Method for constructing a water-tight diaphragm wall

Abstract

The application provides a construction method of an active water-blocking underground continuous wall, comprising the following steps: S1, determining the construction sequence and construction index of the underground continuous wall outside the to-be-excavated area according to design drawings; S2, excavating the underground continuous wall to the design depth; S3, binding a steel reinforcement cage outside the underground continuous wall, and passing a guide pipe through the middle part of the steel reinforcement cage; S4, placing the steel reinforcement cage and the guide pipe in the underground continuous wall as a whole; S5, pouring concrete into the underground continuous wall; S6, after the concrete reaches the strength, performing drilling construction of a post-constructed dewatering well; S7, passing the guide pipe in the steel reinforcement cage by a hole-forming device, and continuing to drill into a soil boundary layer after completely penetrating the guide pipe; S8, after slag removal, installing a water pumping pump in the post-constructed dewatering well to pump water; S9, excavating a foundation pit until the design depth; and S10, checking the state of the foundation pit, pouring concrete at the bottom of the foundation pit to form a bottom sealing, and pouring and filling the guide pipe. The application has a wide application range and good economic benefits.

Description

Technical Field

[0001] This invention relates to the field of engineering construction technology, and in particular to a construction method for an active water-blocking diaphragm wall. Background Technology

[0002] With the rapid development of urban underground space development in my country, diaphragm walls have become a commonly used structure in deep urban underground space development. This is mainly because diaphragm walls can serve as both temporary and permanent support structures, advantages that have been proven in the development of underground spaces in large cities. Diaphragm walls possess functions such as water interception, seepage prevention, load-bearing, and water retention, and have advantages such as good integrity and fast construction speed, leading to their widespread use. Traditional diaphragm walls have good water interception and seepage prevention functions; however, if a waterproof layer is not embedded at the bottom, their water interception and seepage prevention effects are poor. Therefore, traditional diaphragm walls are often poured to a large depth, frequently resulting in material waste.

[0003] Chinese patent document CN 114150678 A describes a support structure for underground continuous wall foundation pits and its construction method. However, this article does not propose a more reasonable solution for different soil types with varying impermeable layer depths, and its application has defects. Chinese patent document CN 219218960 U describes an integral structure for a pile continuous wall, but this structure still has the above-mentioned problems and therefore needs improvement. Summary of the Invention

[0004] This invention provides a construction method for an active water-blocking diaphragm wall, which solves the problems of inconvenient construction, limited water-blocking capacity, high construction cost, and impact on the construction of the foundation pit on the inner side of the diaphragm wall.

[0005] To solve the above-mentioned technical problems, the technical solution adopted by the present invention is: a construction method for an actively water-blocking underground continuous wall, comprising the following steps:

[0006] S1. Determine the construction sequence and construction indicators of the diaphragm wall outside the area to be excavated according to the design drawings;

[0007] S2. Excavate the diaphragm wall to the designed depth;

[0008] S3. Tie a steel cage to the outside of the diaphragm wall, pass the conduit through the middle of the steel cage, and fix the conduit to the steel cage to form a whole;

[0009] S4. Place the steel cage and conduit from S3 into the diaphragm wall as a whole;

[0010] S5. Pour concrete for the diaphragm wall;

[0011] S6. After the concrete reaches its strength, proceed with the drilling of subsequent dewatering wells.

[0012] S7. The drilling equipment passes through the guide pipe in the steel cage and continues drilling to the soil boundary layer after completely penetrating the guide pipe.

[0013] S8. After the slag removal operation, install a water pump in the subsequent dewatering well for pumping construction.

[0014] S9. After the water level in the area to be excavated, the second water level, and the water level outside the diaphragm wall, the first water level, drop, the foundation pit is excavated until the design depth is reached.

[0015] S10. Check the condition of the foundation pit. After confirmation, pour concrete at the bottom of the foundation pit to form a seal and fill the guide pipe.

[0016] In the preferred embodiment, in step S4, the lowest end of the conduit is sealed with a base plate before lowering.

[0017] In the preferred embodiment, in S3, an inner pipe is connected inside the conduit via a C-shaped plate and an overlapping plate. The inner pipe is used to provide a stable working environment for the water pump. In S10, after confirmation, the inner pipe is removed from the conduit, a steel reinforcement frame is placed inside the inner pipe, and then concrete is poured to fill the inside of the conduit.

