Method for repairing underground large-diameter HDPE (high-density polyethylene) pipe

Abstract

The invention relates to a method for repairing an underground large-diameter HDPE (high-density polyethylene) pipe, which comprises the following steps that a deformed pipe section of a pipeline is determined, and the upper side surface of the deformed pipe section is provided with a concave area; a supporting structure is built on the soil layer on the upper portion of the deformation pipe section so as to reinforce the soil body above the concave area; a working hole is formed in the position, corresponding to the concave area, in the deformation pipe section; digging out a soil body above the concave area through the working hole; the concave area is repaired, so that the roundness of the deformed pipe section is trimmed; and grouting is conducted outside the pipeline, so that a peripheral annular cement soil reinforcing layer surrounding the deformation pipe section is formed. In this way, the existing pipeline is utilized to the maximum extent for repairing, in addition, other defects existing in the repaired and deformed pipe section are treated through a conventional non-excavation repairing technology, and finally structural and functional repairing of the urban rain sewage pipeline is achieved. The social influence caused by large excavation of pipeline replacement is avoided, and the engineering investment is saved to the maximum extent.

Description

Technical Field

[0001] The invention relates to the technical field of trenchless pipeline repair, and in particular to a repair method for an underground large-diameter HDPE pipe. Background Art

[0002] According to the relevant regulations for pipeline repair and existing construction techniques, it is impossible to effectively solve the structural defect problem of severe deformation of HDPE (High Density Polyethylene) pipes. The only way to solve similar problems is to use excavation and replacement or new construction of pipelines in different locations. Due to the modernization of cities, the buried depth of many pipelines buried underground in the early years has increased, the ground has been raised or the additional load on the ground has changed greatly, and HPDE pipes are generally easy to break in pipeline repair projects. Many HDPE trunk pipes in old urban areas are buried deep, the cost of excavation and replacement is high, the social impact is wide, and the construction is difficult, which often causes great trouble to the construction party in pipeline repair projects. Summary of the invention

[0003] Based on the above description, the present invention provides a method for repairing underground large-diameter HDPE pipes to solve the problems that the existing HDPE pipeline repair method requires excavation and replacement of pipes or construction of new pipelines in situ, which is costly, has a wide social impact and is difficult to construct.

[0004] The technical solution of the present invention to solve the above technical problems is as follows: A method for repairing an underground large-diameter HDPE pipe comprises the following steps: Determining a deformed pipe section of the pipeline, wherein the upper side of the deformed pipe section has a concave area; Building a support structure on the upper soil layer of the deformed pipe section to reinforce the soil above the sunken area; A working hole is provided inside the deformable tube section corresponding to the recessed area; digging out the soil above the sunken area through the working hole; Repairing the depressed area to correct the roundness of the deformed pipe section; Grouting is performed outside the pipe to form a cement soil reinforcement layer in an outer ring around the deformed pipe section.

[0005] On the basis of the above technical solution, the present invention can also be improved as follows: Furthermore, the step of building a support structure on the upper soil layer of the deformed pipe section to reinforce the soil above the sunken area includes: Inserting a plurality of geotechnical anchors arranged in an array into the soil above the depressed area; A reinforced concrete slab is arranged above the plurality of geotechnical anchor rods, so that the upper ends of the plurality of geotechnical anchor rods are anchored into the reinforced concrete slab to form the support structure.

[0006] Furthermore, the distance between each of the geotechnical anchor rods and the upper side surface of the deformable pipe section is L, 0.5m≤L≤0.8m.

[0007] Furthermore, the step of opening a working hole inside the deformable tube section corresponding to the recessed area includes: Two working holes are opened inside the deformable pipe section corresponding to the recessed area, and the two working holes are respectively located on two sides of the recessed area along the axial direction of the pipeline.

[0008] Furthermore, the step of digging out the soil above the sunken area through the working hole includes: Two soil taking chutes are respectively arranged in the two working holes, and the soil above the recessed area is taken out through the two soil taking chutes.

[0009] Furthermore, the step of determining the deformed pipe section of the pipeline includes: The pipeline detection robot enters the pipeline to detect the deformed pipe section.

