Underground pipeline crossing low-disturbance sequential grooving underground diaphragm wall and construction method thereof

Abstract

The construction method comprises the steps that a hoop steel plate box is adopted for isolating and protecting a pipeline, and an embedded part is connected with a guide wall, so that excavation disturbance is avoided; a rigid water stop plate and expansion water stop strip dual structure and a pre-embedded grouting pipe are arranged at the joint of the pipeline and the guide wall, so that the impermeability is enhanced; a steel platform is arranged at the upper part of the groove section as a mechanical working surface, and steel diagonal bracings are additionally arranged inside to improve stability; a hydraulic trenching machine and a gas lift reverse circulation drilling machine are adopted for trenching in sequence, the perpendicularity is controlled through a side tooth assembly, and the direction of a drill bit is adjusted through an adjustable truss to overcome the trenching problem below a pipeline. A groove wall finishing technology is innovated, a convex surface is treated by a sawtooth scraper, and a concave surface is filled by high-pressure guniting. According to the technology, the safety of the pipeline is effectively guaranteed through a multi-protection and low-disturbance process, the characteristics of high grooving vertical precision, excellent water stop performance, high construction efficiency and the like are achieved, the construction quality of the diaphragm wall is remarkably improved, the engineering risk is reduced, and remarkable technical and economic benefits are achieved.

Description

Technical Field

[0001] The present invention relates to the construction of diaphragm walls, and particularly to a low-disturbance and sequential trench-forming diaphragm wall spanning underground pipelines and its construction method. Background Art

[0002] With the rapid development of underground transportation, as an important retaining structure for underground stations, diaphragm walls often face the situation of crossing underground pipelines. Since underground pipelines belong to different departments and the relocation coordination procedures are relatively cumbersome, it is difficult to relocate the pipelines in time, which greatly affects the normal construction progress of diaphragm walls. Therefore, doing a good job in the protection of underground pipelines is one of the key contents in the construction of diaphragm walls. At the same time, due to the high-frequency vibration construction of trench-forming machinery, it is inevitable to disturb the soil mass in the trench-forming section, which is extremely likely to cause the collapse of the soil mass in the trench section and affect the personal safety of construction personnel. Taking relevant measures to solve the problem of soil mass disturbance also needs to be considered as a key point.

[0003] In summary, in view of technical problems such as pipeline protection and soil mass disturbance, there is an urgent need to propose a low-disturbance and sequential trench-forming diaphragm wall spanning underground pipelines and its construction method. Summary of the Invention

[0004] The purpose of the present invention is to provide a low-disturbance and sequential trench-forming diaphragm wall spanning underground pipelines and its construction method, which can solve technical problems such as pipeline protection and soil mass disturbance when underground pipelines cross the trench section of the diaphragm wall, and can achieve good technical and economic benefits when applied to actual projects.

[0005] To solve the above technical problems, the present invention provides a construction method for a low-disturbance and sequential trench-forming diaphragm wall spanning underground pipelines, including the following steps: Step 1: Manually excavate the soil mass in the area near the underground pipeline; Step 2: Install hoop steel sheet boxes to isolate and protect the underground pipeline; Step 3: Install a steel platform for mechanical equipment to park and set steel cross braces inside the excavated trench section; Step 4: Use a hydraulic trench cutter to excavate the side trench sections on both sides of the underground pipeline; Step 5: Use an air-lift reverse circulation drill to excavate the trench section directly below the underground pipeline; Step 6: Smash the sediment at the bottom of the trench with a percussion drill and clean the trench wall with a brush wall cleaner; Step 7: Complete the lowering and translation of the middle-section steel reinforcement cage directly below the underground pipeline; Step 8: Hoist the side-section steel reinforcement cages; Step 9: Symmetrically and synchronously pour the diaphragm wall section through the perfusion conduit.

[0006] Further, in Step 2, the end of the hoop steel plate box is connected to the guide walls on both sides through embedded parts; at the upper and lower edges of the intersection of the underground pipeline and the guide wall, a double water stop structure composed of a rigid water stop plate and an expansion water stop strip is provided; the expansion water stop strip is arranged outside the rigid water stop plate; a grouting pipe is embedded inside the guide wall, and the grouting pipe is located on the side of the underground pipeline and extends to the lower edge of the underground pipeline.

