Soil beating and deviation rectifying method for large-diameter pipe jacking construction

Abstract

The invention discloses a soil beating and deviation rectifying method for large-diameter pipe jacking construction, which comprises the following steps of: S1, taking a hole in a pipe body of a pipeline to form a pipeline hole; s2, grouting deviation correction is conducted on the pipeline through the pipeline hole by means of a soil beating auxiliary device; s3, solidifying and sealing the grouted pipeline hole; the soil beating auxiliary device comprises a steel pressing plate with a hole, a steel pressing plate with a hole, a steel pressing plate with a hole and a steel pressing plate, the steel supporting structure is arranged above the steel pressing plate with the holes and presses the steel pressing plate with the holes downwards; the jack is arranged above the steel supporting structure and presses the steel supporting structure downwards; one end of the supporting steel pipe is arranged above the jack, and the other end of the supporting steel pipe abuts against the topmost end of the inner wall of the pipeline. The invention provides a rapid and economical solution for the problem of jacking deviation in underground pipeline laying in weak and unfavorable geology.

Description

Technical Field

[0001] The invention relates to the field of underground pipeline laying, in particular to a soil breaking and deviation correction method for large-diameter jacking pipe construction. Background Art

[0002] Pipe jacking is a trenchless underground pipeline laying method, which is widely used in underground pipeline projects such as urban water supply and drainage, gas, electricity, and communications. It uses the jacking force generated by the jacking equipment in the working well to push the pipeline into the soil according to the designed slope and direction, thus achieving the laying of underground pipelines and avoiding the damage to ground transportation, environment, and existing underground facilities caused by traditional excavation construction.

[0003] For underground pipelines in weak and poor geology, due to the different textures of the underground soil layers or the existence of obstacles such as hard interlayers in the soft soil layers, it is easy to cause deviations in the jacking of the underground soil layers. This jacking deviation will cause a series of serious problems, such as damage to the jacking equipment; for pipelines with connection requirements, the jacking deviation will cause the sealing performance of the pipelines after docking to decrease, thereby affecting the use function and life of the pipelines; in serious cases, it will also damage the existing structures in the surrounding underground, bringing safety hazards.

[0004] Therefore, there is an urgent need for a soil-breaking and deviation-correcting method for laying underground pipelines that can be applied to weak and poor geology. Summary of the invention

[0005] The purpose of the present invention is to provide a soil deviation correction method for large-diameter jacking pipe construction, which can solve the jacking deviation problem existing in the laying of underground pipelines in soft and poor geological conditions.

[0006] To achieve the above object, the present invention provides a method for rectifying the deviation of a large-diameter pipe jacking construction, comprising:

[0007] S1, drilling a hole in the pipe body of the pipe to form a pipe hole;

[0008] S2, using a soil-breaking auxiliary device to perform grouting and deviation correction on the pipeline through the pipeline hole;

[0009] S3, solidifying and sealing the pipe hole after grouting.

[0010] Optionally, step S1 includes:

[0011] S1.1, using a drilling machine to vertically drill a hole from the bottom of the inner wall of the pipeline to the bottom of the outer wall of the pipeline until the pipeline is penetrated to form a pipeline hole;

[0012] S1.2, after forming the pipeline hole, using a soil-breaking auxiliary device to fix the pipeline.

[0013] Optionally, the soil-breaking auxiliary device comprises:

[0014] A perforated steel pressure plate is horizontally installed at the bottom of the inner wall of the pipeline to provide a support plane;

[0015] A steel support structure is disposed above the perforated steel pressure plate to press the perforated steel pressure plate downward;

[0016] A jack is arranged above the steel support structure to press the steel support structure downward;

[0017] A supporting steel pipe, one end of which is arranged above the jack and the other end of which is supported against the topmost end of the inner wall of the pipe;

[0018] Wherein, a plurality of steel pads are arranged between the jack and the supporting steel pipe to buffer stress.

[0019] Optionally, an opening is provided in the center of the perforated steel pressure plate, and a grouting branch pipe is installed in the opening; a ball valve is provided on the grouting branch pipe, and the ball valve is used to open or close the grouting branch pipe.

[0020] Optionally, the height of the steel support structure is greater than the height of the grouting branch pipe.

