Underground continuous wall implemented step by step by temporarily closing underground pipeline delayed relocation and transformation inclined wall and construction method

Abstract

The invention provides a step-by-step implementation underground diaphragm wall for temporary sealing of an underground pipeline delayed relocation and transformation inclined wall and a construction method thereof. A row of steel sheet piles are arranged on the outer side of a to-be-relocation pipeline in a driving mode to serve as a supporting structure; the soil layer around the pipeline to be moved is grouted through a grouting pipe carried by the steel plate pile body to form a grouting reinforcement area; wall groove construction of the inclined enclosure wall is conducted; the reinforcement cage hanging bracket is used for lowering the reinforcement framework into the wall groove of the inclined enclosure wall to complete reinforcement framework installation; concrete is poured into the wall groove to form an inclined enclosure wall; sixthly, soil bodies on the two sides of the inclined enclosure wall are symmetrically and synchronously excavated, a rope saw penetrates through a rope penetrating pipe pre-buried in the inclined enclosure wall, a motor is controlled to drive the rope saw to cut the inclined enclosure wall, a cutting wall block is clamped by a concave steel plate, and a mooring rope is assisted to penetrate through the pre-buried rope penetrating pipe to hoist the cutting wall block; after the inclined enclosure wall is cut and hoisted, the lifting type water collecting tank ascends to the ground, a soil layer of the to-be-moved pipeline is excavated, and the to-be-moved pipeline is moved and modified; and after construction, the diaphragm wall is poured, and overall closing of the diaphragm wall is completed.

Description

Technical Field

[0001] The present invention relates to the construction of underground continuous walls, and in particular to a construction method for the step-by-step implementation of underground continuous walls by temporarily closing inclined walls for delayed relocation of underground pipelines. Background Art

[0002] With the acceleration of urbanization, urban rail construction projects are mushrooming. Rail lines crisscross underground cities, aiming to provide citizens with more convenient and efficient travel options. However, this process inevitably presents numerous complex underground conditions, particularly deep-buried municipal pipelines, presenting unprecedented challenges to rail construction.

[0003] Municipal pipelines, like dense capillaries, run through the city's underground, encompassing vital systems like water supply, drainage, gas, electricity, and communications, ensuring the smooth functioning of the city. When rail construction conflicts with these pipelines, due to their importance and complexity, temporary cuts and subsequent relocation are often employed. However, this approach presents numerous challenges, the most prominent of which is the lengthy coordination period.

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

[0005] The long coordination period seriously impacted the progress of rail construction. Delayed construction not only led to increased project costs, such as equipment rental fees and labor costs, but also potentially affected the planning, layout, and operation plans of the entire urban rail transit network, negatively impacting urban development.

[0006] In summary, in view of the situation where underground pipeline relocation delays and long coordination periods encountered in the construction of ground-connected walls seriously restrict the construction progress, it is urgent to propose a temporary closure of the inclined wall for the delayed relocation of underground pipelines and a step-by-step implementation of underground continuous walls and construction methods to solve this urgent problem faced in the current urban rail construction and ensure the smooth progress of the project. Summary of the Invention

[0007] The purpose of the present invention is to provide an underground continuous wall and construction method for the temporary closure of the inclined wall for delayed relocation of underground pipelines in steps, which can solve the problem that the wall section of the underground continuous wall is delayed in relocation, seriously affecting the construction progress. It can achieve better technical and economic benefits when applied to actual projects.

[0008] To achieve the above objectives, the present technical solution provides a construction method for a diaphragm wall implemented step by step with a temporarily closed inclined wall for the lagged relocation of underground pipelines, including the following steps: Step 1: Drive a row of steel sheet piles outside the pipelines to be relocated as a support structure; Step 2: Grout the surrounding soil layer of the pipelines to be relocated by means of the grouting pipes carried by the steel sheet pile bodies to form a grouting reinforcement area; Step 3: The grooving machine excavates downward to construct the wall trench of the inclined retaining wall; Step 4: Use the steel cage hanger to lower the steel cage into the wall trench of the inclined retaining wall to complete the installation of the steel cage; Step 5: Pour concrete into the wall trench to form an inclined retaining wall; Step 6: Symmetrically and synchronously excavate the soil on both sides of the inclined retaining wall; Step 7: The wire saw passes through the wire-passing pipe embedded in the inclined retaining wall, and controls the motor to drive the wire saw to cut the inclined retaining wall; Step 8: Use the concave steel plate to clamp the cut wall block, and assist in hoisting the cut wall block by passing a cable through the embedded wire-passing pipe; Step 9: After the cutting and hoisting of the inclined retaining wall are completed, the lifting type water collecting tank rises to the ground, and the cutting wastewater is pumped to the wastewater tank; Step 10: Excavate the soil layer of the pipelines to be relocated to relocate the pipelines to be relocated; Step 11: Construct the post-cast diaphragm wall to complete the overall closure of the diaphragm wall.