[0007] Further, in Step 3, the steel platform straddles the groove section and extends to the flange of the guide wall; the steel platform is a prefabricated integrated platform, which is composed of transverse I-beams, upper steel plates, and lower steel plates; steel counter braces are arranged at intervals on the side wall of the guide wall.

[0008] Further, in Step 4, the hydraulic grooving machine is composed of a grab bucket, a first transmission part, a side tooth assembly, a hydraulic system, and a second transmission part, and a side tooth assembly for controlling the grooving verticality is arranged outside the first transmission part.

[0009] Further, in Step 5, the air-lift reverse circulation drill includes a winch, a slider, a hinged truss, a drill bit, and a nozzle pipe.

[0010] Further, the slider is traction-controlled by a steel wire rope connected to the winch and slides up and down along the nozzle pipe; a hinged truss is fixed on the side of the slider; the hinged truss is an adjustable variable-angle truss; a drill bit is installed on the upper part of the hinged truss.

[0011] Further, in Step 6, the impact drill is composed of a drill pipe and an impact drill bit; thickened steel plates and serrated plates are added to the lower part of the impact drill bit.

[0012] Further, in Step 6, the wall cleaning device includes a wall cleaning device main body, a high-pressure spray pipe, a scraper, a steel brush, and a transmission shaft; several high-pressure spray pipes are arranged inside the wall cleaning device main body, and the high-pressure spray pipes are connected to the pumping pipes extending to the mud circulation pool; a steel brush and a serrated scraper are arranged on the side of the wall cleaning device main body.

[0013] Further, in Step 8, sandbags are filled between the side cage and the groove wall.

[0014] The underground diaphragm wall with low disturbance and sequential grooving across the underground pipeline is constructed by the construction method of the underground diaphragm wall with low disturbance and sequential grooving across the underground pipeline as described above.

[0015] Compared with the prior art, the beneficial effects of the present invention are as follows: (l) For the underground pipeline crossing the groove section, through the installation of a hoop steel plate box for isolation and protection and the connection and fixation with the guide wall by means of embedded parts, the disturbance and damage to the underground pipeline during the later excavation are avoided.

[0016] (2) A multiple water-stop plugging technology at the junction of underground pipelines and guide walls is proposed. A double water-stop structure composed of rigid water-stop plates and expansion water-stop strips is set at the upper and lower edges of the junction of underground pipelines and guide walls, and grouting pipes are embedded inside the guide walls for plugging water seepage points, improving the anti-seepage performance at the junction of underground pipelines and guide walls.

[0017] (3) A low-disturbance construction technology for diaphragm walls is proposed. A steel platform spanning the trench section is placed at the upper part of the trench section as the operating surface for the trench-forming machine to stop, and steel cross braces are used to support the side walls of the guide walls inside the trench section, reducing the disturbance of the trench-forming machine to the trench wall and improving the overall stability of the trench section.

[0018] (4) A sequential trench-forming technology combining a hydraulic trench-forming machine and an air-lift reverse circulation drilling rig is proposed. The side trench sections are vertically excavated into trenches with a hydraulic trench-forming machine, and the verticality of trench formation is controlled by adding side tooth assemblies outside the first transmission part; the middle trench sections are horizontally drilled into trenches with an air-lift reverse circulation drilling rig, and an adjustable variable-angle truss is set on the nozzle pipe body, and the drill bit orientation is changed by adjusting the truss struts, solving the problem of trench formation in the soil under the pipelines.

