Composite interactive water-rich stratum efficient grooving ultra-deep underground diaphragm wall and construction method

Abstract

The invention relates to a composite interactive water-rich stratum efficient grooving ultra-deep underground diaphragm wall and a construction method. The construction method comprises the following steps of cement mixing pile groove wall reinforcement, guide wall foundation steel pipe pile built-in, guide wall novel template system installation, soft soil layer grab bucket grooving, karst cave drilling and grouting, rotary digging drill rock breaking and karst cave backfilling and double-wheel milling groove milling. The method has the beneficial effects that the groove wall is reinforced by the cement mixing piles, so that the groove wall is prevented from collapsing; the assembled drainage device is adopted, so that the construction efficiency is improved; the steel pipe piles are connected with the guide wall, so that the stability of the guide wall is improved; the steel plate groove is used as a guide wall template, so that the template turnover rate is improved; the open type steel box is placed on the groove opening, so that the risk of collapse of the groove wall is reduced; gaps and holes are blocked through drilling and grouting, then guide holes are rotationally excavated, and the karst cave is backfilled with plain concrete, so that the construction problem of grooving at the karst cave is solved; through the cooperation of the steel casing hoisting and positioning device, the construction efficiency of the rotary excavating guide hole is improved.

Description

Technical Field

[0001] The present invention belongs to the field of diaphragm wall construction, and particularly relates to a high-efficiency grooving ultra-deep diaphragm wall in a composite interactive water-rich stratum and a construction method thereof. Background Technique

[0002] In the construction of diaphragm walls, complex and changeable stratum conditions are often faced. There are soft upper and hard lower stratum structures in many areas, which are difficult to adapt to by traditional single grooving construction methods, resulting in low grooving efficiency and difficult quality assurance. At the same time, the problem of slot wall collapse occurs frequently, especially in unstable strata such as silty sand layers, seriously affecting construction safety and progress. In addition, the replacement treatment of cement soil in the grooving process is cumbersome. The traditional method of excavating trenches for drainage consumes a large amount of manpower and material resources and has low construction efficiency. When dealing with special geological areas such as karst caves, grooving construction faces great challenges, and conventional processes cannot effectively cope with them. And there are problems in the existing guide wall construction technology such as insufficient stability and long time-consuming formwork construction. There is also a lack of an efficient guiding device for the lowering and lifting of steel casing during the rotary drilling and hole-leading process, affecting construction efficiency.

[0003] Under this background, there is an urgent need to develop a new construction technology to solve the above series of complex stratum grooving construction problems, improve construction efficiency and quality, and ensure the smooth progress of the project. In view of the above existing problems, a high-efficiency grooving ultra-deep diaphragm wall in a composite interactive water-rich stratum and a construction method thereof are proposed. Summary of the Invention

[0004] The purpose of the present invention is to overcome the deficiencies in the prior art and provide a high-efficiency grooving ultra-deep diaphragm wall in a composite interactive water-rich stratum and a construction method thereof.

[0005] The construction method of this high-efficiency grooving ultra-deep diaphragm wall in a composite interactive water-rich stratum includes the following steps: Step 1: Install an assembled drainage device and a three-axis mixer. After the cement mixing pile is completed, move the equipment to the next construction position, and repeat the construction steps to complete the reinforcement of the cement mixing pile slot wall; Step 2: Insert micro steel pipe piles into the cement mixing piles. After the cement mixing piles solidify, excavate the guide wall trench, and then tie the guide wall steel bars to the top of the micro steel pipe piles; Step 3: Install the steel plate groove to the bottom of the trench, and install embedded bolts on the two-side guide wall steel bars; Step 4: When excavating to the silty sand layer, install an open steel box at the slot opening; a fixing rod is fixed on the side wall of the open steel box; after drilling to the bottom of the karst cave, grout the karst cave and the surrounding fissures; after lifting the steel casing, rotary drill the hard rock layer and backfill the karst cave, and finally use a double-wheel milling machine to mill the lower hard rock.