[0021] Optionally, step S1.2 comprises:

[0022] S1.2.1, fix the perforated steel platen horizontally to the bottom of the inner wall of the pipeline;

[0023] S1.2.2, insert the grouting branch pipe into the pipe hole and extend it out from the central opening of the perforated steel platen, and close the ball valve;

[0024] S1.2.3, place the steel support structure on the upper surface of the perforated steel pressure plate, place the jack on the upper surface of the steel support structure, place the steel pad on the top of the jack, place one end of the supporting steel pipe on the upper surface of the steel pad, and place the other end against the top of the inner wall of the pipe.

[0025] Optionally, step S2 uses a grouting system, which includes:

[0026] Slurry mixer;

[0027] A grouting pump connected to the slurry mixer and used for pumping the slurry;

[0028] A grouting main pipeline, one end of which is connected to the grouting pump, and the other end of which is connected to the grouting branch pipeline in the pipeline, is used to transport slurry to the grouting branch pipeline.

[0029] Optionally, a plurality of pipeline interfaces are provided at intervals on the grouting main pipeline to respectively connect the grouting branch pipelines on each pipeline.

[0030] Optionally, step S2 comprises:

[0031] S2.1, start the slurry mixer and grouting pump, and prepare the slurry;

[0032] S2.2, connecting the grouting main pipeline in the grouting system with the grouting branch pipelines in each pipeline, and conveying the configured slurry to each pipeline hole;

[0033] S2.3, after the grouting is completed, the supporting steel pipes, steel pads, jacks and steel supporting structures in the soil-breaking auxiliary device are removed.

[0034] Optionally, step S3 includes:

[0035] S3.1, dismantle the grouting sub-pipe and ball valve; use double liquid slurry to solidify the grouting pipe hole and surrounding soil, and perform a watertightness test after solidification;

[0036] S3.2, the cured and sealed pipe holes are welded with the perforated steel pressure plate, and anti-corrosion paint is applied on the welding joints and the surface of the perforated steel pressure plate.

[0037] In summary, compared with the prior art, the present invention has the following beneficial effects:

[0038] 1. The present invention provides a method for correcting the deviation of large-diameter pipe jacking construction, which can cope with the pipeline inclination that occurs during the laying of underground pipelines in soft and poor geology, and perform emergency treatment on the phenomenon. At the same time, the drilling and sealing process is simple to operate and has good economic applicability.

[0039] 2. The present invention provides a method for correcting soil deviation in large-diameter jacking pipe construction, which adopts a downward pressure mechanism including a perforated steel pressure plate, a steel support structure, a jack and a supporting steel pipe, so as to better ensure the stability of the inclined pipeline after drilling and grouting, and the downward pressure mechanism can be adaptively adjusted as the grouting pressure changes. BRIEF DESCRIPTION OF THE DRAWINGS

[0040] Figure 1 It is a schematic diagram of the hole in the pipe body of the present invention;

[0041] Figure 2 is a cross-sectional view of a grouting system of the present invention;

[0042] Figure 3 It is the longitudinal arrangement diagram of the grouting system in the pipe of the present invention;

[0043] Figure 4 It is a schematic diagram of closing the soil hole of the present invention. DETAILED DESCRIPTION

[0044] The following will be combined with the attached Figures 1 to 4 , the technical content, structural features, objectives achieved and effects of the present invention are described in detail through preferred embodiments.

[0045] It should be noted that the drawings are in a very simplified form and use non-precise proportions. They are only used to conveniently and clearly assist in explaining the embodiments of the present invention, and are not used to limit the conditions for the implementation of the present invention. Therefore, they have no substantive technical significance. Any structural modification, change in proportional relationship or adjustment of size, without affecting the effects and purposes that can be achieved by the present invention, should still fall within the scope of the technical content disclosed by the present invention.

[0046] In the description of the present invention, it should be noted that the terms "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer", etc., indicating the orientation or positional relationship, are based on the orientation or positional relationship shown in the drawings, and are only for the convenience of describing the present invention and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore cannot be understood as limiting the present invention. In addition, the terms "first", "second", and "third" are used for descriptive purposes only, and cannot be understood as indicating or implying relative importance.