[0019] (5) A precise trimming technology for the diaphragm wall trench wall is proposed. For the convex surface of the trench wall, the serrated scrapers and steel brushes on the side of the wall scraping tool are used to scrape and trim the excess soil on the trench wall; for the concave surface of the trench wall, the wall scraping tool is connected to the mud circulation tank through a pumping pipe, and the high-pressure spray pipe inside sprays mud on the concave surface of the trench wall. BRIEF DESCRIPTION OF THE DRAWINGS

[0020] Figure 1 is a schematic diagram of manual excavation in the pipeline area; Figure 2 is a schematic diagram of isolation and protection by hoop steel plates; Figure 3 is a schematic diagram of water-stop plugging at the junction of pipelines and diaphragm walls; Figure 4 is Figure 3 an enlarged view of area A in Figure 5 is a schematic diagram of steel cross brace reinforcement for the guide wall; Figure 6 is a schematic diagram of the steel platform structure; Figure 7 is a schematic diagram of trench formation for the left trench section; Figure 8 is a schematic diagram of the hydraulic trench-forming machine structure; Figure 9 is a schematic diagram of trench formation for the right trench section; Figure 10 is a schematic diagram of trench formation for the middle trench section; Figure 11 is a schematic diagram of the air-lift reverse circulation drilling rig structure; Figure 12It is a schematic diagram of smashing sediment by impact drill; Figure 13 It is a schematic diagram of the impact drill structure; Figure 14 It is a schematic diagram of cleaning the grooved wall by the wall brushing device; Figure 15 It is a schematic diagram of the wall brushing device structure; Figure 16 It is a schematic diagram of installing the medium-width steel reinforcement cage; Figure 17 It is a schematic diagram of installing the side-width steel reinforcement cage; Figure 18 It is a schematic diagram of the diaphragm wall grouting; Figure 19 It is a schematic diagram of the diaphragm wall forming.

[0021] In the figure: 1. Underground pipeline; 2. Hoop steel plate box; 3. Grouting pipe; 4. Embedded part; 5. Guide wall; 6. Rigid water stop plate; 7. Expansive water stop strip; 8. Steel platform; 8.1. Horizontal I-beam; 8.2. Upper steel plate; 8.3. Lower steel plate; 9. Steel cross brace; 10. Hydraulic grooving machine; 10.1. Grab bucket; 10.2. First transmission part; 10.3. Side tooth assembly; 10.4. Hydraulic system; 10.5. Second transmission part; 11. Air-lift reverse circulation drilling rig; 11.1. Winch; 11.2. Slide block; 11.3. Articulated truss; 11.4. Drill bit; 11.5. Nozzle pipe; 12. Impact drill; 12.1. Drill pipe; 12.2. Impact drill bit; 12.3. Thickened steel plate; 12.4. Serrated plate; 13. Sediment; 14. Wall brushing device; 14.1. Wall brushing device main body; 14.2. High-pressure spray pipe; 14.3. Scraper; 14.4. Steel brush; 14.5. Transmission shaft; 15. Mud circulation tank; 16. Pumping pipe; 17. Medium-width steel reinforcement cage; 18. Side-width steel reinforcement cage; 19. Sandbag; 20. Grouting conduit; 21. Diaphragm wall segment. Detailed implementation manners

[0022] Next, the technical solutions in the embodiments of the present application will be clearly and completely described in conjunction with the accompanying drawings in the embodiments of the present application. Obviously, the described embodiments are only a part of the embodiments of the present application, rather than all the embodiments. Based on the embodiments in the present application, all other embodiments obtained by those of ordinary skill in the art belong to the scope of protection of the present application.

[0023] Those skilled in the art should understand that in the disclosure of this application, the orientation or positional relationships indicated by terms such as "longitudinal", "transverse", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", etc. are based on the orientation or positional relationships shown in the drawings. These are only for the convenience of describing this application 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. Therefore, the above terms should not be construed as limiting this application.

[0024] Embodiment 1 As Figures 1 - 19 shown, the present invention provides a construction method for a diaphragm wall with low disturbance and sequential trenching across underground pipelines, including the following construction steps: Step 1: Manually excavate the soil in the area near the underground pipeline 1; In this embodiment, the operation key points: Adopt the manual layered excavation method. The excavation range extends 1.5 m to both sides with the underground pipeline 1 as the center, and the excavation depth reaches 500 mm below the bottom of the pipeline. Tools such as shovels and pickaxes are used during excavation to avoid damage to the pipeline caused by mechanical vibration.

[0025] Control parameters: The excavated soil is piled up more than 2 m away from the edge of the trench section, and the slope gradient is controlled at 1:0.5 to ensure the stability of the excavation surface.