[0006] Preferably, in step one, the prefabricated drainage device includes a rectangular steel plate drainage trough and a threaded steel pipe; the prefabricated drainage device is placed on the top of the silt layer where the soft soil layer is located; both the upper and lower sides of the rectangular steel plate drainage trough are open rectangular grooves, and the side walls are provided with holes and flanges are installed; above the rectangular groove of the rectangular steel plate drainage trough, there is a three-axis mixer, and a cement mixing pile is formed at the bottom; both ends of the threaded steel pipe are installed with flanges, and the threaded steel pipe is connected to the side wall of the rectangular steel plate drainage trough through the flange; adjacent threaded steel pipes are connected through flanges, and the ends of the connected threaded steel pipes are placed at the mouth of the sludge pit.

[0007] Preferably, in step two, the top of the micro steel pipe pile is provided with an anchoring structure. The anchoring structure includes concrete. A limiting circular steel plate is welded to the top of the micro steel pipe pile, and anchoring steel bars are welded to the top of the limiting circular steel plate. The concrete fills the anchoring structure to be flush with the top of the micro steel pipe pile.

[0008] Preferably, in step three, the steel plate trough is installed in the groove of the guide wall and fits against the inner wall of the groove; semicircular brackets are symmetrically welded to the inner side wall of the steel plate trough, the brackets are semicircular, and the openings face upwards; steel pipes are clamped on the brackets.

[0009] Preferably, the top of the embedded bolt near the trough opening is provided with a precast convex groove; in step four, the open steel box is T-shaped, grooves are provided at the right-angled bottoms of the two side wings, fixing blocks are welded on the sides, and screws are provided on the side walls of the fixing blocks; a lifting lug Ⅰ is provided on the top of the open steel box, the open steel box is placed at the trough opening, and the groove fits on the embedded convex groove; the fixing rod is made of a solid rod, one end is provided with a bolt hole, and the other end is bent at 90° and provided with a screw hole; one end of the fixing rod is connected to the screw on the side wall of the fixing block through the screw hole, and the other end is connected to the embedded bolt through the bolt hole.

[0010] Preferably, in step four, the precast convex groove includes a concrete semi-circular groove and a silica gel strip. The bottom of the concrete semi-circular groove is provided with an internal thread hole, and the silica gel strip is installed on the top; the thread of the internal thread hole fits with the thread of the embedded bolt.

[0011] Preferably, in step four, a grouting pipe penetrates through the guide wall groove, the grouting pipe sequentially penetrates through the soft soil layer and the hard rock layer and is inserted into the bottom of the karst cave at the bottom of the hard rock layer; slurry is injected into the grouting pipe, and the slurry fills the karst cave and the surrounding fissures.

[0012] Preferably, in step four, steel casing hoisting and positioning devices are provided on the tops of both sides of the guide wall, and winches are installed on the ground on both sides of the steel casing hoisting and positioning devices; the steel casing hoisting and positioning device includes a steel bracket; a roller is provided on the top of the steel bracket, and an internal thread hole is provided at the bottom to connect to the embedded bolt. The steel casing hoisting and positioning device is fixed to the top of the guide wall through the steel bracket; lifting lugs Ⅱ are provided on both sides of the top of the steel casing, a steel wire rope is provided in the winch, and the steel wire rope bypasses the roller and is tied to the lifting lug Ⅱ.

[0013] Preferably, in Step 4, the steel casing is inserted at the top of the karst cave. A conduit runs through the steel casing, and the bottom of the conduit is inserted at the top of the karst cave. Plain concrete is injected into the conduit, and the plain concrete is saturated and injected into the karst cave. The double-wheel milling cutter is placed in the guide wall.

[0014] The beneficial effects of the present invention are as follows: 1) The present invention adopts a method combining a hydraulic grab trencher, a rotary drill, and a double-wheel milling machine, which solves the problem of trench construction in complex strata with soft upper layers and hard lower layers. The trench wall is reinforced by cement mixing piles to prevent the trench wall from collapsing. At the same time, an assembled drainage device is adopted to guide the displaced cement soil, reducing the construction steps of excavating the trench and improving the construction efficiency.