[0047] In the description of the present invention, it should be noted that, unless otherwise clearly specified and limited, the terms "installed", "connected", and "connected" should be understood in a broad sense, for example, it can be a fixed connection, a detachable connection, or an integral connection; it can be a mechanical connection; it can be a direct connection, or it can be indirectly connected through an intermediate medium, or it can be the internal communication of two components. For ordinary technicians in this field, the specific meanings of the above terms in the present invention can be understood according to specific circumstances.

[0048] The present invention provides a method for rectifying the deviation of large-diameter pipe jacking construction, which is used for Figure 2 The inclined pipe in the multi-section continuous pipe shown in the figure is subjected to soil removal and deviation correction. The soil removal and deviation correction method comprises the following steps:

[0049] S1, drilling a hole in the pipe body of the pipe to form a pipe hole 601;

[0050] S2, using a soil-breaking auxiliary device to correct the pipeline by grouting through the pipeline hole 601;

[0051] S3, curing and sealing the pipe hole 601 after grouting.

[0052] Wherein, the step S1 comprises:

[0053] S1.1, using a drilling machine to vertically drill a hole from the bottom of the inner wall of the pipeline to the bottom of the outer wall of the pipeline until the pipeline is penetrated to form a pipeline hole 601;

[0054] Specifically, before the drilling rig drills a hole, a notch is first drilled at the bottom of the inner wall of the pipe toward the outer wall of the pipe with a drill bit, so as to facilitate further drilling of the hole by the drilling rig.

[0055] In a specific embodiment of the present invention, a hollow alloy drill is used for punching holes, and a magnetic drill is used for drilling holes.

[0056] S1.2, after forming the pipeline hole 601, using a soil-breaking auxiliary device to fix the pipeline.

[0057] Wherein, the step S1.2 is performed as follows Figure 1 and Figure 2 The soil-breaking auxiliary device shown is implemented; the soil-breaking auxiliary device includes: a perforated steel pressure plate 100, horizontally installed at the bottom of the inner wall of the pipe, for providing a supporting plane; a steel support structure 200, arranged above the perforated steel pressure plate 100, for pressing the perforated steel pressure plate 100 downward; a jack 300, arranged above the steel support structure 200, to press the steel support structure 200 downward, and serve as the main gravity object for compacting the pipe; a supporting steel pipe 400, one end of which is arranged above the jack 300, and the other end is against the top of the inner wall of the pipe, and the supporting steel pipe 400 is used to ensure the stability of the downward pressing mechanism composed of the perforated steel pressure plate 100, the steel support structure 200, and the jack 300.

[0058] Among them, a plurality of steel pads 401 are provided between the jack 300 and the supporting steel pipe 400 to prevent the jack 300 from directly contacting the supporting steel pipe 400 and play a role in buffering stress.

[0059] When the other end of the supporting steel pipe 400 cannot rest against the top of the inner wall of the pipeline, it is adjusted by adding or reducing the steel pad 401 .

[0060] Therein, an opening is provided at the center of the perforated steel pressure plate 100, and a grouting branch pipe 500 is installed in the opening.

[0061] Furthermore, a ball valve 501 is provided on the grouting branch pipeline 500, and the ball valve 501 is used to open or close the grouting branch pipeline 500; after the drilling is completed, the ball valve 501 is in a closed state to prevent the medium in the underground soil layer from flowing and blocking the pipeline hole 601.

[0062] Specifically, the perforated steel pressure plate 100 is connected to the inner wall of the pipeline through double-sided rivets.

[0063] In order to better ensure the fixing effect of the soil-breaking auxiliary device, the height of the steel support structure 200 is greater than the height of the grouting branch pipe 500.

[0064] In a specific embodiment of the present invention, a manual mechanical jack 300 is used.

[0065] The soil-breaking auxiliary device makes the pipeline more stable, thereby preventing the pipeline from being unstable and deviating during the subsequent high-pressure grouting operation, thereby affecting the effect of the high-pressure grouting operation.

[0066] Furthermore, the step S1.2 comprises:

[0067] S1.2.1, fix the perforated steel plate 100 horizontally to the bottom of the inner wall of the pipeline;

[0068] S1.2.2, insert the grouting branch pipe 500 into the pipe hole 601, extend it from the central opening of the perforated steel plate 100, and close the ball valve 501;

[0069] S1.2.3, place the steel support structure 200 on the upper surface of the perforated steel pressure plate 100, place the jack 300 on the upper surface of the steel support structure 200, place the steel pad 401 on the top of the jack 300, place one end of the supporting steel pipe 400 on the upper surface of the steel pad 401, and place the other end against the top of the inner wall of the pipe.

