Delayed relocation of underground pipelines, temporary closure of inclined walls, phased implementation of diaphragm wall and construction methods

Abstract

This invention provides a step-by-step method for constructing a temporary diaphragm wall with inclined walls to temporarily enclose underground pipelines during delayed relocation. The method involves driving a row of sheet piles as a support structure outside the pipeline to be relocated; using grouting pipes carried by the sheet piles to grout the surrounding soil layer to form a grouting reinforcement zone; constructing the wall trench for the inclined retaining wall; lowering a steel reinforcement cage into the wall trench using a steel cage hoist to complete the steel reinforcement cage installation; pouring concrete into the wall trench to form the inclined retaining wall; step six: symmetrically and synchronously excavating the soil on both sides of the inclined retaining wall; using a wire saw to pass through a pre-embedded rope pipe in the inclined retaining wall; controlling a motor to drive the wire saw to cut the inclined retaining wall; using concave steel plates to clamp the cut wall blocks; and using cables passing through the pre-embedded rope pipes to hoist the cut wall blocks; after the inclined retaining wall is cut and hoisted, a lifting water collection tank rises to the ground; excavating the soil layer of the pipeline to be relocated; and finally, pouring concrete to complete the overall enclosure of the diaphragm wall.

Description

Technical Field

[0001] This invention relates to the construction of diaphragm walls, specifically to a diaphragm wall and construction method for temporary closure of inclined walls for delayed relocation of underground pipelines. Background Art

[0002] With the acceleration of urbanization, urban rail construction projects are springing up like mushrooms after rain. Rail lines crisscross underground in cities, aiming to provide citizens with a more convenient and efficient mode of transportation. However, in this process, rail construction inevitably encounters many complex underground conditions, among which deeply buried municipal pipelines are an extremely challenging problem, bringing unprecedented challenges to rail construction.

[0003] Municipal pipelines, like a dense network of capillaries, lie underground in cities, encompassing vital systems such as water supply, drainage, gas, electricity, and communications, ensuring the city's normal operation. When rail construction conflicts with the routes of these municipal pipelines, due to their importance and complexity, a temporary cutting and subsequent relocation approach is typically adopted. However, this approach faces numerous challenges, the most prominent being the long coordination period.

[0004] On the one hand, municipal pipelines involve multiple different management departments and operating units, and the communication and coordination mechanisms between these departments are complex, with poor information flow. This often results in a significant amount of time and effort being spent to reach a consensus when discussing pipeline relocation plans. On the other hand, the formulation of pipeline relocation plans requires comprehensive consideration of numerous factors, such as the surrounding environment, existing building structures, and underground geological conditions, which further increases the difficulty and time cost of plan development.

[0005] The excessively long coordination period has severely impacted the progress of rail construction. This delay not only leads to increased project costs, such as rising equipment rental and labor costs, but may also affect the overall planning and operation of the urban rail transit network, negatively impacting the city's development.

[0006] In summary, given the situation where the construction of diaphragm walls is severely hampered by the delayed relocation of underground pipelines and the long coordination period, there is an urgent need to propose a method for the temporary closure of inclined walls and the phased implementation of diaphragm walls for delayed relocation of underground pipelines. This method aims to solve this pressing problem in current urban rail transit construction and ensure the smooth progress of the project. Summary of the Invention

[0007] The purpose of this invention is to provide a method for the phased implementation of a diaphragm wall and its construction, which can solve the problem of delayed relocation of diaphragm wall sections, which seriously affects the construction progress. When applied to actual engineering projects, it can achieve good technical and economic benefits.

[0008] To achieve the above objectives, this technical solution provides a construction method for a diaphragm wall system involving temporary closure of inclined walls for delayed relocation of underground pipelines, comprising the following steps:

[0009] Step 1: Drive a row of steel sheet piles as a support structure on the outside of the pipeline to be relocated;

[0010] Step 2: Use the grouting pipe carried by the steel sheet pile to grout the soil around the pipeline to be relocated, forming a grouting reinforcement zone.