[0009] The construction method for the diaphragm wall implemented step by step with a temporarily closed inclined wall for the lagged relocation of underground pipelines is directed at the pipelines to be relocated. A row of steel pipe piles is driven outside the pipelines to be relocated as a support structure, and the pipelines to be relocated are reinforced by means of the grouting pipes carried by the steel pipe pile bodies; a temporary inclined retaining wall is additionally arranged between the precast wall segments to form a closure, ensuring the smooth progress of the construction operations inside the wall segments; after the construction inside the wall segments is completed and the pipeline relocation meets the conditions, the inclined retaining wall is cut by the wire saw method and the concave steel plate is installed on the cut wall block for clamping, and the cutting and hoisting of the inclined retaining wall wall blocks are completed; at the same time, a lifting type water collecting tank is used to temporarily store the cutting wastewater; in view of the accidental overexcavation during the pipeline relocation process, waterproof geotextile-sand bags are used for isolation and protection, and the upper part is backfilled and compacted. The present invention has the characteristics of good pipeline isolation effect and high construction efficiency, improves the construction efficiency and quality of the diaphragm wall, ensures the safety of the pipelines to be relocated, and can achieve good technical and economic benefits when applied to actual projects.

[0010] In addition, the present solution includes a diaphragm wall implemented step by step with a temporarily closed inclined wall for the lagged relocation of underground pipelines constructed according to the above construction method for the diaphragm wall implemented step by step with a temporarily closed inclined wall for the lagged relocation of underground pipelines.

[0011] Compared with the prior art, the technical solution has the following features and beneficial effects: (1) For the pipelines to be relocated, a row of steel sheet piles is driven outside the pipelines as isolation protection, supplemented by grouting through grouting pipes to form a pipeline reinforcement area, improving the protection quality of the pipelines to be relocated.

[0012] (2) By pouring an inclined plugging wall between the precast wall sections to form a temporary enclosure, the problem of retaining the construction in the internal area of the diaphragm wall is solved.

[0013] (3) By embedding rope-passing pipes in the body of the inclined retaining wall to form perforations for wire saw cutting, and installing concave steel plates on the cut wall blocks for clamping, and connecting the rope-passing pipes through cables at the bottom, the problems of hole opening and lifting point arrangement for wall cutting are solved, improving the cutting and lifting efficiency of wall blocks.

[0014] (4) An elevating water collecting tank is arranged in the area excavated on the side of the inclined retaining wall to temporarily store the cutting wastewater, and after the overall cutting is completed, it is uniformly discharged to the wastewater tank, solving the problems of collection and treatment of construction wastewater.

[0015] (5) For the accidental over-excavation during the relocation of the pipelines to be relocated, waterproof geotextiles and sand bags are used for isolation protection, and the upper part is backfilled and compacted to avoid the seepage of groundwater. Description of the Drawings

[0016] Figure 1 Schematic diagram of steel sheet pile support outside the pipeline; Figure 2 Schematic diagram of pipeline grouting reinforcement; Figure 3 Schematic diagram of the lock connection of steel sheet piles; Figure 4 Is Figure 3 Enlarged view of area A in Figure 5 Schematic diagram of steel sheet pile support - pipeline reinforcement; Figure 6 Schematic diagram of the trench formation of the inclined retaining wall; Figure 7 Schematic diagram of hoisting the steel bar cage of the inclined retaining wall; Figure 8 Schematic diagram of the connection between the steel bar cage and the guide wall; Figure 9 Schematic diagram of the pouring of the inclined retaining wall; Figure 10 Schematic plan of the inclined retaining wall; Figure 11 Schematic diagram of the excavation of the soil on both sides of the inclined retaining wall; Figure 12 Schematic diagram of the installation of the elevating water collecting tank; Figure 13 Schematic diagram of the structure of the elevating water collecting tank; Figure 14 It is a schematic diagram of wire saw cutting for the inclined retaining wall; Figure 15 It is a schematic diagram of hoisting and transporting the cut wall block; Figure 16 It is a schematic diagram of clamping the wall block with a concave steel plate; Figure 17 is Figure 16 The enlarged view of area B in; Figure 18 It is a schematic diagram of discharging wastewater on the ground of the lifting water collection tank; Figure 19 It is a schematic diagram of excavating the pipelines to be relocated; Figure 20 It is a schematic diagram of isolating the geotextile-sandbag in the over-excavated area; Figure 21 It is a schematic diagram of pouring and closing the post-cast diaphragm wall.