[0018] In the preferred embodiment, the installation method of the conduit and inner tube in S3 includes the following steps:

[0019] S31. The conduit adopts a split connection structure, with multiple conduits connected to form a whole, and a groove is machined along the circumference on one side of the conduit.

[0020] S32. Install a C-shaped plate in the inner groove of the conduit;

[0021] S33. Multiple overlapping plates are provided circumferentially on the outer side of the inner tube. The overlapping plates match the shape of the C-shaped plates. The overlapping plates are detachably installed on the C-shaped plates.

[0022] S34. Place the inner tube with the lap plate installed into the guide tube, and keep the C-shaped plate and the lap plate stably connected to form a segment. The C-shaped plate and the lap plate are connected to form a support part.

[0023] S35. Assemble the segments in S34. The support parts of different heights are arranged in a spiral interval, and there is sufficient gap between their projections at the bottom so that they do not overlap or interfere.

[0024] The S36, C-shaped plates and lap plates work together to form a space for pouring concrete. After the concrete has fully solidified, the lap plates are removed to form a support platform, and the steel reinforcement frame is lapped on the support platform.

[0025] In the preferred embodiment, in S36, a first arc and a second arc are respectively provided on both sides of the C-shaped plate, wherein the first arc matches the inner diameter of the conduit, and the second arc matches the lap plate.

[0026] In the preferred embodiment, in S36, the structure of the overlapping plate is as follows: the overlapping plate includes an L-shaped plate, side plates are provided on both sides of the L-shaped plate, a shaping protrusion is provided on the lower side of the middle of the L-shaped plate, the top of the C-shaped plate abuts against the lower part of the side plates, the inner width of the C-shaped plate is less than the innermost distance between the two side plates, the outer width of the C-shaped plate is less than the outermost distance between the two side plates, and the shaping protrusion and the C-shaped plate cooperate to form a support platform and a groove.

[0027] In the preferred embodiment, the structure of the steel reinforcement frame is as follows: the steel reinforcement frame includes straight bars, and multiple sleeves are evenly fitted on the straight bars. Multiple aligning bars are distributed circumferentially on the outer side of the sleeves, and one side of the aligning bars is located in the groove.

[0028] In the preferred embodiment, the inner tube has the following structure: a first step and a second step are provided on both sides of the inner tube, the first step is provided with an internal thread, the second step is provided with an external thread, the two adjacent inner tubes are threaded together, and an installation mark is provided on the outside of the inner tube. The installation mark is used to distinguish the installation positions of different inner tubes. An installation alignment mark is provided on the upper and lower sides of the installation mark. When the two inner tubes are installed, the position of the overlapping plate is checked through the slot to see if it is accurate.

[0029] In the preferred embodiment, in S31, two adjacent conduits are inserted, and the fixing component is fixed at the junction of the two fixing components.

[0030] In the preferred embodiment, the conduit has the following structure: multiple notches are provided on both sides along the circumferential direction, and an annular groove is provided on one side of the notch. The fixing component has the following structure: the fixing component includes two semi-annular plates arranged opposite each other, two protrusions are provided parallel to each other on the inner side of the semi-annular plates, the protrusions are located in the annular groove, ear plates are provided on both sides of the semi-annular plates, and the two semi-annular plates are fixed by screws and nuts.

[0031] The beneficial effects of this invention are: economical and economical, simple structure and convenient construction. Compared with traditional diaphragm walls, this invention realizes active water blocking of diaphragm walls, reduces the amount of diaphragm wall engineering, and has a good water-stopping effect. It is especially suitable for diaphragm wall construction where the impermeable layer is buried at a deep depth, the height of the diaphragm wall has met the support function requirements, and there is still a large distance between the diaphragm wall and the impermeable layer. It can simultaneously realize the functions of excavating the foundation pit and dewatering the foundation pit.

[0032] (1) Economical and economical

[0033] When the impermeable layer is buried at a deep depth and the height of the diaphragm wall meets the requirements for support function, there is still a large distance between it and the impermeable layer. If the diaphragm wall is poured up to the impermeable layer, a large amount of concrete will be wasted. The method of arranging dewatering wells in the diaphragm wall can not only meet the support function of the diaphragm wall, but also improve the water interception and dewatering function of the diaphragm wall, thus saving project investment.

