Soil-excavation deviation correction method for large-diameter pipe jacking construction

Abstract

Disclosed in the present invention is a soil-excavation deviation correction method for large-diameter pipe jacking construction, comprising: S1, drilling a hole in a pipe body of a pipe to form a pipe hole; S2, using a soil-excavation assisting device to perform deviation-correction grouting on the pipe by means of the pipe hole; and S3, curing and sealing the grouted pipe hole. The soil-excavation assisting device comprises: a perforated steel pressure plate, horizontally mounted at the bottommost part of the inner wall of the pipe; a steel support structure, arranged above the perforated steel pressure plate and pressing the perforated steel pressure plate downwards; a jack, arranged above the steel support structure and pressing the steel support structure downwards; and a support steel pipe, having one end arranged above the jack and the other end abutting against the topmost end of the inner wall of the pipe. The present invention provides a fast and economical solution to the problem of jacking deviation during underground pipeline laying under weak and poor geological conditions.

Description

A soil-driving correction method for large-diameter pipe jacking construction Technical Field

[0001] This invention relates to the field of underground pipeline laying, and in particular to a method for correcting deviation by driving soil during large-diameter pipe jacking construction. Background Technology

[0002] Pipe jacking is a trenchless method for laying underground pipelines, widely used in urban water supply and drainage, gas, electricity, and telecommunications underground pipeline projects. It uses jacking equipment within a working shaft to push the pipeline into the ground at a designed slope and direction, thus laying the underground pipeline and avoiding the damage to surface traffic, the environment, and existing underground facilities caused by traditional open-cut construction.

[0003] For underground pipelines laid in soft and unfavorable geological conditions, the varying textures of the soil layers or the presence of obstacles such as hard interlayers within the soft soil can easily lead to deviations during pipe jacking. These deviations can cause a series of serious problems, such as damage to the jacking equipment; for pipelines requiring connections, deviations can reduce the sealing performance after connection, thus affecting the pipeline's functionality and lifespan; and in severe cases, they can even damage existing underground structures, creating safety hazards.

[0004] Therefore, there is an urgent need for a soil-driving correction method that can be applied to the laying of underground pipelines in weak and unfavorable geological conditions. Summary of the Invention

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

[0006] To achieve the above objectives, the present invention provides a method for soil driving and deviation correction in large-diameter pipe jacking construction, comprising:

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

[0008] S2, Grouting and correction of the pipeline is performed through the pipeline hole using a soil-driving auxiliary device;

[0009] S3, solidify and seal the grouting pipe holes.

[0010] Optionally, step S1 includes:

[0011] S1.1, Use a drilling rig to drill a hole vertically from the bottom of the inner wall of the pipe to the bottom of the outer wall of the pipe until the pipe is penetrated, forming a pipe hole;

[0012] S1.2 After the pipe hole is formed, the pipe is fixed by a soil-driving auxiliary device.

[0013] Optionally, the soil-driving auxiliary device includes:

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

[0015] A steel support structure is provided above the perforated steel pressure plate and presses the perforated steel pressure plate downwards.

[0016] A jack is positioned above the steel support structure to press the steel support structure downwards.

[0017] A supporting steel pipe is provided, with one end positioned above the jack and the other end abutting against the top of the inner wall of the pipe.

[0018] Several steel pads are provided between the jack and the supporting steel pipe to buffer stress.

[0019] Optionally, the perforated steel pressure plate has an opening at its center, into which a grouting branch pipe is installed; the grouting branch pipe is equipped with a ball valve, which 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 sub-pipe.

[0021] Optionally, step S1.2 includes:

[0022] S1.2.1, The perforated steel pressure plate is horizontally fixed to the bottom of the inner wall of the pipe;

[0023] S1.2.2, Insert the grouting branch pipe into the pipe hole and extend it from the center opening of the perforated steel pressure plate, and close the ball valve;

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

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

[0026] Slurry mixer;

[0027] A grouting pump, connected to the grout mixer, is used to pump grout.

[0028] The main grouting pipeline has one end connected to the grouting pump and the other end connected to the grouting branch pipeline inside the main pipeline, which is used to transport grout to the grouting branch pipeline.