[0017] In the figure: 1 Pipelines to be relocated; 2 Sheet piles; 3 First-poured wall section I; 4 First-poured wall section II; 5 Grouting pipes; 6 Grouting reinforcement area; 7 Locking; 8 Clamp; 9 Fixed pin; 10 Grooving machine; 11 Wall groove; 12 Guide wall; 13 Steel cage; 14 Inclination monitor; 15 Rope-passing pipe; 16 Steel wire rope; 17 Tensile sensor; 18 Steel cage hanger; 19 Connector; 20 U-shaped steel plate; 21 Inclined retaining wall; 22 Lifting type water collection tank; 22-1 Water collection tank; 22-2 Column; 22-3 Lifting rope; 22-4 Cross beam; 22-5 Guide pulley; 22-6 Control device; 23 Traveling track; 24 Control motor; 25 Wire saw; 26 Sprinkler head; 27 Guide pulley group; 28 Cut wall block; 29 Cable; 30 Main lifting ear; 31 Concave steel plate; 32 Sub-lifting ear; 33 Limit plate; 34 Limit support; 35 Wastewater pool; 36 Permeable soil layer; 37 Sandbag; 38 Backfill soil; 39 Geotextile; 40 Post-cast diaphragm wall. Specific embodiments

[0018] Next, the technical solutions in the embodiments of the present invention will be clearly and completely described in conjunction with the accompanying drawings in the embodiments of the present invention. Obviously, the described embodiments are only a part of the embodiments of the present invention, rather than all the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those of ordinary skill in the art belong to the scope of protection of the present invention.

[0019] Those skilled in the art should understand that in the disclosure of the present invention, the orientation or positional relationship indicated by the terms "longitudinal", "transverse", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", etc. is based on the orientation or positional relationship shown in the drawings. It is only for the convenience of describing the present invention and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation. Therefore, the above terms should not be construed as limiting the present invention.

[0020] Embodiment 1 This solution provides a construction method for a diaphragm wall implemented step by step with a temporary closed inclined wall for the lagged relocation of underground pipelines, including the following steps: Step 1: Drive a row of sheet piles (2) outside the pipeline to be relocated (1) as a support structure.

[0021] As Figure 1 shown, in Step 1, 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 driving direction of the sheet piles (2) is parallel to the pipeline to be relocated (1), and the sheet piles (2) are connected by a locking buckle (7).

[0022] Step 2: Grout the surrounding soil of the pipeline to be relocated (1) with the grouting pipe (5) carried by the pile body of the sheet pile (2) to form a grouting reinforcement area (6).

[0023] As Figure 2 shown, in Step 2, the bottom surface and side surface of the grouting pipe (5) are conical.

[0024] As Figure 3 shown, adjacent sheet piles (2) are connected by a locking buckle (7) between the steel plates.

[0025] As Figure 4 shown, the grouting pipe (5) is located inside the sheet pile (2) and fixed by a clamp (8). The clamp (8) and the sheet pile (2) are locked with a fixing pin (9).

[0026] Step 3: The grooving machine (10) excavates downward to construct the wall trench (11) of the inclined retaining wall (21).

[0027] As Figure 6 shown, the grooving machine (10) excavates downward into the grouting reinforcement area (6) to form the wall trench (11) of the inclined retaining wall (21). And as Figure 5 shown, the wall body of the inclined retaining wall (21) is obliquely connected to the pre-cast wall section I (3) and the pre-cast wall section II (4) respectively. The pipeline to be relocated (1) and the sheet pile (2) are both located outside the inclined retaining wall (21).

[0028] Step 4: Use the steel cage hanger (18) to lower the steel cage (13) into the wall slot (11) of the inclined retaining wall (21) to complete the installation of the steel cage (13).

[0029] As Figure 7 and Figure 8 shown, in Step 4, several rope-passing pipes (15) are tied to the frame of the steel cage (13), two groups of inclination monitors (14) are arranged on the vertical longitudinal bars of the frame of the steel cage (13), the ends of the frame of the steel cage (13) are fixed to the embedded connectors (19) of the guide walls (12) on both sides, and a tension sensor (17) for monitoring is installed on the steel wire rope (16) connected to the upper part of the steel cage hanger (18).

[0030] In some embodiments, several vertical longitudinal bars are arranged at intervals in parallel, and the rope-passing pipes (15) are arranged perpendicular to the vertical longitudinal bars to form a grid structure with the vertical longitudinal bars.

[0031] Step 5: Pour concrete into the wall slot (11) to form the inclined retaining wall (21).