[0015] 2) The present invention embeds steel pipe piles into the cement mixing piles, and its anchoring structure is connected to the guide wall, improving the stability of the guide wall. The steel plate groove is used as the guide wall formwork, reducing the formwork lap time and increasing the formwork turnover rate.

[0016] 3) Further, in order to prevent the collapse of the silty sand layer during trench formation, the present invention uses an open steel box placed on the trench opening as a way to increase the mud liquid level, effectively reducing the risk of trench wall collapse.

[0017] 4) The present invention effectively solves the construction problem of trench formation at the karst cave by drilling and grouting to seal the cracks and holes, then rotary drilling a pilot hole and backfilling the karst cave with plain concrete. At the same time, the rotary drilling of the pilot hole requires the steel casing to follow up. Through the cooperation of the steel casing lifting and positioning device, the lowering and lifting of the steel casing are guided, improving the construction efficiency of rotary drilling the pilot hole. Description of the Drawings

[0018] Figure 1 is the elevation view of the trench wall reinforcement by the cement mixing pile of the present invention; Figure 2 is the elevation structure diagram of the guide wall reinforcement and formwork installation of the present invention; Figure 3 is the enlarged view A of the present invention; Figure 4 is the elevation view of the installation of the open steel box of the present invention; Figure 5 is the enlarged view B of the present invention; Figure 6 is the schematic diagram of drilling and grouting at the karst cave of the present invention; Figure 7 is the elevation structure diagram of the installation of the steel casing of the present invention; Figure 8 is the schematic diagram of backfilling the karst cave with plain concrete of the present invention; Figure 9 is the construction process flow chart of the present invention.

[0019] Description of the reference numerals: 1. Cement mixing pile; 2. Prefabricated drainage device; 3. Rectangular steel plate diversion trough; 4. Steel pipe; 5. Flange; 6. Silt layer; 7. Guide wall; 8. Embedded bolt; 9. Anchoring structure; 10. Steel plate trough; 11. Bracket; 12. Steel pipe; 13. Guide wall reinforcement; 14. Micro steel pipe pile; 15. Anchor reinforcement; 16. Limiting circular steel plate; 17. Concrete; 18. Open steel box; 19. Fixed block; 20. Screw; 21. Fixed rod; 22. Nut; 23. Prefabricated convex groove; 24. Lifting lug Ⅰ; 25. Groove; 26. Silicone strip; 27. Concrete semi-circular groove; 28. Mud; 29. Karst cave; 30. Hard rock stratum; 31. Soft soil layer; 32. Slurry; 33. Grouting pipe; 34. Winch; 35. Steel support; 36. Drum; 37. Steel casing; 38. Lifting lug Ⅱ; 39. Steel wire rope; 40. Steel casing hoisting and positioning device; 41. Guide pipe; 42. Plain concrete. Detailed implementation manners

[0020] The present invention will be further described below in conjunction with embodiments. The description of the following embodiments is only used to help understand the present invention. It should be noted that for those of ordinary skill in the art, without departing from the principle of the present invention, several modifications can be made to the present invention, and these improvements and modifications also fall within the protection scope of the claims of the present invention.

[0021] Embodiment 1 As an embodiment, a construction method for a high-efficiency grooving ultra-deep diaphragm wall in a composite interactive water-rich stratum is proposed. As Figure 9 shown, it includes the following steps: Step 1. Reinforcement of the groove wall of the cement mixing pile: Install the prefabricated drainage device 2 and the three-axis mixer. After the cement mixing pile 1 is completed, move the equipment to the next construction position, and repeat the construction steps to complete the reinforcement of the groove wall of the cement mixing pile 1.