[0034] (2) Convenient construction

[0035] This method does not require additional dewatering wells, has a simple structure, is easy to construct, and can simultaneously achieve the functions of excavating the foundation pit and dewatering the foundation pit.

[0036] (3) Structural stability

[0037] Normally, the conduit is directly poured and filled. However, due to the wall thickness of the conduit, there is no connection or transition between the solidified structure of the diaphragm wall and the post-poured section. This solution avoids the above problems, and the inner pipe can be reused, resulting in good performance. Attached Figure Description

[0038] The present invention will be further described below with reference to the accompanying drawings and embodiments:

[0039] Figure 1 This is a schematic diagram of the present invention, state one;

[0040] Figure 2 This is schematic diagram state two of the present invention;

[0041] Figure 3 This is schematic diagram state three of the present invention;

[0042] Figure 4 This is schematic diagram state four of the present invention;

[0043] Figure 5 This is schematic diagram state five of the present invention;

[0044] Figure 6 This is schematic diagram state six of the present invention;

[0045] Figure 7 This is schematic diagram state seven of the present invention;

[0046] Figure 8 This is schematic diagram state eight of the present invention;

[0047] Figure 9 This is schematic diagram state nine of the present invention;

[0048] Figure 10 This is a schematic diagram of the installation structure of the conduit and inner tube of the present invention, state one;

[0049] Figure 11 This is a schematic diagram of the conduit and inner tube installation structure of the present invention, state two;

[0050] Figure 12 This is a schematic diagram of the conduit and inner tube installation structure of the present invention, state three;

[0051] Figure 13 yes Figure 12 A schematic diagram of the steel reinforcement frame structure;

[0052] Figure 14yes Figure 13 A schematic diagram of the exploded structure;

[0053] Figure 15 This is schematic diagram of the conduit and inner tube installation structure of the present invention, state four;

[0054] Figure 16 yes Figure 15 A schematic diagram of the bottom view;

[0055] Figure 17 yes Figure 15 A frontal view diagram;

[0056] Figure 18 yes Figure 17 Schematic diagram of sectional view along direction AA;

[0057] Figure 19 yes Figure 15 Schematic diagram of the exploded structure, state one;

[0058] Figure 20 yes Figure 15 Schematic diagram of the explosion structure, state two;

[0059] Figure 21 yes Figure 15 A partial structural diagram;

[0060] Figure 22 yes Figure 15 A schematic diagram of the C-type plate structure for duct installation;

[0061] Figure 23 yes Figure 22 A schematic diagram of the exploded structure;

[0062] Figure 24 yes Figure 22 Schematic diagram of the lap joint plate installation structure;

[0063] Figure 25 yes Figure 24 A top-down view;

[0064] Figure 26 yes Figure 25 BB-direction sectional view;

[0065] Figure 27 yes Figure 24 Schematic diagram of the inner tube installation structure;

[0066] Figure 28 yes Figure 27 A top-down view;

[0067] Figure 29 yes Figure 27 A frontal view diagram;

[0068] Figure 30 yes Figure 27 A schematic diagram of the exploded structure;

[0069] Figure 31 yes Figure 30 A magnified structural diagram at point C.

[0070] In the diagram: 1. Diaphragm wall; 2. Excavation area; 3. Reinforcing cage; 4. Conduit; 401. Empty groove; 402. Ring groove; 403. First water level; 5. Second water level; 6. Concrete; 7. Foundation pit; 8. Bottom sealing; 9. Inner pipe; 10. First step; 1001. Internal thread; 1002. Second step; 1003. External thread; 1004. Installation mark; 1005. Installation alignment mark; 1006. Fixing component; 11. Semi-ring plate; 1101. Raised bar; 1102. Ear plate; 1103. Screw; 1104. Nut; 1105. Base plate; 12. Reinforcing frame; 13. Straight bar; 1301. Sleeve; 1302. Alignment bar; 1303. Support platform; 14. Groove; 15. C-shaped plate; 16. First arc; 1601. Second arc; 1602. Overlap plate; 17. L-shaped plate; 1701. Side plate; 1702. Shaping protrusion; 1703. Detailed Implementation

[0071] like Figure 1-8 A construction method for an actively water-blocking diaphragm wall includes the following steps:

[0072] S1. Determine the construction sequence and construction indicators of the diaphragm wall 1 outside the excavation area 2 according to the design drawings;

[0073] S2. Excavate the diaphragm wall 1 to the designed depth;

[0074] S3. Tie the steel cage 3 to the outside of the diaphragm wall 1, and pass the conduit 4 through the middle of the steel cage 3, and fix the conduit 4 to the steel cage 3 to form a whole.

