An ultra-deep vertical shaft and construction method for water conservancy engineering tunnels and pipe jacking

Abstract

This invention discloses an ultra-deep vertical shaft for water conservancy engineering tunnels and pipe jacking, and its construction method, belonging to the field of water conservancy engineering technology. It includes interlocking waterproof support piles, which support the shaft walls, with the lower ends extending below the bottom of the shaft and embedded in the bottom rock; a base plate supporting the bottom of the shaft, with several anti-buoyancy anchors installed in the base plate, the lower ends of which are vertically anchored into the bottom rock; a bottom beam support cast around the top perimeter of the base plate, closely attached to the inner wall of the interlocking waterproof support piles, with several downward-sloping anti-buoyancy anchors anchored into the bottom beam support, the lower ends of which are anchored into the rock; and a water-blocking curtain installed around the interlocking waterproof support piles. The interlocking waterproof support piles, water-blocking curtain, base plate, and bottom beam support form a stable anti-buoyancy structural system, improving the anti-buoyancy and waterproofing capabilities of the ultra-deep vertical shaft; and solving the problems of the narrow space in ultra-deep vertical shafts, where large excavators cannot be lowered for excavation and small excavators cannot dig.

Description

Technical Field

[0001] This invention relates to the field of water conservancy engineering technology, and in particular to an ultra-deep vertical shaft and construction method for water conservancy engineering tunnels and pipe jacking. Background Technology

[0002] In karst regions with complex geological conditions and well-developed karst caves and cavities, the vertical shafts for constructing water conservancy engineering tunnels and pipe jacking projects in hard rock strata are crucial structures for the vertical hoisting and transportation of construction machinery, engineering materials, and excavated soil. These shafts serve as the vertical transportation channels throughout the construction process and also as the operation and maintenance channels after project completion. However, the vertical shafts for water conservancy engineering tunnels and pipe jacking projects are often ultra-deep, presenting the following challenges:

[0003] (1) For ultra-deep vertical shafts of water conservancy engineering tunnels and pipe jacking, due to the small excavation area in hard rock strata, large excavators cannot swing their arms or turn around to excavate, and small excavators cannot dig and have too low efficiency. Blasting excavation affects the safety of houses and buildings of the surrounding people.

[0004] (2) Ultra-deep shafts for water conservancy engineering tunnels and pipe jacking are often constructed and operated below the groundwater level. Therefore, anti-buoyancy and waterproofing of ultra-deep shafts is another major challenge.

[0005] Therefore, a method for constructing ultra-deep vertical shafts and pipe jacking in water conservancy projects is proposed. Summary of the Invention

[0006] The purpose of this invention is to provide an ultra-deep vertical shaft and construction method for water conservancy engineering tunnels and pipe jacking, aiming to solve or improve the above-mentioned technical problems.

[0007] To achieve the above objectives, the present invention provides the following solution: The present invention provides an ultra-deep vertical shaft for a water conservancy engineering tunnel and pipe jacking, comprising:

[0008] Interlocking waterproof support piles are used to support the walls of the shaft. The lower ends of the interlocking waterproof support piles extend below the bottom of the shaft and are embedded in the bottom rock.

[0009] The bottom plate is supported at the bottom of the vertical shaft. Several bottom plate anti-buoyancy anchors are installed in the bottom plate, and the lower ends of the bottom plate anti-buoyancy anchors are vertically anchored into the bottom rock at the bottom of the shaft.

[0010] The bottom beam support is cast around the top of the bottom slab and is tightly attached to the inner wall of the interlocking waterproof support pile. Several anti-buoyancy anchor rods are anchored into the bottom beam support and are inclined downward. The lower end of the anti-buoyancy anchor rods is anchored into the rock.

[0011] A water-blocking curtain is installed around the interlocking waterproof support piles.

[0012] Optionally, the interlocking waterproof support piles include a number of plain concrete piles and reinforced concrete piles arranged in an interlocking manner; the lower ends of the plain concrete piles and the reinforced concrete piles extend below the bottom of the shaft and are embedded in the bottom rock; a tunnel and a jacking pipe are excavated on one side of the shaft, and a number of the plain concrete piles and the reinforced concrete piles corresponding to the opening of the tunnel and the jacking pipe are cut off to form the tunnel opening.