[0022] Mark the reinforcement range of the diaphragm wall trench on the construction site with spray paint, and then install the assembled drainage device 2. Mainly, the rectangular steel plate diversion trough 3 made of steel plates is placed at the designated position to be reinforced. The threaded steel pipe 4 with a flange 5 is connected to the flange 5 of the rectangular steel plate diversion trough 3, and then several threaded steel pipes 4 with flanges 5 are connected in sequence to form a whole. Subsequently, the mixing bit of the three-axis mixer is placed directly above the opening of the rectangular steel plate diversion trough 3 and moved downward. After contacting the ground, it starts to work, and the reinforcement depth enters the stratum below the silt layer 6 where the soft soil layer 31 is located by no less than 1.5 m. The replaced cement soil flows into the threaded steel pipe 4 along the rectangular steel plate diversion trough 3 and finally flows into the mud sump for recovery. After the three-axis mixing pile is completed, the threaded steel pipe 4 connected to the rectangular steel plate diversion trough 3 is removed, and the rectangular steel plate diversion trough 3 is horizontally moved to the construction position of the next three-axis mixing pile and connected to the next section of the threaded steel pipe 4. Subsequently, the construction of the three-axis mixing pile is carried out again, and the cement soil is recovered into the mud sump through the rectangular steel plate diversion trough 3 and the threaded steel pipe 4.

[0023] Step 2: Embedment of steel pipe piles for the diaphragm wall foundation: Insert the micro steel pipe piles 14 into the cement mixing piles 1. After the cement mixing piles 1 solidify, excavate the trench of the diaphragm wall 7, and then tie the diaphragm wall steel bars 13 to the tops of the micro steel pipe piles 14.

[0024] Before the cement mixing piles 1 solidify, insert the micro steel pipe piles 14 into the cement mixing piles 1. After the cement mixing piles 1 solidify, adopt a combination of manual and mechanical methods to excavate the trench of the diaphragm wall 7, then remove the protective caps on the micro steel pipe piles 14 to expose the anchoring structure 9. Subsequently, tie the diaphragm wall steel bars 13, and at the same time connect the anchoring steel bars 15 on the anchoring structure 9 to the diaphragm wall steel bars 13.

[0025] Step 3: Installation of the new formwork system for the diaphragm wall: Install the steel plate trough 10 to the bottom of the trench, and install the embedded bolts 8 on the two sides of the diaphragm wall steel bars 13.

[0026] Lift the prefabricated steel plate trough 10 to directly above the trench and slowly lower it to the bottom of the trench. Then place the steel pipes 12 one by one from bottom to top on the supporting troughs 11 on both sides of the steel plate trough 10. At the same time, install the embedded bolts 8 on the two sides of the diaphragm wall steel bars 13 and set protective sleeves on the embedded bolts 8. Subsequently, pour the concrete 17.

[0027] Step 4: Groove formation by grab bucket in the soft soil layer: When excavating to the silty sand layer, install the open steel box 18 at the groove opening; the fixed rod 21 is fixed on the side wall of the open steel box 18.

[0028] For the upper soft soil layer 31, a hydraulic grab trencher is used to dig the trench. When reaching the deep silty sand layer, which is in a confined aquifer, an open steel box 18 is installed at the trench opening. First, the precast convex groove 23 is installed on the embedded bolt 8 near the trench opening. Then, the open steel box 18 is lifted by a crane and suspended directly above the trench opening. It is slowly lowered until the groove 25 on the open steel box 18 is embedded in the precast convex groove 23. Then, one end of the fixing rod 21 is connected to the embedded bolt 8, and the other end is installed with the fixing block 19 on the open steel box 18. During the trench digging process, the liquid level of the slurry 28 in the trench is kept not less than 0.2 m above the top surface of the guide wall 7.

[0029] Step Five, grouting in the karst cave by drilling: After drilling to the bottom of the karst cave 29, grout is injected into the karst cave 29 and the surrounding fissures.

[0030] After excavating the upper silt layer 6 and sand layer in the trench section, hard rock excavation and trenching construction are carried out. Before construction, first drill to the bottom of the karst cave 29, then insert the grouting pipe 33 into the hole to the bottom, and then carry out grouting. The karst cave 29 and the surrounding fissures are filled with the grout 32.