[0075] S4. Place the steel cage 3 and the guide pipe 4 from S3 into the diaphragm wall 1 as a whole;

[0076] S5. Pour concrete 7 into the diaphragm wall 1;

[0077] S6. After the concrete reaches its strength, proceed with the drilling of subsequent dewatering wells.

[0078] S7. The drilling equipment passes through the guide pipe 4 in the reinforcing cage 3 and continues drilling to the soil boundary layer after completely penetrating the guide pipe 4; preferably, the drilling depth reaches 2-3m to the sand layer, thereby ensuring stable and efficient drainage.

[0079] S8. After the slag removal operation, install a water pump in the subsequent dewatering well for pumping construction.

[0080] S9. After the water level 6 in the area to be excavated 2 and the water level 5 outside the diaphragm wall 1 drop, the foundation pit 8 is excavated until the design depth is reached.

[0081] S10. Check the condition of the foundation pit 8. After confirmation, pour concrete 7 at the bottom of the foundation pit 8 to form a bottom seal 9, and pour and fill the guide pipe 4.

[0082] After the diaphragm wall 1 is completed, the excavation of the foundation pit 8 is required in the excavation area 2 inside the diaphragm wall 1. However, due to the different soil conditions in different areas, the burial depth of the impermeable layer is uncontrollable. When carrying out the foundation pit 8 operation, it is necessary to lower the first water level 5 outside the diaphragm wall 1 and the second water level 6 inside the foundation pit 8 to avoid water damage to the construction environment and the stability of the structure. After the foundation pit 8 is completed, the bottom sealing 9 is carried out at the bottom of the foundation pit 8 to form an overall closed foundation support structure, which facilitates the subsequent work process.

[0083] This solution achieves good results for different soil types. When the impermeable layer is buried deep enough and the diaphragm wall height meets the support requirements, there is still a considerable distance between the diaphragm wall and the impermeable layer. If the diaphragm wall is poured to the impermeable layer, a large amount of concrete will be wasted. The method of placing dewatering wells in the diaphragm wall not only meets the support function of the diaphragm wall but also improves its water interception and dewatering functions. In traditional construction, the diaphragm wall needs to be dug deep to the impermeable layer. Even when the depth of the diaphragm wall is sufficient, further excavation is required, resulting in low overall efficiency, high construction costs, and a long construction period.

[0084] In the preferred embodiment, in step S4, the lowest end of the guide pipe 4 is sealed by the base plate 12 before lowering. The base plate 12 can effectively prevent concrete 7 from entering the guide pipe 4 from the bottom when pouring concrete 7 into the reinforcing cage 3. After the concrete 7 of the local diaphragm wall 1 reaches the curing strength, the drilling equipment drills through the base plate 12 until the impermeable layer.

[0085] like Figure 9 In the preferred embodiment, in step S3, an inner pipe 10 is connected inside the conduit 4 via a C-shaped plate 16 and an overlapping plate 17. The inner pipe 10 provides a stable working environment for the water pump. In step S10, after confirmation, the inner pipe 10 is removed from the conduit 4, and a steel reinforcement frame 13 is placed inside the inner pipe 10. Then, concrete 7 is poured to fill the interior of the conduit 4. This structure ensures that the overlapping plate 17 provides a stable working environment for the drilling equipment. Simultaneously, the conduit 4 introduces concrete 7 from one side of the diaphragm wall 1 through the C-shaped plate 16 and the overlapping plate 17, ultimately forming a support platform 14.

[0086] like Figure 10-31 In the preferred embodiment, the installation method of the conduit 4 and the inner tube 10 in S3 includes the following steps:

[0087] S31. The conduit 4 adopts a split connection structure, and multiple conduits 4 are connected to form a whole. A groove 401 is machined along the circumferential direction on one side of the conduit 4.

[0088] S32. Install C-shaped plate 16 at the inner groove 401 of the conduit 4;

[0089] S33. Multiple overlapping plates 17 are provided circumferentially on the outer side of the inner tube 10. The overlapping plates 17 and the C-shaped plate 16 are matched in shape. The overlapping plates 17 are detachably mounted on the C-shaped plate 16.