[0032] As Figure 9 shown, in Step 5, U-shaped steel plates (20) are embedded in the side walls and the 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 body.

[0033] Step 6: Symmetrically and synchronously excavate the soil on both sides of the inclined retaining wall (21).

[0034] As Figure 12 and Figure 13 shown, in Step 6, lifting type water collecting troughs (22) are installed on both sides of the inclined retaining wall (21); the lifting type water collecting troughs (22) include water collecting troughs (22-1), columns (22-2), lifting ropes (22-3), cross beams (22-4), guide wheels (22-5) and control devices (22-6); when the water collecting trough (22-1) needs to rise, the control device (22-6) pulls the lifting rope (22-3) wound around the guide wheel (22-5), and the water collecting trough (22-1) moves upward; when the water collecting trough (22-1) needs to descend, the control device (22-6) releases the lifting rope (22-3), and the water collecting trough (22-1) moves downward.

[0035] Step 7: Pass the wire saw (25) through the rope-passing pipe (15) embedded in the inclined retaining wall (21), and control the motor (24) to drive the wire saw (25) to cut the inclined retaining wall (21).

[0036] As Figure 14As shown in the figure, in Step 7, two guide wheel sets (27) are installed on the cutting section of the inclined retaining wall (21); a spray head (26) aligned with the cutting surface is installed on the guide wheel set (27); the end of the wire saw (25) is connected to a control motor (24), and a traveling track (23) is installed at the bottom of the control motor (24).

[0037] Step 8: Clamp the cut wall block (28) with a concave steel plate (31), and use a cable (29) to pass through the embedded rope-passing pipe (15) to hoist the cut wall block (28).

[0038] As Figure 15 shown in the figure, in Step 8, the lower end of the cable (29) is connected to the rope-passing pipe (15), and the upper end is connected to the auxiliary lifting ear (32) on the side of the concave steel plate (31); a main lifting ear (30) is welded to the upper part of the concave steel plate (31), and the cut wall block (28) is clamped inside by a limit support (34) and a limit plate (33).

[0039] Step 9: After the cutting and hoisting of the inclined retaining wall (21) are completed, the lifting type water collecting tank (22) rises to the ground, and the cutting wastewater is pumped and drained into the wastewater pool (35).

[0040] Step 10: Excavate the soil layer of the pipeline to be relocated (1), and relocate the pipeline to be relocated (1).

[0041] As Figure 20 shown in the figure, in Step 10, when excavating the soil body of the pipeline to be relocated (1), in case of over-excavation and damage to the pipeline to be relocated (1), a geotextile (39) and sandbags (37) are sequentially laid on the upper part of the water-permeable soil layer (36), and backfilled and tamped with backfill soil (38).

[0042] Step 11: Construct the post-cast diaphragm wall (40) to complete the overall enclosure of the diaphragm wall.

[0043] As Figure 21 shown in the figure, in Step 11, the post-cast diaphragm wall (40) is in an "L" shape, and its ends are connected to the pre-cast wall section I (3) and the pre-cast wall section II (4).

[0044] Those skilled in the art should understand that the technical features of the above embodiments can be combined arbitrarily. For the sake of brevity of description, not all possible combinations of the technical features in the above embodiments are described. However, as long as the combinations of these technical features do not conflict, they should all be considered as within the scope described in this specification.

[0045] The above embodiments merely represent several implementation manners of the present application. The description thereof is relatively specific and detailed, but it should not be construed as a limitation to the scope of the present application. It should be noted that for those of ordinary skill in the art, without departing from the concept of the present application, several modifications and improvements can still be made, and these all fall within the protection scope of the present application. Therefore, the protection scope of the present application shall be subject to the appended claims.

Claims

1. Temporary closure of inclined wall for lagged relocation of underground pipelines and step-by-step implementation of diaphragm wall and construction method, characterized in that, It includes the following steps: Step 1: Drive a row of steel sheet piles outside the pipeline to be relocated as a support structure; Step 2: Grout the surrounding soil layer of the pipeline to be relocated through the grouting pipes carried by the steel sheet pile bodies to form a grouting reinforcement area; Step 3: The grooving machine excavates downward to construct the wall trench of the inclined retaining wall; Step 4: Use the steel reinforcement cage hanger to lower the steel reinforcement cage into the wall trench of the inclined retaining wall to complete the installation of the steel reinforcement cage; Step 5: Pour concrete into the wall trench to form an inclined retaining wall; Step 6: Symmetrically and synchronously excavate the soil on both sides of the inclined retaining wall; Step 7: The wire saw passes through the wire-passing pipes embedded in the inclined retaining wall, and the control motor drives the wire saw to cut the inclined retaining wall; Step 8: Use a concave steel plate to clamp the cut wall block, and assist in hoisting the cut wall block by passing a cable through the embedded wire-passing pipe; Step 9: After the cutting and hoisting of the inclined retaining wall are completed, the lifting type water collecting tank rises to the ground, and the cutting wastewater is pumped into the wastewater pool; Step 10: Excavate the soil layer of the pipeline to be relocated and relocate the pipeline to be relocated; Step 11: Construct the post-cast diaphragm wall to complete the overall enclosure of the diaphragm wall.