[0031] Step Six, rotary drilling to break rock and backfill the karst cave: After lifting the steel casing 37, rotary drill the hard rock layer 30 and backfill the karst cave.

[0032] Install the steel support 35 above the guide wall 7 and fix it with the embedded bolt 8. Pass the steel wire rope 39 on the winch 34 around the drum 36 on the steel support 35, and then tie it to the lifting lug II 38 of the steel casing 37. Start the winch 34 to lift the steel casing 37. First, use a rotary drilling rig to rotary drill the hard rock layer 30, and the steel casing 37 follows. When reaching the top of the karst cave 29 filled with the grout 32, remove the rotary drill. Vertically place the conduit 41 into the steel casing to the bottom of the steel casing, and pour plain concrete 17. The pouring height is 1 m higher than the karst cave 29. After solidification, the rotary drill continues to rotary drill downward to the specified depth.

[0033] Step Seven, milling the trench with a double-wheel milling machine: Use a double-wheel milling machine to mill the lower hard rock.

[0034] After the rotary drill drills holes at equal intervals, use a double-wheel milling machine to mill the lower hard rock. Place the milling wheel of the double-wheel milling machine in the guide wall 7, then fix the guide frame, and then carry out milling.

[0035] Embodiment Two As another embodiment, this Embodiment Two is proposed based on Embodiment One, and a high-efficiency trenching ultra-deep diaphragm wall in a composite interactive water-rich stratum obtained by a construction method of a high-efficiency trenching ultra-deep diaphragm wall in a composite interactive water-rich stratum.

[0036] Such as Figure 1As shown in the figure, the prefabricated drainage device 2 includes a rectangular steel plate drainage trough 3 and a threaded steel pipe 4; the prefabricated drainage device 2 is placed on the top of the silt layer 6 where the soft soil layer 31 is located; both the upper and lower sides of the rectangular steel plate drainage trough 3 are open rectangular grooves, and the side walls are provided with holes and flange plates 5 are installed; above the rectangular groove of the rectangular steel plate drainage trough 3, there is a three-axis mixer, and a cement mixing pile 1 is formed at the bottom; both ends of the threaded steel pipe 4 are installed with flange plates 5, and the threaded steel pipe 4 is connected to the side wall of the rectangular steel plate drainage trough 3 through the flange plate 5; adjacent threaded steel pipes 4 are connected through the flange plate 5, and the ends of the connected threaded steel pipes 4 are placed at the mouth of the slag pond.

[0037] As Figure 2 and Figure 3 As shown in the figure, an anchoring structure 9 is provided at the top of the micro steel pipe pile 14. The anchoring structure 9 includes concrete 17. At the top of the micro steel pipe pile 14, a limiting circular steel plate 16 is welded, and at the top of the limiting circular steel plate 16, anchoring steel bars 15 are welded. The concrete 17 fills the anchoring structure 9 to be flush with the top of the micro steel pipe pile 14; the steel plate groove 10 is installed in the groove of the guide wall 7 and fits against the inner wall of the groove; on the inner side wall of the steel plate groove 10, supporting grooves 11 are symmetrically welded. The supporting grooves 11 are semi-circular with the opening facing upwards; a steel pipe 12 is clamped on the supporting grooves 11.

[0038] As Figure 4 and Figure 5 As shown in the figure, a precast convex groove 23 is provided at the top of the embedded bolt 8 near the slot opening; in step four, the open steel box 18 is in a T shape, and grooves 25 are provided at the right-angle bottoms of the two side wings. A fixing block 19 is welded on the side, and a screw rod 20 is provided on the side wall of the fixing block 19; a lifting lug Ⅰ 24 is provided at the top of the open steel box 18. The open steel box 18 is placed at the slot opening, and the groove 25 fits on the precast convex groove 23; the fixing rod 21 is made of a solid rod, with a bolt hole at one end and bent at 90° at the other end and provided with a screw rod 20 hole; one end of the fixing rod 21 is connected to the screw rod 20 on the side wall of the fixing block 19 through the screw rod 20 hole, and the other end is connected to the embedded bolt 8 through the bolt hole; the precast convex groove 23 includes a concrete semi-circular groove 27 and a silica gel strip 26. An internal threaded hole is provided at the bottom of the concrete semi-circular groove 27, and a silica gel strip 26 is installed at the top; the thread of the internal threaded hole fits with the thread of the embedded bolt 8.