[0010] Furthermore, before the step of building a support structure on the upper soil layer of the deformed pipe section to reinforce the soil above the sunken area, the method includes: Conducting geophysical exploration on the deformed pipe section and determining a construction plan for the support structure based on the geophysical exploration results.

[0011] Furthermore, after the step of building a support structure on the upper soil layer of the deformed pipe section to reinforce the soil above the sunken area, the method further includes: The deformed pipe section is sealed, diverted and dredged.

[0012] Furthermore, the step of repairing the depressed area to correct the roundness of the deformed pipe section includes: A hydraulic device is arranged in the deformable tube section, and the recessed area is pushed upward by the hydraulic device to correct the roundness of the deformable tube section.

[0013] Further, after the step of injecting grout outside the pipe to form an outer ring-shaped cement soil reinforcement layer surrounding the deformed pipe section, the method further comprises: The outer soil layer at the deformed pipe section is waterproofed and reinforced, and the infiltration path of the outer soil layer is blocked by grouting.

[0014] Compared with the prior art, the technical solution of this application has the following beneficial technical effects: First, the deformed pipe section of the pipeline is determined, and there is a concave area on the upper side of the deformed pipe section; then a support structure is built on the upper soil layer of the deformed pipe section to reinforce the soil above the concave area; then a working hole is opened in the deformed pipe section corresponding to the concave area; since the soil above the concave area has been reinforced, the soil above the concave area can be dug out through the working hole; then the concave area is repaired to adjust the roundness of the deformed pipe section; grouting is performed outside the pipe to form a cement soil reinforcement layer in an outer ring surrounding the deformed pipe section. Strengthen the strength of the deformed pipe section. In this way, the existing pipe is repaired to the greatest extent. In addition, conventional non-excavation repair technology (such as stainless steel quick lock, etc.) is used to treat other defects (such as ruptures, holes, etc.) in the pipe section after repair and deformation, and finally the structural and functional repair of urban rainwater and sewage pipes is achieved. The social impact caused by large excavation for replacing pipes is avoided, and the project investment is saved to the greatest extent. BRIEF DESCRIPTION OF THE DRAWINGS

[0015] Figure 1 A schematic diagram of a process for repairing an underground large-diameter HDPE pipe provided by an embodiment of the present invention; Figure 2 A schematic diagram of the structure of a deformed pipe section in the repair of an underground large-diameter HDPE pipe provided by an embodiment of the present invention; Figure 3 A schematic diagram of a three-dimensional structure of an underground large-diameter HDPE pipe repair provided by an embodiment of the present invention; Figure 4 A cross-sectional schematic diagram of an underground large-diameter HDPE pipe repair method provided in an embodiment of the present invention.

[0016] In the accompanying drawings, the components represented by the reference numerals are listed as follows: 1. Pipeline; 11. Deformed pipe section; 111. Depressed area; 112. Working hole; 113. Deformation boundary line; 114. Repair boundary line; 2. Support structure; 21. Rock anchor; 22. Reinforced concrete slab; 23. Reinforced area; 3. Strengthening layer; 4. Excavation chute. DETAILED DESCRIPTION

[0017] In order to facilitate understanding of the present application, the present application will be described more fully below with reference to the relevant drawings. Embodiments of the present application are provided in the drawings. However, the present application can be implemented in many different forms and is not limited to the embodiments described herein. On the contrary, the purpose of providing these embodiments is to make the disclosure of the present application more thorough and comprehensive.

[0018] Unless otherwise defined, all technical and scientific terms used herein have the same meaning as those commonly understood by those skilled in the art to which this application belongs. The terms used herein in the specification of this application are only for the purpose of describing specific embodiments and are not intended to limit this application.

[0019] It will be appreciated that spatial relationship terms such as "under," "beneath," "below," "under," "above," "above," etc., may be used herein to describe the relationship of an element or feature shown in the figures to other elements or features. It will be appreciated that, in addition to the orientations shown in the figures, spatial relationship terms also include different orientations of the device in use and operation. For example, if the device in the accompanying drawings is flipped, an element or feature described as "under other elements" or "under it" or "under it" will be oriented as being "above" the other elements or features. Thus, the exemplary terms "under" and "under" may include both upper and lower orientations. In addition, the device may also include additional orientations (e.g., rotated 90 degrees or other orientations), and the spatial descriptors used herein are interpreted accordingly.