[0090] S34. Place the inner tube 10 with the overlapping plate 17 in the conduit 4, and keep the C-shaped plate 16 and the overlapping plate 17 stably connected to form a segment. The C-shaped plate 16 and the overlapping plate 17 are connected to form a support.

[0091] S35. Assemble the segments in S34. The support parts of different heights are arranged in a spiral interval, and there is sufficient gap between their projections at the bottom so that they do not overlap or interfere.

[0092] S36, C-shaped plate 16 and lap plate 17 work together to form a space for pouring concrete 7. After the concrete 7 has fully solidified, the lap plate 17 is removed to form a support platform 14, and the steel frame 13 is lapped on the support platform 14.

[0093] The concrete 7 of the diaphragm wall 1 is passed through the guide pipe 4 to form a fixed point, thus playing the role of a reinforcing bar. After the inner pipe 10 is removed, the steel reinforcement frame 13 is placed into the guide pipe 4 and then cooperates with the support platform 14. At this time, the concrete 7 is poured again, which can form a connection with the already poured diaphragm wall 1, resulting in higher overall strength and ensuring the stability of the inner core structure of the diaphragm wall. During the initial installation stage, a release agent is applied to the inside of the lap plate 17 to facilitate quick separation from the C-shaped plate 16 when the inner pipe 10 is removed later.

[0094] In the preferred embodiment, in S36, the C-shaped plate 16 has a first arc 1601 and a second arc 1602 on both sides, respectively. The first arc 1601 matches the inner diameter of the conduit 4, and the second arc 1602 matches the overlapping plate 17. Initially, welding was used for fixing, ensuring convenient operation and good overall constraint. Preferably, a support rib is also provided at the lower part of the C-shaped plate 16 to ensure a better connection with the conduit 4. The outer side of the overlapping plate 17 has an arc that matches the outer diameter of the inner tube 10.

[0095] In the preferred embodiment, in S36, the structure of the overlapping plate 17 is as follows: the overlapping plate 17 includes an L-shaped plate 1701, side plates 1702 are provided on both sides of the L-shaped plate 1701, a shaping protrusion 1703 is provided on the lower side of the middle of the L-shaped plate 1701, the top of the C-shaped plate 16 abuts against the lower part of the side plates 1702, the inner width of the C-shaped plate 16 is less than the innermost distance between the two side plates 1702, and the outer width of the C-shaped plate 16 is less than the outermost distance between the two side plates 1702. The shaping protrusion 1703 and the C-shaped plate 16 cooperate to form a support platform 14 and a groove 15. The overall installation is quick. Corresponding marks for the installation of the overlapping plate 17 are provided on the outer side of the inner tube 10. After the overlapping plate 17 is installed on the outer wall of the inner tube 10, different inner tubes 10 are installed. Since the positions of each overlapping plate 17 relative to the inner tube 10 are different, a threaded connection is used to ensure a good overall connection effect.

[0096] In the preferred embodiment, the structure of the reinforcing bar frame 13 is as follows: the reinforcing bar frame 13 includes straight bars 1301, and multiple sleeves 1302 are evenly fitted on the straight bars 1301. Multiple aligning bars 1303 are distributed circumferentially on the outer side of the sleeves 1302, and one side of the aligning bars 1303 is located in the groove 15. This structure allows for convenient adjustment of the aligning bars 1303 at different positions. The multiple aligning bars 1303 cooperate with each other and, after the concrete 7 is poured, serve as internal supports for the support platform 14. The positions of the sleeves 1302 and the aligning bars 1303 can be flexibly adjusted according to the position of the support platform 14, ensuring high construction accuracy. After positioning, the sleeves 1302 are welded to the straight bars 1301. The aligning bars 1303 also play a role in correcting the straight bars 1301, ensuring that they are located at the exact center of the guide tube 4, thus resulting in high overall installation accuracy and good effect.