[0039] As Figure 6 As shown in the figure, a grouting pipe 33 penetrates through the groove of the guide wall 7, and the grouting pipe 33 sequentially penetrates through the soft soil layer 31 and the hard rock layer 30 and is inserted into the bottom of the karst cave 29 at the bottom of the hard rock layer 30; slurry 32 is injected into the grouting pipe 33, and the slurry 32 fills the karst cave 29 and the surrounding fissures.

[0040] As Figure 7As shown in the figure, steel casing hoisting and positioning devices 40 are provided at the tops of both sides of the guide wall 7, and winches 34 are installed on the ground on both sides of the steel casing hoisting and positioning devices 40; the steel casing hoisting and positioning devices 40 include steel brackets 35; rollers 36 are provided at the tops of the steel brackets 35, and internally threaded holes are provided at the bottoms to connect the embedded bolts 8. The steel casing hoisting and positioning devices 40 are fixed to the top of the guide wall 7 through the steel brackets 35; lifting lugs II 38 are provided on both sides of the top of the steel casing 37, a steel wire rope 39 is provided inside the winch 34, and the steel wire rope 39 bypasses the roller 36 and is tied to the lifting lugs II 38.

[0041] Combined with Figure 7 and Figure 8 As shown in the figure, the steel casing 37 is inserted into the top of the karst cave 29, a conduit 41 penetrates through the steel casing 37, and the bottom of the conduit 41 is inserted into the top of the karst cave 29; plain concrete 17 is injected into the conduit 41, and the plain concrete 17 is saturated and injected into the karst cave; the double-wheel milling wheel is placed in the guide wall 7.

[0042] It should be noted that the parts that are the same or similar to those in the first embodiment in this embodiment can be referred to each other and will not be described in detail in this application.

[0043] In this specification, the various embodiments are described in a progressive manner. Each embodiment focuses on the differences from other embodiments, and the same or similar parts between the various embodiments can be referred to each other.

Claims

1. A construction method for an ultra-deep underground continuous wall with high efficiency trenching in a composite alternating water-rich stratum, characterized in that: The following steps are involved: Step 1: Install the assembled drainage device and the three-axis mixer. After the cement mixing pile is completed, move the equipment to the next construction location and repeat the construction steps to complete the reinforcement of the cement mixing pile groove wall; Step 2: insert the micro steel pipe pile into the cement mixing pile, dig the guide wall groove after the cement mixing pile solidifies, and then tie the guide wall steel bar to the top of the micro steel pipe pile; Step 3: Install the steel plate trough to the bottom of the groove, and install embedded bolts on the guide wall steel bars on both sides; Step 4: When digging to the silt sand layer, install the open steel box at the slot; fix the side wall of the open steel box with a fixing rod; after drilling to the bottom of the cave, grouting is injected into the cave and surrounding fissures; after lifting the steel casing, rotary excavate the hard rock layer and backfill the cave, and finally use a double-wheel milling machine to mill the lower hard rock.

2. The construction method of the composite alternating water-rich stratum efficient trenching ultra-deep underground continuous wall according to claim 1 is characterized in that: In step one, the assembled drainage device includes a rectangular steel plate guide trough and a threaded steel pipe; the assembled drainage device is placed on the top of the silt layer where the soft soil layer is located; the upper and lower sides of the rectangular steel plate guide trough are both open rectangular troughs, the side walls are provided with holes and flanges are installed; a three-axis mixer is provided above the rectangular trough of the rectangular steel plate guide trough, and a cement mixing pile is formed at the bottom; flanges are installed at both ends of the threaded steel pipe, and the threaded steel pipe is connected to the side wall of the rectangular steel plate guide trough through the flange; adjacent threaded steel pipes are connected through flanges, and the ends of the connected threaded steel pipes are placed at the mouth of the sludge pool.