2. The temporary closed inclined wall of the underground pipeline lag relocation and the step-by-step implementation of the diaphragm wall and the construction method according to claim 1, characterized in that: In Step 1, the pipeline to be relocated intersects with the pre-cast wall section I and the pre-cast wall section II. The driving direction of the steel sheet piles is parallel to the pipeline to be relocated, and the steel sheet piles are connected by locking joints.

3. The temporary closure of the inclined wall for the lagged relocation of underground pipelines and the step-by-step implementation of diaphragm walls and construction methods according to claim 1, characterized in that: In Step 2, the grouting pipes are located inside the steel sheet piles and fixed by clamps. The clamps and the grouting pipes are locked by fixing pins.

4. The temporary closed inclined wall of the underground pipeline lag relocation and the step-by-step implementation of the diaphragm wall and the construction method according to claim 1, characterized in that: In Step 3, the wall body of the inclined retaining wall is obliquely connected to the pre-cast wall section I and the pre-cast wall section II respectively. The pipeline to be relocated and the steel sheet piles are both located outside the inclined retaining wall.

5. The temporary closure of the inclined wall for the lagged relocation of underground pipelines and the step-by-step implementation of the diaphragm wall and construction method according to claim 1, characterized in that: In Step 4, several wire-passing pipes are tied to the steel reinforcement cage body; two groups of inclination monitors are arranged on the vertical longitudinal bars of the steel reinforcement cage body. The end of the steel reinforcement cage body is fixed to the embedded connectors on both sides of the guide wall, and a tension sensor for monitoring is installed on the steel wire rope connected to the upper part of the steel reinforcement cage hanger; in Step 5, U-shaped steel plates are embedded in the side walls and the 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 wall into one body.

6. The temporary closed sloping wall of the underground pipeline lagging relocation and the step-by-step implementation of the diaphragm wall and the construction method according to claim 1, characterized in that: In Step 6, lifting type water collecting tanks are installed on both sides of the inclined retaining wall. The lifting type water collecting tank includes a water collecting tank, a column, a lifting rope, a cross beam, a guide wheel and a control device; when the water collecting tank needs to rise, the control device pulls the lifting rope around the guide wheel, and the water collecting tank moves upward. When the water collecting tank needs to descend, the control device releases the lifting rope, and the water collecting tank moves downward.

7. The temporary closure of the inclined wall for the lagged relocation of underground pipelines and the step-by-step implementation of diaphragm walls and construction methods according to claim 1, characterized in that: In Step 7, two guide wheel groups are installed on the cutting section of the inclined retaining wall. Sprayers aligned with the cutting surface are installed on the guide wheel groups. The end of the wire saw is connected to the control motor, and a walking track is installed at the bottom of the control motor.

8. The temporary closure of the inclined wall for the lagged relocation of underground pipelines and the step-by-step implementation of diaphragm walls and construction methods according to claim 1, characterized in that: In Step 8, the lower end of the cable is connected to the wire-passing pipe, and the upper end is connected to the auxiliary lifting ear on the side of the concave steel plate. The main lifting ear is welded on the upper part of the concave steel plate, and the cutting wall block is clamped by the limit support and the limit plate on the inside.

9. The temporary closure of the inclined wall for the lagged relocation of underground pipelines, the segmented implementation of diaphragm walls and the construction method according to claim 1, characterized in that: In Step 10, when excavating the soil of the pipeline to be relocated, in case of over-excavation damage to the pipeline to be relocated, geotextiles and sand bags are successively laid on the upper part of the water-permeable soil layer, and backfilled and tamped with backfill soil; in Step 11, the post-cast diaphragm wall is in an "L" shape, and the end is connected to the pre-cast wall section I and the pre-cast wall section II.

10. The temporary closure of the inclined wall for the lagged relocation and alteration of underground pipelines is implemented step by step for the diaphragm wall, characterized in that: Constructed by the construction method of the inclined wall temporary closure and step-by-step implementation of the diaphragm wall for the lagged relocation of underground pipelines according to any one of claims 1-9.

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