[0020] When used herein, the singular forms "a", "an", and "said / the" may also include plural forms, unless the context clearly indicates otherwise. It should also be understood that the terms "include / comprise" or "have" etc. specify the presence of stated features, wholes, steps, operations, components, parts or combinations thereof, but do not exclude the possibility of the presence or addition of one or more other features, wholes, steps, operations, components, parts or combinations thereof.

[0021] Please refer to Figures 1 to 4 The present invention provides a method for repairing an underground large-diameter HDPE pipe, comprising the following steps: S10, determining a deformed pipe section 11 of the pipeline 1, wherein the upper side of the deformed pipe section 11 has a recessed area 111; S20, building a support structure 2 on the upper soil layer of the deformed pipe section 1 to reinforce the soil above the sunken area 111; S30, opening a working hole 112 inside the deformed tube segment corresponding to the recessed area 111; S40, digging out the soil above the sunken area 111 through the working hole 112; S50, repairing the recessed area 111 to adjust the roundness of the deformed pipe section 11; S60 , injecting grout to the outside of the pipeline 1 to form an annular cement-soil reinforcement layer 3 surrounding the outer periphery of the deformed pipe section 11 .

[0022] First, the deformed pipe section 11 of the pipeline 1 is determined, and the upper side surface of the deformed pipe section 11 has a recessed area 111; then, a support structure 2 is built on the upper soil layer of the deformed pipe section 11 to reinforce the soil above the recessed area 111; then, a working hole 112 is opened in the deformed pipe section 11 corresponding to the recessed area 111; since the soil above the recessed area 111 has been reinforced, the soil above the recessed area 111 can be dug out through the working hole 112; then, the recessed area 111 is repaired to correct the roundness of the deformed pipe section 11; grouting is performed outside the pipeline 1 to form an annular cement soil reinforcement layer 3 surrounding the outer periphery of the deformed pipe section 11. The strength of the deformed pipe section 11 is strengthened. In this way, the existing pipeline 1 is used, and only the deformed pipe section 11 is subjected to trenchless repair. In addition, conventional trenchless repair techniques (such as stainless steel quick locks, etc.) are used to repair other defects (such as cracks, holes, etc.) in the deformed pipe section after repair. The structural and functional repair of the urban rainwater and sewage pipeline 1 is achieved. The social impact caused by the large excavation of the replacement pipeline 1 is avoided, and the project investment is saved to the greatest extent.

[0023] Specifically, the step S20 includes: S201, inserting a plurality of geotechnical anchor rods arranged in an array into the soil above the recessed area 111; S202 , a reinforced concrete slab 22 is arranged above the plurality of geotechnical anchor rods, so that the upper ends of the plurality of geotechnical anchor rods are anchored into the reinforced concrete slab 22 to form the support structure 2 .

[0024] Reference Figure 3 and Figure 4 After determining the position of the deformable pipe section 11 and the depressed area 111, multiple rock anchors 21 are anchored from the ground downward into the soil above the deformable pipe section 11 to reinforce the soil above the deformable pipe section 11 and enhance the integrity of the soil above the deformable pipe section 11, so as to facilitate the subsequent opening of the working hole 112 and soil excavation operations. A reinforced concrete slab 22 is set above the multiple rock anchors, and the upper ends of the multiple rock anchors 21 are anchored into the reinforced concrete slab 22. The two sides of the reinforced concrete slab 22 along the radial distribution of the pipeline 1 need to be set beyond the pipeline 1, and the two sides of the reinforced concrete slab along the axial distribution of the pipeline 1 need to be set beyond the depressed area 111. Thus, the reinforced concrete plate works together with the plurality of rock anchors 21 to form a reinforcement area 23 above the deformed pipe body. While reinforcing the soil above the deformed pipe section 1, it can also better bear the upper load, prevent excessive local stress in the soil layer, and avoid the phenomenon of the pipeline 1 that has been repaired again.