[0026] Step 2: Install the hoop steel box 2 to isolate and protect the underground pipeline 1; Specifically, the ends of the hoop steel box 2 are connected to the two-side guide walls 5 through embedded parts 4; a double waterproof structure composed of a rigid waterproof plate 6 and an expansion waterproof strip 7 is arranged at the upper and lower edges of the intersection of the underground pipeline 1 and the guide wall 5; the expansion waterproof strip 7 is arranged outside the rigid waterproof plate 6; a grouting pipe 3 is embedded inside the guide wall 5, and the grouting pipe 3 is located on the side of the underground pipeline 1 and extends to the lower edge of the underground pipeline 1.

[0027] In this embodiment, the structure of the hoop steel box: The hoop steel box 2 is welded with Q345B steel plates, the steel plate thickness is 16 mm, the width of the box body is 300 mm larger than the outer diameter of the underground pipeline 1, and the height covers 200 mm above and below the pipeline. Angle steel embedded parts 4 of L100×10 are welded at both ends of the box body, and the embedded parts 4 are connected to the two-side C30 reinforced concrete guide walls 5 through M24 bolts (the cross-sectional size of the guide wall is 1.2 m×0.8 m).

[0028] Installation of the waterproof structure: At the intersection of underground pipeline 1 and guide wall 5, a 10mm thick rigid waterstop plate 6 is installed at the upper and lower edges (extending 500mm beyond the pipeline on both sides). A 20mm x 30mm water-swelling waterstop strip 7 (expansion rate ≥ 250%) is affixed to the outer edges. A Φ48mm grouting pipe 3 is embedded within guide wall 5, 150mm from the side of the pipeline, with its bottom extending 300mm below the lower edge of the pipeline. A grouting valve is installed at the top of the grouting pipe.

[0029] Step 3: Install the steel platform 8 for parking the mechanical equipment and set up steel bracing 9 inside the excavated trench section; Specifically, the steel platform 8 spans the trough section and extends to the flange of the guide wall 5; the steel platform 8 is a prefabricated integrated platform, consisting of a transverse I-beam 8.1, an upper steel plate 8.2, and a lower steel plate 8.3; steel braces 9 are arranged at intervals on the side walls of the guide wall 5.

[0030] In this embodiment, the steel platform structure: The steel platform 8 is a prefabricated integrated structure that spans the trough section and extends 500mm beyond the flange of the guide wall 5 at both ends. The platform is welded together by transverse I25a I-beams 8.1 (spacing 600mm), a 16mm thick upper steel plate 8.2, and a 10mm thick lower steel plate 8.3. The overall bearing capacity is ≥200kN / m 2 .

[0031] Steel bracing arrangement: H200×200 steel braces 9 are arranged at intervals of 2m on the side walls of the guide wall 5. Both ends of the steel braces are fixed to the guide wall through embedded steel plates. The brace spacing is adjusted according to the depth of the trench section (2.5m for depth ≤ 15m, 2m for depth > 15m).

[0032] Step 4: Use the hydraulic trenching machine 10 to excavate the trench sections on both sides of the underground pipeline 1; Specifically, the hydraulic grooving machine 10 consists of a grab 10.1, a first transmission part 10.2, a side tooth assembly 10.3, a hydraulic system 10.4, and a second transmission part 10.5, wherein a side tooth assembly 10.3 for controlling the verticality of the grooving is provided on the outside of the first transmission part 10.2.

[0033] In this embodiment, the device parameters are: Hydraulic slotting machine 10 model is BH12, grab bucket 10.1 bucket capacity 1.5m 3 The side gear assembly 10.3 (made of 42CrMo, with a pitch of 100mm and a height of 50mm) is installed on the outside of the first transmission unit 10.2. The hydraulic system 10.4 has a working pressure of 20-25MPa and a grooving speed of 1-1.5m / h.

[0034] Verticality control: The side tooth assembly 10.3 engages with the soil mass of the groove wall, and the verticality of the grab is adjusted in real time through the hydraulic system 10.4. During the groove forming process, the ultrasonic wall thickness gauge is used to detect once every 2m depth, and the verticality deviation is controlled within ≤0.3%.