[0011] Step 3: The trenching machine excavates downwards to construct the wall trench for the inclined retaining wall;

[0012] Step 4: Use the steel cage hanger to lower the steel reinforcement frame into the groove of the inclined retaining wall to complete the installation of the steel reinforcement frame;

[0013] Step 5: Pour concrete into the wall groove to form a sloping retaining wall;

[0014] Step Six: Symmetrically and synchronously excavate the soil on both sides of the inclined retaining wall;

[0015] Step 7: Pass the wire saw through the pre-embedded wire tube in the inclined retaining wall and control the motor to drive the wire saw to cut the inclined retaining wall.

[0016] Step 8: Use concave steel plates to clamp the wall blocks to be cut, and use cables to pass through the pre-embedded rope pipes to hoist the wall blocks to be cut.

[0017] Step 9: After the inclined retaining wall is cut and hoisted, the lifting water collection tank is raised to the ground to pump the cutting wastewater into the wastewater pool.

[0018] Step 10: Excavate the soil layer containing the pipeline to be relocated and carry out the relocation of the pipeline.

[0019] Step 11: After construction, pour concrete to seal the diaphragm wall, completing the overall enclosure of the diaphragm wall.

[0020] This method of constructing a diaphragm wall for delayed relocation of underground pipelines involves temporarily enclosing the pipeline with a sloping wall and implementing the construction in stages. For the pipeline to be relocated, a row of steel pipe piles is driven outside the pipeline as a retaining structure, and the pipeline is reinforced by grouting pipes carried by the piles. A temporary sloping retaining wall is added between the first-cast wall sections to form a closure, ensuring smooth construction work inside the wall section. After the construction inside the wall section is completed and the pipeline relocation meets the requirements, the sloping retaining wall is cut using a wire saw method, and concave steel plates are installed on the cut wall blocks for clamping, completing the cutting and hoisting of the retaining wall blocks. Simultaneously, a lifting-type water collection tank is used to temporarily store cutting wastewater. To prevent accidental over-excavation during the pipeline relocation process, waterproof geotextile and sandbags are used for isolation and protection, followed by backfilling and compaction. This invention features excellent pipeline isolation and high construction efficiency, improving the construction efficiency and quality of diaphragm walls, ensuring the safety of the pipeline to be relocated, and achieving good technical and economic benefits in practical engineering applications.

[0021] In addition, this plan includes the construction method of temporarily closing the inclined wall for delayed relocation of underground pipelines and implementing the underground diaphragm wall in stages, which is based on the above-mentioned construction method of temporarily closing the inclined wall for delayed relocation of underground pipelines and implementing the underground diaphragm wall in stages.

[0022] Compared with existing technologies, this technical solution has the following characteristics and beneficial effects:

[0023] (1) For the pipeline to be relocated, a row of steel sheet piles is driven on the outside of the pipeline as isolation protection, and grouting is carried out by grouting pipe to form a pipeline reinforcement zone, which improves the protection quality of the pipeline to be relocated.

[0024] (2) By pouring a sloping sealing wall between the pre-cast wall sections to form a temporary enclosure, the problem of enclosure for the construction of the internal area of ​​the diaphragm wall was solved.

[0025] (3) By pre-embedding a rope pipe in the inclined retaining wall to form a hole for wire saw cutting, and installing a concave steel plate clamp on the cut wall block, and connecting the bottom of the rope pipe with a cable, the problem of opening and arranging the lifting points for wall cutting is solved, and the efficiency of wall block cutting and hoisting is improved.

[0026] (4) A lifting water collection trough was set up in the area formed by excavation on the side of the inclined retaining wall to temporarily store the cutting wastewater. After the overall cutting was completed, the wastewater was discharged into the wastewater pool, which solved the problem of construction wastewater collection and treatment.