[0025] It should be noted that the multiple rock anchors 21 are arranged in a matrix, and there is no limit on the number of the multiple rock anchors 21 and the spacing between them. There is no limit on the distance that the reinforced concrete slab 22 exceeds the pipeline 1 in the radial direction of the pipeline 1, and the distance that the reinforced concrete slab 22 exceeds the recessed area 111 in the axial direction of the pipeline 1. The specific design and calculation are based on the actual construction situation.

[0026] More specifically, refer to Figure 3 and Figure 4 , the distance between each rock anchor and the upper side of the deformable pipe section 11 is L, 0.5m≤L≤0.8m. A space for setting the reinforcing layer 3 is provided. Among the multiple rock anchors 21, the rock anchor 21 located directly above the pipeline 1 can abut against the reinforcing layer 3, so that the upper load can be decomposed from the reinforced concrete slab 22 to each rock anchor 21 and then transferred to the reinforcing layer 3, reducing the load on the pipe body and extending the service life.

[0027] It should be noted that the diameter of the pipe 1 is set to D, D≥1m. The distance between the ground and the upper side of the reinforced concrete is set to H, H≥1m.

[0028] The step S30 comprises: S301 , opening two working holes 112 inside the deformable tube segment 11 corresponding to the recessed area 111 , wherein the two working holes 112 are respectively located on two sides of the recessed area 111 along the axial direction of the pipeline 1 .

[0029] The step S40 comprises: S401, two soil taking chutes 4 are respectively arranged in the two working holes 112, and the soil above the recessed area 111 is taken out through the two soil taking chutes 4.

[0030] In this embodiment, refer to Figure 2 Two working holes 112 are opened inside the deformed pipe section 11 corresponding to the depressed area 111. The two working holes 112 are spaced apart along the axial direction of the pipeline 1 and are respectively arranged close to the edge of the depressed area 111. Two soil extraction chutes 4 are respectively arranged in the two working holes 112. The lower ends of the two soil extraction chutes 4 are both arranged in the pipeline 1. The upper ends of the two soil extraction chutes 4 are inclined in a direction close to each other, so that the soil above the depressed area 111 can be efficiently extracted to provide a repair space for the subsequent roundness repair of the pipeline 1. If the amount of groundwater outside the deformed pipe section 11 is very abundant, a precipitation well can be arranged in advance around the deformed pipe section 11.

[0031] The step S10 comprises: S101 , a pipeline inspection robot enters the pipeline 1 to inspect the deformed pipe section 11 .

[0032] It should be noted that the pipeline inspection robot is a digital high-definition pipeline inspection robot commonly used in construction, which will not be described in detail here.

[0033] The step S20 includes the following steps: S110: Performing geophysical exploration on the deformed pipe segment 11 and determining a construction plan for the support structure 2 according to the geophysical exploration structure.

[0034] After step S20, the following steps are further included: S310, the deformed pipe section 11 is sealed, diverted and dredged.

[0035] In this embodiment, after the support structure 2 is built and accepted, the formed pipe section is sealed, the liquid in the deformed pipe section 1 is diverted out, and cleaned, so that the operator can enter the pipeline 1 and then open the working hole 112 and adjust the roundness.

[0036] The step S50 comprises: S501 , disposing a hydraulic device in the deformable tube segment 1 , and pushing the recessed area 111 upwards by the hydraulic device to correct the roundness of the deformable tube segment 1 .

[0037] Reference Figure 2 The hydraulic device is used to repair the deformed boundary line 113 of the deformed pipe segment 1 to a repaired boundary line 114. It should be noted that the hydraulic device and the operation of the hydraulic device to repair the deformed pipe segment 1 are not described in detail, and are conventional operations in the art.

[0038] After step S60, the following steps are further included: S70, waterproofing and reinforcing the outer soil layer at the deformed pipe section 11, and blocking the seepage path of the outer soil layer by grouting.