[0029] Optionally, the main grouting pipe is provided with several pipe interfaces at intervals to connect to the grouting sub-pipes on each pipe respectively.

[0030] Optionally, step S2 includes:

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

[0032] S2.2, connect the main grouting pipe in the grouting system to the grouting sub-pipes in each pipe, and deliver the prepared grout to each pipe hole;

[0033] S2.3 After grouting is completed, remove the supporting steel pipe, steel pad, jack, and steel support structure from the soil-driving auxiliary device.

[0034] Optionally, step S3 includes:

[0035] S3.1, Remove the grouting sub-pipe and ball valve; use a two-component grout to solidify the grouting pipe hole and surrounding soil, and conduct a leak-proof test after solidification;

[0036] S3.2, After the pipe hole has been cured and sealed, the perforated steel pressure plate is welded to seal it, and anti-corrosion paint is applied to the weld joint 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 soil drilling and correction method for large-diameter pipe jacking construction, which can deal with the pipe tilting that occurs during the laying of underground pipelines in soft and unfavorable geological conditions, and provide emergency treatment for this 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 soil-driving and deviation correction method for large-diameter pipe jacking construction, which adopts a pressing mechanism including a perforated steel pressure plate, a steel support structure, a jack and a supporting steel pipe, etc., which better ensures the stability of the inclined pipe after drilling and grouting, and the pressing mechanism can be adaptively adjusted with the change of grouting pressure. Attached Figure Description

[0040] Figure 1 is a schematic diagram of the tube body drilling of the present invention;

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

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

[0043] Figure 4 is a schematic diagram of the sealing of the drilling hole according to the present invention. Detailed Implementation

[0044] The technical content, structural features, objectives and effects of the present invention will be described in detail below with reference to Figures 1-4 and preferred embodiments.

[0045] It should be noted that the accompanying drawings are in a very simplified form and use non-precise proportions. They are only used to facilitate and clarify the purpose of illustrating the embodiments of the present invention, and are not intended to limit the implementation conditions of the present invention. Therefore, they have no substantial technical significance. Any modifications to the structure, changes in the proportional relationship, or adjustments to the size should still fall within the scope of the technical content disclosed in the present invention, provided that they do not affect the effects and objectives that the present invention can produce.

[0046] In the description of this invention, it should be noted that the terms "upper," "lower," "left," "right," "vertical," "horizontal," "inner," and "outer," etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are used only for the convenience of describing this invention and for simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on this invention. Furthermore, the terms "first," "second," and "third" are used for descriptive purposes only and should not be construed as indicating or implying relative importance.

[0047] In the description of this invention, it should be noted that, unless otherwise explicitly specified and limited, the terms "installation," "connection," and "linking" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; and they can refer to the internal communication between two components. Those skilled in the art can understand the specific meaning of the above terms in this invention based on the specific circumstances.

[0048] This invention provides a soil-driving correction method for large-diameter pipe jacking construction, used for soil-driving correction of inclined pipes in multi-section continuous pipes as shown in Figure 2. The soil-driving correction method includes the following steps:

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

[0050] S2, using a soil-driving auxiliary device, grouting is performed on the pipeline through the pipe hole 601 to correct its deviation;

[0051] S3, solidify and seal the grouting pipe hole 601.

[0052] Step S1 includes:

[0053] S1.1, Use a drilling rig to drill a hole vertically from the bottom of the inner wall of the pipe to the bottom of the outer wall of the pipe until the pipe is penetrated, forming a pipe hole 601;

[0054] Specifically, before drilling, a groove is first drilled from the bottom of the inner wall of the pipe toward the outer wall to facilitate further drilling by the drilling rig.

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

[0056] S1.2 After the pipe hole 601 is formed, the pipe is fixed by a soil-driving auxiliary device.