[0027] (5) In response to the accidental over-excavation during the relocation of pipelines to be relocated, waterproof geotextile-sandbags were used for isolation and protection, and the upper part was backfilled and compacted to prevent the seepage of groundwater. Attached Figure Description

[0028] Figure 1 Schematic diagram of sheet pile support on the outside of the pipeline;

[0029] Figure 2This is a schematic diagram of pipeline grouting reinforcement;

[0030] Figure 3 This is a schematic diagram of the steel sheet pile locking connection;

[0031] Figure 4 yes Figure 3 Enlarged view of region A in the middle;

[0032] Figure 5 This is a schematic diagram of sheet pile support for pipeline reinforcement.

[0033] Figure 6 This is a schematic diagram of the sloping retaining wall trench.

[0034] Figure 7 This is a schematic diagram of the hoisting of the steel reinforcement cage for the inclined retaining wall;

[0035] Figure 8 This is a schematic diagram of the connection between the steel reinforcement frame and the guide wall;

[0036] Figure 9 This is a schematic diagram of the inclined retaining wall pouring process;

[0037] Figure 10 This is a schematic diagram of the inclined retaining wall;

[0038] Figure 11 This is a schematic diagram of the soil excavation on both sides of the inclined retaining wall;

[0039] Figure 12 This is a schematic diagram of the installation of a lift-type water collection tank;

[0040] Figure 13 This is a schematic diagram of a lifting water collection tank structure;

[0041] Figure 14 This is a schematic diagram of wire saw cutting for a sloping retaining wall;

[0042] Figure 15 This is a diagram illustrating the hoisting of cut wall blocks;

[0043] Figure 16 This is a schematic diagram of a concave steel plate clamping wall block;

[0044] Figure 17 yes Figure 16 Enlarged view of region B in the middle;

[0045] Figure 18 This is a schematic diagram of wastewater discharge from the ground in the lifting water collection trough;

[0046] Figure 19 This is a schematic diagram of the excavation for the pipeline to be relocated;

[0047] Figure 20 This is a schematic diagram of geotextile-sandbag isolation in the over-excavated area;

[0048] Figure 21 This is a schematic diagram of the post-cast diaphragm wall construction and closure.

[0049] In the diagram: 1. Pipeline to be relocated; 2. Sheet pile; 3. Precast wall section I; 4. Precast wall section II; 5. Grouting pipe; 6. Grouting reinforcement zone; 7. Lock; 8. Clamp; 9. Fixing pin; 10. Trenching machine; 11. Wall trench; 12. Guide wall; 13. Reinforcing steel cage; 14. Inclination monitor; 15. Rope threading pipe; 16. Steel wire rope; 17. Tension sensor; 18. Reinforcing steel cage hanger; 19. Connector; 20. U-shaped steel plate; 21. Sloping retaining wall; 22. Lifting water collection tank; 22-1. Water collection tank; 22-2. Column; 22-3. Lifting rope; 22-4. Crossbeam; 22-5. Guide wheel; 22-6. Control device; 23. Traveling track; 24. Control motor; 25. Wire saw; 26. Nozzle; 27. Guide wheel assembly; 28. Cutting wall block; 29. 30 Cable; 31 Main lifting lug; 32 Concave steel plate; 33 Secondary lifting lug; 34 Limiting plate; 35 Limiting support; 36 Wastewater pool; 37 Permeable soil layer; 38 Sandbag; 39 Backfill soil; 40 Geotextile; 40 Post-cast diaphragm wall. Detailed Implementation

[0050] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. All other embodiments obtained by those skilled in the art based on the embodiments of the present invention are within the scope of protection of the present invention.

[0051] Those skilled in the art should understand that, in the disclosure of this invention, the terms "longitudinal," "lateral," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," and "outer," etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are only for the convenience of describing this invention and 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, the above terms should not be construed as limiting this invention.