[0097] In the preferred embodiment, the inner tube 10 has the following structure: a first step 1001 and a second step 1003 are respectively provided on both sides of the inner tube 10. The first step 1001 has an internal thread 1002, and the second step 1003 has an external thread 1004. Adjacent inner tubes 10 are threaded together. An installation mark 1005 is also provided on the outer side of the inner tube 10. The installation mark 1005 is used to distinguish the installation positions of different inner tubes 10. An installation alignment mark 1006 is also provided on the upper and lower sides of the installation mark 1005. When installing the two inner tubes 10, the position of the overlapping plate 17 is checked through the slot 401 to see if it is accurate. This structure makes the overall installation and alignment convenient, the rotation adjustment convenient, the installation accuracy high, and the effect good. The overall sealing effect is good, the adjustment range is large, and the connection structure has high strength. During installation, first fix the bottommost conduit 4 and inner tube 10. After the inner tube 10 is adjusted to the design position, insert a long strip of wood with a cross-sectional size that matches the internal size of the slot 401 into the slot 401 and lock it in place. The end of the long strip of wood abuts against the inner side of the overlapping plate 17. Then, continue to install a new conduit 4 on top of the conduit 4. After the two conduits 4 are fully locked, put the new inner tube 10 into the new conduit 4 until it is adjusted to fit. After positioning, continue to use long wooden strips for locking, repeating the above steps until all conduits 4 and inner tubes 10 are installed. After all installations are completed, make multiple holes in the uppermost conduits 4 and inner tubes 10, evenly distributed, and then insert bolts and nuts for limiting and locking. Lifting lugs are provided on the bolts to facilitate subsequent hoisting. When installing conduits 4 and inner tubes 10, to facilitate operation, conduits 4 and inner tubes 10 can be laid horizontally on a relatively flat ground to avoid the inconvenience of operating in the vertical direction.

[0098] In the preferred embodiment, in step S31, two adjacent conduits 4 are inserted together, and the fixing component 11 is fixed at the junction of the two fixing components 11. The fixing component 11 can enhance the connection stability and is easy to install.

[0099] In the preferred embodiment, the structure of the conduit 4 is as follows: multiple notches 402 are provided on both sides along the circumference, and an annular groove 403 is provided on one side of the notch 402. The structure of the fixing component 11 is as follows: the fixing component 11 includes two opposing semi-annular plates 1101, two parallel protrusions 1102 are provided on the inner side of the semi-annular plates 1101, the protrusions 1102 are located in the annular groove 403, and ear plates 1103 are provided on both sides of the semi-annular plates 1101. The two semi-annular plates 1101 are fixed by screws 1104 and nuts 1105. This structure facilitates overall adjustment. When different conduits 4 are installed, the protrusions 1102 and the annular groove 403 cooperate with each other to ensure the coaxiality and perpendicularity of the conduit 4 from top to bottom, resulting in higher overall construction quality.

[0100] The above embodiments are merely preferred technical solutions of the present invention and should not be considered as limitations on the present invention. The scope of protection of the present invention should be limited to the technical solutions described in the claims, including equivalent substitutions of the technical features described in the claims. That is, equivalent substitutions and improvements within this scope are also within the scope of protection of the present invention.