[0057] Step S1.2 is achieved through a soil-tamping auxiliary device as shown in Figures 1 and 2. This device includes: a perforated steel pressure plate 100, horizontally installed at the bottom of the inner wall of the pipe to provide a support plane; a steel support structure 200, positioned above the perforated steel pressure plate 100 to press it downwards; a jack 300, positioned above the steel support structure 200 to press it downwards and serve as the main weight for compacting the pipe; and a support steel pipe 400, one end of which is positioned above the jack 300, and the other end abutting the top of the inner wall of the pipe. This support steel pipe 400 ensures 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] Several 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 to buffer stress.

[0059] When the other end of the supporting steel pipe 400 cannot abut against the top of the inner wall of the pipe, the adjustment is made by increasing or decreasing the steel pad 401.

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

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

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

[0063] To better ensure the fixing effect of the soil-driving 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-driving auxiliary device makes the pipeline more stable, preventing unstable displacement of the pipeline during subsequent high-pressure grouting operations, which would affect the effectiveness of the high-pressure grouting operation.

[0066] Furthermore, step S1.2 includes:

[0067] S1.2.1, The perforated steel pressure plate 100 is horizontally fixed to the bottom of the inner wall of the pipe;

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

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

[0070] In this process, step S2 is applied to a grouting system as shown in Figure 3. The grouting system includes: a grout mixer 801; a grouting pump 802 connected to the grout mixer 801 for pumping grout; and a main grouting pipe 803, one end of which is connected to the grouting pump 802 and the other end of which is connected to the grouting branch pipe 500 inside the main pipe for transporting the pumped grout to the grouting branch pipe 500.

[0071] The grouting main pipe 803 is provided with several pipe interfaces, with a certain distance between each pair of pipe interfaces.

[0072] The ball valve 501 on the grouting branch pipe 500 can be used to control the start or stop of grout delivery.

[0073] In a specific embodiment of the present invention, the main grouting pipe 803 is connected to the grouting branch pipes 500 in each pipe to deliver the grout into the pipe holes 601 of each pipe.

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

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

[0076] Step S2 includes:

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

[0078] S2.2 Connect the main grouting pipe 803 in the grouting system to the grouting branch pipes 500 in each pipe, and deliver the prepared grout to each pipe hole 601.

[0079] S2.3 After grouting is completed, remove the supporting steel pipe 400, steel pad 401, jack 300, and steel support structure 200 from the soil-driving auxiliary device.

[0080] In the slurry preparation, clay and water are mixed in a ratio of 1:1, and the mixture of clay and water is stirred into a pumpable slurry by the slurry mixer 801.

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

[0082] After the grout is prepared, it is pumped to the main grouting pipeline 803 by the grouting pump 802, and then delivered to each of the grouting branch pipelines 500 by the main grouting pipeline 803. Finally, it is sent into the corresponding pipe hole 601 connected to each of the grouting branch pipelines 500 to grout and correct the tilted pipeline.

[0083] As shown in Figure 4, step S3 includes:

[0084] S3.1, a two-component grout is used to solidify the grouted pipe hole 601 and the surrounding soil, and a leak-proof test is conducted after solidification.

[0085] The dual-liquid slurry is a mixture of cement slurry and water glass.

[0086] Specifically, after removing the grouting sub-pipe 500 and ball valve 501, a double-liquid grout is injected downwards along the center opening of the perforated steel pressure plate 100 to solidify and seal the pipe hole 601.

[0087] S3.2, After the pipe hole 601 has been cured and sealed, it is directly welded shut using the perforated steel pressure plate 100, and anti-corrosion paint is applied to the weld joint and the surface of the perforated steel pressure plate 100.

[0088] In summary, the soil-driving correction method for large-diameter pipe jacking construction provided by this invention can solve the problem of jacking deviation in underground pipeline laying in soft and unfavorable geological conditions. This method involves drilling holes in the pipe body to form pipe boreholes; then, using a soil-driving auxiliary device, grouting is used to correct the deviation of the drilled pipe; finally, the grouted pipe boreholes are solidified and sealed. This soil-driving correction method quickly and economically solves the problem of pipe tilting during soil-driving operations, which in turn affects pipe performance.

[0089] Although the present invention has been described in detail through the preferred embodiments above, it should be understood that the above description should not be considered as a limitation of the invention. Various modifications and substitutions to the present invention will be apparent to those skilled in the art after reading the above. Therefore, the scope of protection of the present invention should be defined by the appended claims.