[0052] Example 1

[0053] This scheme provides a construction method for temporary closure of inclined walls for delayed relocation of underground pipelines, implemented in stages, including the following steps:

[0054] Step 1: Drive a row of steel sheet piles (2) on the outside of the pipeline to be relocated (1) as a support structure.

[0055] like Figure 1As shown, in step one, the pipeline to be relocated (1) intersects with the pre-cast wall section I (3) and the pre-cast wall section II (4). The pre-cast wall section I (3) and the pre-cast wall section II (4) are perpendicular to each other but do not intersect; the steel sheet piles (2) are driven in a direction parallel to the pipeline to be relocated (1), and the steel sheet piles (2) are connected by a locking buckle (7).

[0056] Step 2: Using the grouting pipe (5) carried by the sheet pile (2), grout the soil around the pipeline (1) to be relocated, forming a grouting reinforcement zone (6).

[0057] like Figure 2 As shown, in step two, the bottom and side surfaces of the grouting pipe (5) are conical.

[0058] like Figure 3 As shown, the adjacent sheet piles (2) are connected by a locking mechanism (7).

[0059] like Figure 4 As shown, the grouting pipe (5) is located inside the sheet pile (2) and fixed by the clamp (8). The clamp (8) and the sheet pile (2) are locked together by the fixing pin (9).

[0060] Step 3: The trenching machine (10) excavates downwards to construct the wall trench (11) of the inclined retaining wall (21).

[0061] like Figure 6 As shown, the trenching machine (10) excavates downwards into the grouting reinforcement area (6) to form a wall trench (11) for the inclined retaining wall (21), and as... Figure 5 As shown, the inclined retaining wall (21) is obliquely connected to the precast wall section I (3) and the precast wall section II (4), respectively. The pipeline (1) to be relocated and the sheet pile (2) are both located outside the inclined retaining wall (21).

[0062] Step 4: Use the steel cage hanger (18) to lower the steel cage (13) into the wall groove (11) of the inclined retaining wall (21) to complete the installation of the steel cage (13).

[0063] like Figure 7 and Figure 8 As shown, in step four, the frame of the steel cage (13) is tied with several rope tubes (15), and two sets of tilt monitors (14) are arranged on the vertical longitudinal bars of the steel cage (13). The end of the steel cage (13) is fixed to the pre-embedded connectors (19) of the guide walls (12) on both sides. The steel wire rope (16) connected to the upper part of the steel cage hanger (18) is equipped with a tension sensor (17) for monitoring.

[0064] In some embodiments, a plurality of vertical longitudinal ribs are arranged in parallel at intervals, and the rope tube (15) is arranged perpendicular to the vertical longitudinal ribs to form a grid structure with the vertical longitudinal ribs.

[0065] Step 5: Pour concrete into the wall groove (11) to form a sloping retaining wall (21).

[0066] like Figure 9 As shown, in step five, U-shaped steel plates (20) are pre-embedded on the side walls and top of the guide walls (12) on both sides of the inclined retaining wall (21), and the U-shaped steel plates (20) connect the inclined retaining wall (21) and the guide walls (12) into one unit.

[0067] Step 6: Symmetrically and synchronously excavate the soil on both sides of the inclined retaining wall (21).

[0068] like Figure 12 and Figure 13 As shown, in step six, lifting water collection tanks (22) are installed on both sides of the inclined retaining wall (21); the lifting water collection tank (22) includes a water collection tank (22-1), a column (22-2), a lifting rope (22-3), a crossbeam (22-4), a guide wheel (22-5), and a control device (22-6); when the water collection tank (22-1) needs to rise, the control device (22-6) pulls the lifting rope (22-3) around the guide wheel (22-5), and the water collection tank (22-1) moves upward; when the water collection tank (22-1) needs to descend, the control device (22-6) releases the lifting rope (22-3), and the water collection tank (22-1) moves downward.

