the pulp line is provided with a displacement device for movement along the pipeline. The sections of pulp lines receive shell made of layers of syntactic and polyurethane, the ratio of thicknesses of which is (10-4):1. The displacement device affects the piping diaphragm, pumps hydraulic mixture from the bottom section to the next one which is arranged above the check valve, and moves along the outer side of the pulp line to the next piping diaphragm mounted above.

EFFECT: expanded functional capabilities.

3 dwg

FIELD: construction.

SUBSTANCE: pipeline has triply connected supports mounted on the stable sections above and under the slope subject to creep, one connected supports arranged over the subject to creep slope, and deformation compensator. The distance between the upper support and site of the deformation compensator arranged below the slope subject to creep is determined from the formula proposed.

EFFECT: enhanced reliability of the pipeline.

2 dwg

FIELD: construction.

SUBSTANCE: working member comprises rotors provided with teeth arranged symmetrically with respect to the axis of pipeline and provided with drive and mechanism for bringing the rotors together and moving them apart. Each rotor is provided with cleaning device which is arranged behind the rotor and secured to the unmovable segment of the working member for keeping it unmovable or permitting rotation. The cleaning members permanently co-operate with the outer side of the rotor.

EFFECT: enhanced efficiency.

1 dwg

Up!