3. The construction method of the composite alternating water-rich stratum efficient trenching ultra-deep underground continuous wall according to claim 1 is characterized in that: In step 2, an anchoring structure is provided on the top of the micro steel pipe pile, the anchoring structure includes concrete, a limiting circular steel plate is welded on the top of the micro steel pipe pile, an anchoring steel bar is welded on the top of the limiting circular steel plate, and the concrete fills the anchoring structure until it is flush with the top of the micro steel pipe pile.

4. The construction method of the composite alternating water-rich stratum efficient trenching ultra-deep underground continuous wall according to claim 1 is characterized in that: In step three, the steel plate groove is installed in the groove of the guide wall and fits against the inner wall of the groove; brackets are symmetrically welded on the inner wall of the steel plate groove, the brackets are semicircular and the openings face upwards; and a steel pipe is clamped on the brackets.

5. The construction method of the composite alternating water-rich stratum efficient trenching ultra-deep underground continuous wall according to claim 1 is characterized in that: A prefabricated convex groove is provided on the top of the embedded bolt near the notch; in step 4, the open steel box is T-shaped, and grooves are provided at the right-angled bottom of the two side wing plates, fixed blocks are welded on the sides, and screws are provided on the side walls of the fixed blocks; a lifting ear I is provided on the top of the open steel box, and the open steel box is placed at the notch, and the groove fits on the embedded convex groove; the fixing rod is made of a solid rod, one end of which is provided with a bolt hole, and the other end is bent into 90° and provided with a screw hole; one end of the fixing rod is connected to the screw on the side wall of the fixing block through the screw hole, and the other end is connected to the embedded bolt through the bolt hole.

6. The construction method of the composite alternating water-rich stratum efficient trenching ultra-deep underground continuous wall according to claim 1 is characterized in that: The prefabricated convex groove in step 4 includes a concrete semicircular groove and a silicone strip. An internal thread hole is provided at the bottom of the concrete semicircular groove, and a silicone strip is installed at the top; the thread of the internal thread hole matches the thread of the embedded bolt.

7. The construction method of the highly efficient trenching ultra-deep underground continuous wall in composite alternating water-rich strata according to claim 1 is characterized in that: In step 4, a grouting pipe is passed through the guide wall groove, and the grouting pipe passes through the soft soil layer and the hard rock layer in sequence and is inserted into the bottom of the cave at the bottom of the hard rock layer; the grouting pipe is filled with slurry, and the slurry is filled in the cave and surrounding cracks.

8. The construction method of the highly efficient trenching ultra-deep underground continuous wall in composite alternating water-rich strata according to claim 1 is characterized in that: In step 4, steel casing hanging and positioning devices are provided on the top of both sides of the guide wall, and winches are installed on the ground on both sides of the steel casing hanging and positioning devices; the steel casing hanging and positioning devices include a steel bracket; a roller is provided on the top of the steel bracket, and internal threaded holes are provided on the bottom to connect embedded bolts, and the steel casing hanging and positioning devices are fixed to the top of the guide wall through the steel bracket; lifting ears II are provided on both sides of the top of the steel casing, and a steel wire rope is provided in the winch, and the steel wire rope is passed around the roller and tied to the lifting ear II.

9. The construction method of the highly efficient trenching ultra-deep underground continuous wall in composite alternating water-rich strata according to claim 1 is characterized in that: In step 4, the steel casing is inserted at the top of the cave, a conduit runs through the steel casing, and the bottom of the conduit is inserted at the top of the cave; the conduit is filled with plain concrete, and the plain concrete is saturated and injected into the cave; the double-wheel milling wheel is placed in the guide wall.

10. An ultra-deep underground continuous wall with high efficiency trenching in composite alternating water-rich strata, characterized in that: The method is constructed by using the highly efficient trenching and ultra-deep underground continuous wall construction method for composite alternating water-rich strata as described in any one of claims 1 to 9.

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