[0070] Wherein, the step S2 is applied to a set of Figure 3 The grouting system shown comprises: a slurry mixer 801; a grouting pump 802, connected to the slurry mixer 801 and used for pumping slurry; a grouting main pipeline 803, one end of which is connected to the grouting pump 802, and the other end is connected to the grouting branch pipeline 500 in the pipeline, and is used for transporting the pumped slurry to the grouting branch pipeline 500.

[0071] The main grouting pipeline 803 is provided with a plurality of pipeline interfaces, and a certain distance is spaced between every two pipeline interfaces.

[0072] The ball valve 501 on the grouting branch pipeline 500 can be used to control the slurry to be transported on or off.

[0073] In a specific embodiment of the present invention, the grouting main pipeline 803 is connected to the grouting branch pipelines 500 in each pipeline respectively, so as to transport the slurry to the pipeline holes 601 of each pipeline respectively.

[0074] The slurry mixer 801 and the grouting pump 802 are located behind the pipeline where the grouting system is planned to be placed, and are placed at a certain distance from the pipeline to prevent the slurry mixer 801 and the grouting pump 802 from affecting the grouting effect. A distance of one to two sections of the pipeline is left between the slurry mixer 801 and the grouting pump 802 to meet the impact of dynamic changes in construction on grouting.

[0075] Furthermore, the grouting pressure of the grouting system generally does not exceed 2Mpa.

[0076] The step S2 comprises:

[0077] S2.1, start the slurry mixer 801 and the grouting pump 802, and prepare the slurry;

[0078] S2.2, connecting the grouting main pipeline 803 in the grouting system to the grouting branch pipelines 500 in each pipeline, and conveying the configured slurry to each pipeline hole 601;

[0079] S2.3, after the grouting is completed, the supporting steel pipe 400, the steel pad 401, the jack 300 and the steel supporting structure 200 in the soil-breaking auxiliary device are removed.

[0080] In the slurry configuration, clay: water = 1:1 ratio is used for mixing, and the mixture of clay and water is stirred into a pumpable slurry by the slurry mixer 801 .

[0081] Specifically, the clay can be made from geological soil at the construction site, and the ratio of clay to water can be adjusted to about 1:1, so that the slurry is configured into a clay cake that is neither dry nor thin.

[0082] After the slurry is configured, the slurry is pumped to the grouting main pipeline 803 through the grouting pump 802, and then transported to each of the grouting branch pipelines 500 through the grouting main pipeline 803, and finally sent to the corresponding pipeline holes 601 connected to each of the grouting branch pipelines 500 to perform grouting correction on the inclined pipeline.

[0083] Among them, Figure 4 As shown, step S3 comprises:

[0084] S3.1, use double liquid slurry to solidify the pipe hole 601 and the surrounding soil after grouting, and perform a watertight test after solidification.

[0085] Wherein, the double liquid slurry is a mixed slurry of cement slurry and water glass.

[0086] Specifically, after removing the grouting branch pipeline 500 and the ball valve 501 , double-liquid slurry is injected downward along the central opening of the perforated steel pressure plate 100 to solidify and seal the pipeline hole 601 .

[0087] S3.2, the cured and sealed pipe hole 601 is directly welded using the perforated steel platen 100, and anti-corrosion paint is applied on the welding joint and the surface of the perforated steel platen 100.

[0088] In summary, the method for correcting the deviation of large-diameter pipe jacking construction provided by the present invention can solve the problem of jacking deviation in the laying of underground pipelines in weak and poor geology. The pipe body of the pipeline is drilled to form a pipeline hole; then the pipe after drilling is grouting and correcting the deviation through the auxiliary device for drilling; finally, the grouting pipe hole is cured and sealed. This set of soil correction methods can quickly and economically solve the problem of pipeline tilting during soil drilling operations, thereby affecting pipeline performance.

[0089] Although the content of the present invention has been described in detail through the above preferred embodiments, it should be appreciated that the above description should not be considered as a limitation of the invention. After reading the above content, it will be obvious to those skilled in the art for various modifications and substitutions of the present invention. Therefore, the protection scope of the present invention should be limited by the attached claims.