[0039] Specifically, in this embodiment, after the roundness of the deformed pipe section 11 is repaired according to the hydraulic device. By setting a plurality of grouting pipes in the pipeline 1, grouting is performed on the surrounding side of the pipeline 1, and the slurry is poured into the soil layer on the surrounding side of the pipeline 1. The slurry removes the moisture and air in the soil particles or rock cracks by filling, penetrating and compacting, and then occupies its position. After a certain period of time, the slurry cements the originally loose soil particles or cracks into a whole, forming the reinforcement layer 3 surrounding the surrounding side of the pipeline 1. The reinforcement layer 3 has high strength, high waterproof performance and good chemical stability. Afterwards, each of the working holes 112, each of the grouting holes or other structural defects such as ruptures, penetrations, and holes in the pipeline 1 are blocked to ensure the sealing performance of the pipeline 1. The conventional non-excavation repair method in the project is specifically used for processing, such as setting a stainless steel quick lock, which will not be repeated here. Finally, the structural and functional restoration of the pipeline 1 is achieved.

[0040] The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions, improvements, etc. made within the spirit and principle of the present invention should be included in the protection scope of the present invention.

Claims

1. A method for repairing underground large-diameter HDPE pipes, characterized in that: The following steps are involved: Determining a deformed pipe section of the pipeline, wherein the upper side of the deformed pipe section has a concave area; Building a support structure on the upper soil layer of the deformed pipe section to reinforce the soil above the sunken area; A working hole is provided inside the deformable tube section corresponding to the recessed area; digging out the soil above the sunken area through the working hole; Repairing the depressed area to correct the roundness of the deformed pipe section; Grouting is performed outside the pipe to form a cement soil reinforcement layer in an outer ring around the deformed pipe section.

2. The method for repairing underground large-diameter HDPE pipe according to claim 1, characterized in that: The step of building a support structure on the upper soil layer of the deformed pipe section to reinforce the soil above the sunken area includes: Inserting a plurality of geotechnical anchors arranged in an array into the soil above the depressed area; A reinforced concrete slab is arranged above the plurality of geotechnical anchor rods, so that the upper ends of the plurality of geotechnical anchor rods are anchored into the reinforced concrete slab to form the support structure.

3. The method for repairing underground large-diameter HDPE pipe according to claim 2, characterized in that: The distance between each of the geotechnical anchor rods and the upper side surface of the deformable pipe section is L, 0.5m≤L≤0.8m.

4. The method for repairing underground large-diameter HDPE pipe according to claim 1, characterized in that: The step of opening a working hole inside the deformable tube section corresponding to the recessed area comprises: Two working holes are opened inside the deformable pipe section corresponding to the recessed area, and the two working holes are respectively located on two sides of the recessed area along the axial direction of the pipeline.

5. The method for repairing underground large-diameter HDPE pipe according to claim 4, characterized in that: The step of digging out the soil above the sunken area through the working hole comprises: Two soil taking chutes are respectively arranged in the two working holes, and the soil above the recessed area is taken out through the two soil taking chutes.

6. The method for repairing underground large-diameter HDPE pipe according to claim 1, characterized in that: The steps to determine the deformed section of the pipeline include: The pipeline detection robot enters the pipeline to detect the deformed pipe section.

7. The method for repairing underground large-diameter HDPE pipes according to claim 1, characterized in that: Before the step of building a support structure on the upper soil layer of the deformed pipe section to reinforce the soil above the sunken area, the method includes: Conducting geophysical exploration on the deformed pipe section and determining a construction plan for the support structure based on the geophysical exploration results.

8. The method for repairing underground large-diameter HDPE pipes according to claim 1, characterized in that: After the step of building a support structure on the upper soil layer of the deformed pipe section to reinforce the soil above the sunken area, the method includes: The deformed pipe section is sealed, diverted and dredged.

9. The method for repairing underground large-diameter HDPE pipes according to claim 1, characterized in that: The step of repairing the depressed area to correct the roundness of the deformed pipe section comprises: A hydraulic device is arranged in the deformable tube section, and the recessed area is pushed upward by the hydraulic device to correct the roundness of the deformable tube section.

10. The method for repairing underground large-diameter HDPE pipes according to claim 1, characterized in that: After the step of injecting grout outside the pipeline to form an outer ring-shaped cement soil reinforcement layer surrounding the deformed pipe section, the following steps are included: The outer soil layer at the deformed pipe section is waterproofed and reinforced, and the infiltration path of the outer soil layer is blocked by grouting.

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