[0035] Step Five: Use the air-lift reverse circulation drill 11 to excavate the groove section directly below the underground pipeline 1; Specifically, the air-lift reverse circulation drill 11 includes a winch 11.1, a slider 11.2, a hinged truss 11.3, a drill bit 11.4, and a nozzle pipe 11.5; among them, the slider 11.2 is traction-controlled by a steel wire rope connected to the winch 11.1 and slides up and down along the nozzle pipe 11.5; a hinged truss 11.3 is fixed on the side of the slider 11.2; the hinged truss 11.3 is an adjustable variable-angle truss; a drill bit 11.4 is installed on the upper part of the hinged truss 11.3.

[0036] In this embodiment, the structure of the drill: The traction force of the winch 11.1 of the air-lift reverse circulation drill 11 is ≥50kN, the slider 11.2 slides along the Φ159mm nozzle pipe 11.5 (the sliding speed is 0.5m / s), the hinged truss 11.3 is an adjustable variable-angle structure (the angle adjustment range is 0° to 30°), the diameter of the drill bit 11.4 is 800mm, and alloy cutting teeth are provided at the bottom.

[0037] Groove forming operation: After the drill is in place, the angle of the hinged truss 11.3 is adjusted by pulling the slider 11.2 through the winch 11.1 to align the drill bit 11.4 with the soil mass directly below the pipeline. During groove forming, compressed air (pressure 0.6 - 0.8MPa) is introduced into the nozzle pipe 11.5 to form reverse circulation slag discharge, and the groove forming speed is controlled at 0.8 - 1m / h.

[0038] Step Six: Use the impact drill 12 to break up the sediment 13 at the bottom of the groove and clean the groove wall with the brush wall cleaner 14; Specifically, the impact drill 12 is composed of a drill pipe 12.1 and an impact drill bit 12.2; a thickened steel plate 12.3 and a serrated plate 12.4 are added to the lower part of the impact drill bit 12.2; The brush wall cleaner 14 includes a brush wall cleaner main body 14.1, a high-pressure spray pipe 14.2, a scraper 14.3, a steel brush 14.4, and a transmission shaft 14.5; several high-pressure spray pipes 14.2 are arranged inside the brush wall cleaner main body 14.1, and the high-pressure spray pipes 14.2 are connected to the pumping pipe 16 extending to the mud circulation tank 15; a steel brush 14.4 and a serrated scraper 14.3 are arranged on the side of the brush wall cleaner main body 14.1.

[0039] In this embodiment, the drill pipe 12.1 of the percussion drill 12 has a diameter of 120 mm. A Q235B thickened steel plate 12.3 with a thickness of 20 mm is welded to the lower part of the percussion drill bit 12.2, and a serrated plate 12.4 (serration angle 60°, tooth pitch 30 mm) is inlaid at the bottom of the steel plate. The impact frequency is controlled at 40 times / min to crush the sediment 13 to a particle size of ≤50 mm.

[0040] Operation of the wall cleaning device: The main body 14.1 of the wall cleaning device 14 is a steel structure frame, and 4 Φ32 mm high-pressure spray pipes 14.2 (spray nozzle diameter 5 mm, spraying pressure 1.5 MPa) are arranged inside. The spray pipes are connected to the mud circulation tank 15 through the pumping pipe 16 (mud density 1.15 g / cm³). Steel brushes 14.4 (brush hair length 150 mm) and serrated scrapers 14.3 (blade thickness 10 mm) are provided on the side. When cleaning the wall, the lifting speed is controlled at 0.5 m / min, and the wall is cleaned back and forth 3 - 5 times.

[0041] Step Seven: Lower and horizontally move the middle-width steel reinforcement cage 17 directly below the underground pipeline 1; In this embodiment, the parameters of the steel reinforcement cage are as follows: The middle-width steel reinforcement cage 17 is welded with Φ22 mm main reinforcement bars (spacing 150 mm) and Φ12 mm distribution reinforcement bars (spacing 200 mm). The length of the cage is 500 mm shorter than the depth of the groove, and the width is 100 mm smaller than the width of the groove.