[0069] Step 7: The wire saw (25) passes through the pre-embedded wire pipe (15) on the inclined retaining wall (21), and the control motor (24) drives the wire saw (25) to cut the inclined retaining wall (21).

[0070] like Figure 14 As shown, in step seven, two guide wheel sets (27) are installed on the cutting section of the inclined retaining wall (21); a nozzle (26) aligned with the cutting surface is installed on the guide wheel set (27); the end of the wire saw (25) is connected to the control motor (24), and a walking track (23) is installed at the bottom of the control motor (24).

[0071] Step 8: Use concave steel plate (31) to clamp the cutting wall block (28), and use cable (29) to pass through the pre-embedded rope pipe (15) to hoist the cutting wall block (28).

[0072] like Figure 15 As shown, in step eight, the lower end of the cable (29) is connected to the rope tube (15), and the upper end is connected to the auxiliary lifting lug (32) on the side of the concave steel plate (31); the upper part of the concave steel plate (31) is welded with the main lifting lug (30), and the inner side is clamped by the limiting support (34) and the limiting plate (33) to the cutting wall block (28).

[0073] Step 9: After the inclined retaining wall (21) is cut and hoisted, the lifting water collection tank (22) is raised to the ground and the cutting wastewater is pumped into the wastewater pool (35).

[0074] Step 10: Excavate the soil layer of the pipeline to be relocated (1) and carry out the relocation of the pipeline (1).

[0075] like Figure 20 As shown, in step ten, when the soil of the pipeline to be relocated (1) is excavated, in response to the over-excavation damage of the pipeline to be relocated (1), geotextile (39) and sandbag (37) are laid in sequence on the upper part of the permeable soil layer (36), and backfilled and compacted with backfill soil (38).

[0076] Step 11: After construction, pour water into the diaphragm wall (40) to complete the overall enclosure of the diaphragm wall.

[0077] like Figure 21 As shown, in step eleven, the post-cast diaphragm wall (40) is L-shaped, and its ends are connected to the pre-cast wall section I (3) and the pre-cast wall section II (4).

[0078] Those skilled in the art should understand that the technical features of the above embodiments can be combined in any way. For the sake of brevity, not all possible combinations of the technical features in the above embodiments have been described. However, as long as there is no contradiction in the combination of these technical features, they should be considered to be within the scope of this specification.

[0079] The above embodiments are merely illustrative of several implementation methods of this application, and their descriptions are relatively specific and detailed, but they should not be construed as limiting the scope of this application. It should be noted that those skilled in the art can make various modifications and improvements without departing from the concept of this application, and these all fall within the protection scope of this application. Therefore, the protection scope of this application should be determined by the appended claims.

Claims

1. A construction method for a diaphragm wall system involving temporary closure of inclined walls for delayed relocation of underground pipelines, characterized by: Includes the following steps: Step 1: Drive a row of steel sheet piles as a support structure on the outside of the pipeline to be relocated. The pipeline to be relocated intersects with the pre-cast wall section I and pre-cast wall section II. The direction of driving the steel sheet piles is parallel to the pipeline to be relocated. The steel sheet piles are connected by interlocking. Step 2: Use the grouting pipe carried by the steel sheet pile to grout the soil around the pipeline to be relocated, forming a grouting reinforcement zone. Step 3: The trenching machine excavates downwards to construct the wall trench for the inclined retaining wall. The trenching machine excavates downwards towards the grouting reinforcement area to form the wall trench for the inclined retaining wall. The wall body of the inclined retaining wall is diagonally connected to the pre-cast wall section I and pre-cast wall section II respectively. The pipelines to be relocated and the steel sheet piles are all located on the outside of the inclined retaining wall. Step 4: Use the steel cage hanger to lower the steel reinforcement frame into the groove of the inclined retaining wall to complete the installation of the steel reinforcement frame; Step 5: Pour concrete into the wall groove to form a sloping retaining wall; Step Six: Symmetrically and synchronously excavate the soil on both sides of the inclined retaining wall; Step 7: Pass the wire saw through the pre-embedded wire tube in the inclined retaining wall and control the motor to drive the wire saw to cut the inclined retaining wall. Step 8: Use concave steel plates to clamp the wall blocks to be cut, and use cables to pass through the pre-embedded rope pipes to hoist the wall blocks to be cut. Step 9: After the inclined retaining wall is cut and hoisted, the lifting water collection tank is raised to the ground to pump the cutting wastewater into the wastewater pool. Step 10: Excavate the soil layer containing the pipeline to be relocated and carry out the relocation of the pipeline. Step 11: After construction, pour concrete to seal the diaphragm wall, completing the overall enclosure of the diaphragm wall.