Claims

1. A method for soil tamping and deviation correction of large-diameter pipe jacking construction, characterized in that, The method comprises the following steps: S1, a hole is drilled in the pipe body to form a pipe hole (601); S2, the pipe is grouted and corrected through a soil striking auxiliary device via the pipe hole (601); S3, the pipe hole (601) after grouting is solidified and closed.

2. The soil correction method of claim 1 wherein, The step S1 comprises: S1.1, a drill is used to drill a hole from the bottom of the inner wall of the pipe to the bottom of the outer wall of the pipe vertically until the pipe is penetrated to form the pipe hole (601); S1.2, after the pipe hole (601) is formed, the pipe is fixed by using a soil striking auxiliary device.

3. The soil correction method of claim 2, wherein, The soil striking auxiliary device comprises: a steel pressing plate (100) with holes, which is horizontally installed at the bottom of the inner wall of the pipe to provide a support plane; a steel support structure (200) arranged above the steel pressing plate (100) to press the steel pressing plate (100) downward; a jack (300) arranged above the steel support structure (200) to press the steel support structure (200) downward; a support steel pipe (400) with one end arranged above the jack (300) and the other end abutting against the top end of the inner wall of the pipe; wherein a plurality of steel shims (401) are arranged between the jack (300) and the support steel pipe (400) to buffer stress.

4. The soil correction method of claim 3 wherein, The steel pressing plate (100) with holes is provided with an opening in the center, and a grouting branch pipe (500) is installed in the opening; the grouting branch pipe (500) is provided with a ball valve (501) for opening or closing the grouting branch pipe (500).

5. The soil correction method of claim 4, wherein, The height of the steel support structure (200) is greater than the height of the grouting branch pipe (500).

6. The soil correction method of claim 4 wherein, The step S1.2 comprises: S1.2.1, the steel pressing plate (100) with holes is horizontally fixed to the bottom of the inner wall of the pipe; S1.2.2, the grouting branch pipe (500) is inserted into the pipe hole (601) and extends out of the center opening of the steel pressing plate (100) with holes, and the ball valve (501) is closed; S1.2.3, the steel support structure (200) is placed on the upper surface of the steel pressing plate (100) with holes, the jack (300) is placed on the upper surface of the steel support structure (200), the steel shims (401) are placed on the top of the jack (300), one end of the support steel pipe (400) is placed on the upper surface of the steel shims (401), and the other end abuts against the top of the inner wall of the pipe.

7. The soil correction method of claim 6 wherein, The step S2 uses a grouting system, which comprises: a grout mixer (801); a grouting pump (802) connected with the grout mixer (801) for pumping grout; a grouting main pipe (803) with one end connected with the grouting pump (802) and the other end connected with the grouting branch pipe (500) in the pipe for delivering grout to the grouting branch pipe (500).

8. The soil correction method of claim 7 wherein, A plurality of pipe interfaces are arranged on the grouting main pipe (803) at intervals to respectively connect the grouting branch pipes (500) on the pipes.

9. The soil correction method of claim 8 wherein, The step S2 comprises: S2.1, start the slurry mixer (801) and the grouting pump (802), and configure the slurry; S2.2, connect the grouting main pipeline (803) in the grouting system with the grouting branch pipelines (500) in each pipeline, and transport the configured slurry into each pipeline hole (601); S2.3, after the grouting is completed, remove the supporting steel pipe (400), the steel base plate (401), the jack (300) and the steel support structure (200) in the soil beating auxiliary device.

10. The soil correction method of claim 9, wherein, The step S3 comprises: S3.1, remove the grouting branch pipeline (500) and the ball valve (501); use the double-liquid slurry to solidify the pipeline hole (601) after grouting and the surrounding soil, and perform a water leakage test after solidification; S3.2, for the pipeline hole (601) after solidification and sealing, weld the steel pressure plate (100) with holes, and coat the welding interface and the surface of the steel pressure plate (100) with holes with anticorrosive paint.

Images