[0042] Lowering process: Lifted by a 25t crawler crane, the lowering is paused when the bottom of the steel reinforcement cage is 200 mm from the bottom of the groove. After positioning by the total station instrument, the steel reinforcement cage is horizontally moved to the designed position by using a hydraulic jack, and the horizontal translation accuracy is controlled within ±30 mm.

[0043] Step Eight: Hoist the side-width steel reinforcement cage 18; Specifically, sandbags 19 are filled between the side-width steel reinforcement cage 18 and the groove wall.

[0044] In this embodiment, the hoisting of the steel reinforcement cage: The structure of the side-width steel reinforcement cage 18 is the same as that of the middle-width one. During hoisting, the four-point hoisting method is adopted, and the lifting points are set at 1 / 3 down from the top of the steel reinforcement cage. After the steel reinforcement cage enters the groove, the verticality is controlled by the guiding device, and the deviation ≤0.5%.

[0045] Sandbag filling: Sandbags 19 with a size of 100 mm × 200 mm are filled in the gap between the side-width steel reinforcement cage 18 and the groove wall. The sandbag material is woven geotextile, and the filling density ≥85%. A sandbag layer is set every 2 m height to ensure the stable positioning of the steel reinforcement cage.

[0046] Step Nine: Symmetrically and synchronously pour the diaphragm wall section 21 through the pouring conduit 20.

[0047] In this embodiment, the pouring process: Two Φ250mm perfusion conduits 20 are used for symmetric pouring, and the bottom of the conduit is 300 - 500mm away from the bottom of the trench. The concrete strength grade is C35P8, the slump is 180 - 220mm, the pouring speed is ≥2m / h, and the buried depth of the conduit during pouring is controlled at 2 - 6m until it is poured 500mm above the design elevation.

[0048] Embodiment 2 Based on the same concept, this embodiment proposes a low-disturbance sequential trenching diaphragm wall across underground pipelines constructed by the construction method of Embodiment 1.

[0049] This embodiment also conducts effect verification, which is as follows: Pipeline protection effect: The displacement monitoring data of the underground pipeline 1 during construction shows that the horizontal displacement ≤8mm and the vertical displacement ≤5mm, meeting the pipeline protection requirements.

[0050] Waterstop performance: After the construction of the diaphragm wall is completed, there is no leakage at the joint. After the on-site water injection test, the water seepage volume per unit length ≤0.05L / (m·min).

[0051] Construction efficiency: The construction period of a single trench section is shortened by 20% compared with the traditional process, the acceptance pass rate of the trench verticality at one time reaches 98%, and the comprehensive cost is reduced by 15%.

[0052] The parts not detailed in this application are prior art, so this application does not elaborate on them.

[0053] It can be understood that the term "one" should be understood as "at least one" or "one or more". That is, in one embodiment, the number of one element can be one, while in other embodiments, the number of this element can be multiple. The term "one" cannot be understood as a limitation on the quantity.

[0054] Although this document uses many technical terms, the possibility of using other terms is not excluded. The use of these terms is only to more conveniently describe and explain the essence of this application; interpreting them as any additional limitation is contrary to the spirit of this application.

[0055] This application is not limited to the above best implementation manner. Anyone can obtain other various forms of products under the inspiration of this application. However, no matter what changes are made in its shape or structure, as long as it has a technical solution identical or similar to this application, it falls within the protection scope of this application.

Claims

1. Construction method of diaphragm wall with low disturbance and sequential grooving across underground pipelines, characterized in that, It includes the following steps: Step 1: Manually excavate the soil mass in the area near the underground pipeline (1); Step 2: Install the hoop steel box (2) to isolate and protect the underground pipeline (1); Step 3: Install the steel platform (8) for mechanical equipment to park and set steel cross braces (9) inside the excavation section; Step 4: Use the hydraulic grooving machine (10) to excavate the side groove sections on both sides of the underground pipeline (1); Step 5: Use the air-lift reverse circulation drilling rig (11) to excavate the groove section directly below the underground pipeline (1); Step 6: Use the impact drill (12) to crush the sediment at the bottom of the groove (13), and use the brush wall machine (14) to clean the groove wall; Step 7: Complete the lowering and translation of the middle cage (17) directly below the underground pipeline (1); Step 8: Hoist the side cage (18); Step 9: Symmetrically and synchronously pour the diaphragm wall section (21) through the perfusion conduit (20).