2. The construction method for temporary closure of inclined walls for delayed relocation of underground pipelines and phased implementation of diaphragm walls according to claim 1, characterized in that: In step two, the grouting pipe is located inside the sheet pile and fixed by a clamp. The clamp and the grouting pipe are locked together with a fixing pin.

3. The construction method for temporary closure of inclined walls for delayed relocation of underground pipelines and phased implementation of diaphragm walls according to claim 1, characterized in that: In step four, several rope tubes are tied to the steel reinforcement frame; two sets of tilt monitors are installed on the vertical longitudinal bars of the steel reinforcement frame; the ends of the steel reinforcement frame are fixed to the pre-embedded connectors of the guide walls on both sides; and a tension sensor for monitoring is installed on the steel wire rope connected to the upper part of the steel cage hanger; in step five, U-shaped steel plates are pre-embedded on the side walls and top of the guide walls on both sides of the inclined retaining wall, and the U-shaped steel plates connect the inclined retaining wall and the guide walls as one unit.

4. The construction method for temporary closure of inclined walls for delayed relocation of underground pipelines and phased implementation of diaphragm walls according to claim 1, characterized in that: In step six, lifting water collection tanks are installed on both sides of the inclined retaining wall. The lifting water collection tank includes a water collection tank, a column, a lifting rope, a crossbeam, a guide wheel, and a control device. When the water collection tank needs to rise, the control device pulls the lifting rope around the guide wheel, and the water collection tank moves upward. When the water collection tank needs to descend, the control device releases the lifting rope, and the water collection tank moves downward.

5. The construction method for temporary closure of inclined walls for delayed relocation of underground pipelines and phased implementation of diaphragm walls according to claim 1, characterized in that: In step seven, two guide wheel sets are installed on the inclined retaining wall cutting section. The guide wheel sets are equipped with nozzles that are aligned with the cutting surface. The end of the wire saw is connected to a control motor, and a travel track is installed at the bottom of the control motor.

6. The construction method for temporary closure of inclined walls for delayed relocation of underground pipelines and phased implementation of diaphragm walls according to claim 1, characterized in that: In step eight, the lower end of the cable is connected to the rope-threading tube, and the upper end is connected to the auxiliary lifting lug on the side of the concave steel plate. The upper part of the concave steel plate is welded with the main lifting lug, and the inner side is clamped by the limiting support and the limiting plate to hold the cutting wall block.

7. The construction method for a diaphragm wall with temporary closure of inclined walls for delayed relocation of underground pipelines as described in claim 1, characterized in that: In step ten, when excavating the soil of the pipeline to be relocated, in response to the over-excavation damage to the pipeline, geotextile and sandbags are laid in sequence on the upper part of the permeable soil layer, and backfilled and compacted with backfill soil; in step eleven, the post-cast diaphragm wall is "L" shaped, and its end is connected to the pre-cast wall section I and pre-cast wall section II.

8. The underground pipeline relocation is delayed, and the temporary closure of the inclined wall is implemented in stages using a diaphragm wall, characterized by: The underground continuous wall is constructed using the method described in any one of claims 1-7, which involves the temporary closure of the inclined wall for delayed relocation of underground pipelines and the phased implementation of the underground continuous wall.

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