Claims

1. A method for rectifying the deviation of large-diameter pipe jacking construction, characterized in that: The following steps are included: S1, drilling a hole in the pipe body of the pipe to form a pipe hole (601); S2, using a soil-breaking auxiliary device to perform grouting and deviation correction on the pipeline through the pipeline hole (601); S3, curing and sealing the grouting pipe hole (601).

2. The soil beating and deviation correction method according to claim 1, characterized in that: The step S1 comprises: S1.1, using a drilling machine to vertically drill a hole from the bottom of the inner wall of the pipeline to the bottom of the outer wall of the pipeline until the pipeline is penetrated to form a pipeline hole (601); S1.2, after forming the pipeline hole (601), using a soil-breaking auxiliary device to fix the pipeline.

3. The soil beating and deviation correction method according to claim 2, characterized in that: The soil-breaking auxiliary device comprises: A perforated steel pressure plate (100) is horizontally installed at the bottom of the inner wall of the pipeline to provide a support plane; A steel support structure (200) is disposed above the perforated steel pressing plate (100) and presses the perforated steel pressing plate (100) downwards; A jack (300) is disposed above the steel support structure (200) and presses the steel support structure (200) downwards; A supporting steel pipe (400), one end of which is disposed above the jack (300) and the other end of which is supported against the topmost end of the inner wall of the pipe; Wherein, a plurality of steel pads (401) are provided between the jack (300) and the supporting steel pipe (400) to buffer stress.

4. The soil beating and deviation correction method according to claim 3, characterized in that: The center of the perforated steel pressure plate (100) is provided with an opening, and a grouting branch pipe (500) is installed in the opening; the grouting branch pipe (500) is provided with a ball valve (501), and the ball valve (501) is used to open or close the grouting branch pipe (500).

5. The soil beating and deviation correction method according to claim 4, characterized in that: The height of the steel support structure (200) is greater than the height of the grouting branch pipe (500).

6. The soil beating and deviation correction method according to claim 4, characterized in that: The step S1.2 comprises: S1.2.1, horizontally fixing the perforated steel pressing plate (100) to the bottom of the inner wall of the pipeline; S1.2.2, insert the grouting branch pipe (500) into the pipe hole (601), extend it from the central opening of the perforated steel pressure plate (100), and close the ball valve (501); S1.2.3, sequentially place the steel support structure (200) on the upper surface of the perforated steel pressure plate (100), place the jack (300) on the upper surface of the steel support structure (200), place the steel pad (401) on the top of the jack (300), place one end of the supporting steel pipe (400) on the upper surface of the steel pad (401), and place the other end against the top of the inner wall of the pipe.

7. The soil beating and deviation correction method according to claim 6, characterized in that: The step S2 adopts a grouting system, which comprises: Slurry mixer (801); A grouting pump (802), connected to the slurry mixer (801), for pumping the slurry; The grouting main pipeline (803) has one end connected to the grouting pump (802) and the other end connected to the grouting branch pipeline (500) in the pipeline, and is used to transport slurry to the grouting branch pipeline (500).

8. The soil beating and deviation correction method according to claim 7, characterized in that: The main grouting pipeline (803) is provided with a plurality of pipeline interfaces at intervals to respectively connect the grouting branch pipelines (500) on each pipeline.

9. The soil beating and deviation correction method according to claim 8, characterized in that: The step S2 comprises: S2.1, start the slurry mixer (801) and the grouting pump (802), and prepare the slurry; S2.2, connecting the grouting main pipeline (803) in the grouting system to the grouting branch pipelines (500) in each pipeline, and conveying the configured slurry to each pipeline hole (601); S2.3, after the grouting is completed, the supporting steel pipe (400), the steel pad (401), the jack (300), and the steel supporting structure (200) in the soil-breaking auxiliary device are removed.

10. The soil beating and deviation correction method according to claim 9, characterized in that: The step S3 comprises: S3.1, dismantle the grouting branch pipe (500) and the ball valve (501); use double liquid slurry to solidify the pipe hole (601) and the surrounding soil after grouting, and perform a watertightness test after solidification; S3.2, use the perforated steel pressure plate (100) to weld the solidified and sealed pipe hole (601), and apply anti-corrosion paint on the welding joint and the surface of the perforated steel pressure plate (100).

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