2. The construction method of the diaphragm wall with low disturbance and sequential trenching across underground pipelines according to claim 1, characterized in that: In Step 2, the end of the hoop steel box (2) is connected to the two-side guide walls (5) through embedded parts (4); at the upper and lower edges of the intersection of the underground pipeline (1) and the guide wall (5), a double water-stop structure composed of a rigid water-stop plate (6) and an expansion water-stop strip (7) is set; the expansion water-stop strip (7) is set outside the rigid water-stop plate (6); a grouting pipe (3) is embedded inside the guide wall (5), and the grouting pipe (3) is located on the side of the underground pipeline (1) and extends to the lower edge of the underground pipeline (1).

3. The construction method of the diaphragm wall with low disturbance and sequential grooving across underground pipelines according to claim 1, characterized in that: In Step 3, the steel platform (8) straddles the groove section and extends to the flange of the guide wall (5); the steel platform (8) is a prefabricated integrated platform, which is composed of a transverse I-beam (8.1), an upper steel plate (8.2), and a lower steel plate (8.3); steel cross braces (9) are arranged at intervals on the side wall of the guide wall (5).

4. The construction method of the diaphragm wall with low disturbance and sequential trenching across underground pipelines according to claim 1, characterized in that: In Step 4, the hydraulic grooving machine (10) is composed of a grab bucket (10.1), a first transmission part (10.2), a side tooth assembly (10.3), a hydraulic system (10.4), and a second transmission part (10.5), and a side tooth assembly (10.3) for controlling the grooving perpendicularity is arranged outside the first transmission part (10.2).

5. The construction method of the diaphragm wall with low disturbance and sequential trench excavation across underground pipelines according to claim 1, characterized in that: In Step 5, the air-lift reverse circulation drilling rig (11) includes a winch (11.1), a slider (11.2), a hinged truss (11.3), a drill bit (11.4), and a nozzle pipe (11.5).

6. The construction method of the diaphragm wall with low disturbance and sequential trench excavation across underground pipelines according to claim 5, characterized in that: In Step 5, the slider (11.2) is traction-controlled by a steel wire rope connected to the winch (11.1) and slides up and down along the nozzle pipe (11.5); a hinged truss (11.3) is fixed on the side of the slider (11.2); the hinged truss (11.3) is an adjustable variable-angle truss; a drill bit (11.4) is installed on the upper part of the hinged truss (11.3).

7. The construction method of the diaphragm wall with low disturbance and sequential trench excavation across underground pipelines according to claim 1, wherein: In Step 6, the impact drill (12) is composed of a drill rod (12.1) and an impact drill bit (12.2); a thickened steel plate (12.3) and a serrated plate (12.4) are added to the lower part of the impact drill bit (12.2).

8. The construction method of the diaphragm wall with low disturbance and sequential trench excavation across underground pipelines according to claim 1, characterized in that: In Step Six, the wall scrubber (14) includes a wall scrubber body (14.1), a high-pressure nozzle (14.2), a scraper (14.3), a steel brush (14.4), and a transmission shaft (14.5); several high-pressure nozzles (14.2) are arranged inside the wall scrubber body (14.1), and the high-pressure nozzles (14.2) are connected to a pumping pipe (16) extending to the mud circulation tank (15); a steel brush (14.4) and a serrated scraper (14.3) are arranged on the side of the wall scrubber body (14.1).

9. The construction method of the diaphragm wall with low disturbance and sequential trenching across underground pipelines according to claim 1, characterized in that: In Step Eight, sandbags (19) are filled between the side wall steel reinforcement cage (18) and the groove wall.

10. The underground diaphragm wall with low disturbance and sequential trench excavation across underground pipelines is characterized in that: It is constructed by the construction method of the low-disturbance sequential grooving diaphragm wall across underground pipelines according to any one of Claims 1-9.

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