Claims

1. A construction method for an actively water-blocking diaphragm wall, characterized by: Includes the following steps: S1. Determine the construction sequence and construction indicators of the diaphragm wall (1) outside the excavation area (2) according to the design drawings; S2. Excavate the diaphragm wall (1) to the designed depth; S3. Tie the steel cage (3) to the outside of the diaphragm wall (1), and pass the conduit (4) through the middle of the steel cage (3) to fix the conduit (4) to the steel cage (3) to form a whole; S4. Place the steel cage (3) and conduit (4) from S3 into the diaphragm wall (1) as a whole; S5. Pour concrete (7) into the ground diaphragm wall (1); S6. After the concrete (7) reaches its strength, carry out the subsequent dewatering well drilling construction. S7. The drilling equipment passes through the guide pipe (4) in the steel cage (3) and continues drilling to the soil boundary layer after completely penetrating the guide pipe (4); S8. After the slag removal operation, install a water pump in the subsequent dewatering well for pumping construction. S9. After the second water level (6) in the area to be excavated (2) and the first water level (5) outside the diaphragm wall (1) drop, the foundation pit (8) is excavated until the design depth is reached; S10. Check the condition of the foundation pit (8). After confirmation, pour concrete (7) at the bottom of the foundation pit (8) to form a bottom seal (9) and fill the guide pipe (4). In S3, an inner tube (10) is connected inside the conduit (4) by a C-shaped plate (16) and an overlapping plate (17). The inner tube (10) is used to provide a stable working environment for the water pump. In S10, after confirmation, the inner tube (10) is taken out from the conduit (4), and a steel frame (13) is placed inside the inner tube (10). Then, concrete (7) is poured to fill the inside of the conduit (4). The installation method of the conduit (4) and inner tube (10) in S3 includes the following steps: S31. The conduit (4) adopts a split connection structure. Multiple conduits (4) are connected to form a whole. A groove (401) is machined along the circumferential direction on one side of the conduit (4). S32. Install a C-shaped plate (16) in the inner groove (401) of the conduit (4). S33. Multiple overlapping plates (17) are provided circumferentially on the outer side of the inner tube (10). The overlapping plates (17) and the C-shaped plate (16) are matched in shape. The overlapping plates (17) are detachably set on the C-shaped plate (16). S34. Place the inner tube (10) with the lap plate (17) in the conduit (4), and keep the C-shaped plate (16) and the lap plate (17) stably connected to form a segment. The C-shaped plate (16) and the lap plate (17) are connected to form a support. S35. Assemble the segments in S34. The support parts of different heights are arranged in a spiral interval, and there is sufficient gap between their projections at the bottom so that they do not overlap or interfere. S36, C-shaped plate (16) and lap plate (17) work together to form a space for pouring concrete (7). After the concrete (7) has fully solidified, the lap plate (17) is removed to form a support platform (14). The steel frame (13) is lapped on the support platform (14). In S36, a first arc (1601) and a second arc (1602) are respectively provided on both sides of the C-shaped plate (16), wherein the first arc (1601) matches the inner diameter of the guide tube (4), and the second arc (1602) matches the lap plate (17); In S36, the structure of the overlapping plate (17) is as follows: the overlapping plate (17) includes an L-shaped plate (1701), side plates (1702) are provided on both sides of the L-shaped plate (1701), a shaping protrusion (1703) is provided on the lower side of the middle part of the L-shaped plate (1701), the top of the C-shaped plate (16) abuts against the lower part of the side plate (1702), the inner width of the C-shaped plate (16) is less than the innermost distance between the two side plates (1702), the outer width of the C-shaped plate (16) is less than the outermost distance between the two side plates (1702), and the shaping protrusion (1703) and the C-shaped plate (16) cooperate to form a support platform (14) and a groove (15). The structure of the steel reinforcement frame (13) is as follows: the steel reinforcement frame (13) includes straight bars (1301), and multiple sleeves (1302) are evenly fitted on the straight bars (1301). Multiple aligning bars (1303) are distributed circumferentially on the outer side of the sleeves (1302), and one side of the aligning bars (1303) is located in the groove (15).

2. The construction method of an actively water-blocking diaphragm wall according to claim 1, characterized in that: In S4, the bottom end of the conduit (4) is sealed by the base plate (12) before it is lowered.

3. The construction method of an actively water-blocking diaphragm wall according to claim 1, characterized in that: The structure of the inner tube (10) is as follows: the inner tube (10) has a first step (1001) and a second step (1003) on both sides respectively. The first step (1001) has an internal thread (1002) and the second step (1003) has an external thread (1004). The two adjacent inner tubes (10) are connected by threads. The outer side of the inner tube (10) is also provided with an installation mark (1005). The installation mark (1005) is used to distinguish the installation positions of different inner tubes (10). The upper and lower sides of the installation mark (1005) are also provided with installation alignment marks (1006). When the two inner tubes (10) are installed, the position of the overlapping plate (17) is checked through the slot (401) to see if it is accurate.

4. The construction method of an actively water-blocking diaphragm wall according to claim 1, characterized in that: In S31, two adjacent conduits (4) are inserted, and the fixing component (11) is fixed at the junction of the two conduits (4).

5. The construction method of an actively water-blocking diaphragm wall according to claim 4, characterized in that: The structure of the conduit (4) is as follows: multiple notches (402) are provided on both sides of the conduit (4) along the circumferential direction, and an annular groove (403) is provided on one side of the notch (402). The structure of the fixing component (11) is as follows: the fixing component (11) includes two semi-annular plates (1101) arranged opposite to each other, two protrusions (1102) are provided parallel on the inner side of the semi-annular plate (1101), the protrusions (1102) are located in the annular groove (403), and ear plates (1103) are provided on both sides of the semi-annular plate (1101). The two semi-annular plates (1101) are fixed by screws (1104) and nuts (1105).

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