[0013] Optionally, the bottom beam support is closely attached to the inner wall of several plain concrete piles and several reinforced concrete piles, and the longitudinal steel bars in the reinforced concrete piles that are cut off and located below the tunnel and pipe jacking opening are bent downward and anchored into the bottom beam support.

[0014] Optionally, a number of waist beams are also provided, which are arranged from top to bottom in the shaft. The waist beams are horizontally connected to a number of plain concrete piles and a number of reinforced concrete piles. A number of rebars are anchored into the waist beams, which horizontally penetrate the plain concrete piles and are anchored into the rock wall of the shaft.

[0015] Optionally, the wainscoting is a reinforced concrete structure, and the steel reinforcement in the wainscoting consists of several longitudinal bars and several transverse connecting bars. The transverse connecting bars in the wainscoting are welded or sleeved to the pre-embedded transverse bars in the reinforced concrete pile.

[0016] Optionally, the anti-buoyancy anchor rod of the support penetrates through the plain concrete pile; the bottom beam support is a reinforced concrete structure, and the reinforcing bars in the bottom beam support are composed of several longitudinal bars and several transverse connecting bars, and the transverse connecting bars in the bottom beam support are welded or sleeved to the pre-embedded transverse reinforcing bars in the reinforced concrete pile.

[0017] Optionally, the water-blocking curtain includes a plurality of peripheral curtain grouting holes set around the perimeter of the shaft wall. Cement grout is injected into the peripheral curtain grouting holes, and the plurality of peripheral curtain grouting holes form a closed curtain grouting around the perimeter of the shaft. The bottom of the peripheral curtain grouting holes extends below the bottom of the shaft.

[0018] Optionally, the bottom of the shaft is provided with several bottom plate curtain grouting holes, and cement grout is injected into the bottom plate curtain grouting holes, which penetrate the bottom plate.

[0019] A construction method for ultra-deep vertical shafts in water conservancy engineering tunnels and pipe jacking is also provided, including:

[0020] Construction of interlocking waterproof support piles: According to the pre-set shaft wall pile holes, first drill several plain concrete pile holes and pour concrete into the plain concrete pile holes; then drill several reinforced concrete pile holes, which are located between two adjacent plain concrete pile holes and interlock with the plain concrete pile holes. The steel cage is hoisted and lowered into the reinforced concrete pile holes, and concrete is poured into the reinforced concrete pile holes to form interlocking waterproof support piles.

[0021] Shaft excavation: The rock inside the interlocking waterproof support piles is excavated to form a shaft. During excavation, a rotary drilling rig is used first. The body of the rotary drilling rig is located outside the interlocking waterproof support piles on the ground. The boom and rotary drilling structure extend into the interlocking waterproof support piles. The Z-shaped and backward excavation method is used to excavate several holes in sequence and remove the slag. Then, a small excavator is used to excavate the remaining loose rock in the shaft and remove the slag.

[0022] Install the base plate and bottom beam supports;

[0023] Water-blocking curtain construction.

[0024] The present invention discloses the following technical effects:

[0025] (1) Interlocking waterproof support piles have high rigidity, high bearing capacity and strong anti-buoyancy ability; the use of interlocking waterproof support piles avoids the personnel safety problem caused by water inrush during underground construction due to the reverse construction method of reinforced concrete wall support.

[0026] (2) The interlocking waterproof support piles, bottom plate and bottom beam support form a stable connection, which together constitutes the waterproof structure of the shaft. It can effectively prevent groundwater from entering the shaft. The waterproof effect is good during the construction and operation period, and improves the waterproof effect of ultra-deep shafts.

[0027] (3) The bottom of the interlocking waterproof support pile extends below the bottom of the shaft and is embedded in the bottom rock. The anti-buoyancy anchor rod of the bottom plate is vertically anchored into the bottom rock of the shaft. At the same time, the anti-buoyancy anchor rod of the bottom beam support is inclined downward and anchored into the rock. Thus, the interlocking waterproof support pile, water-blocking curtain, bottom plate and bottom beam support in this application form a stable anti-buoyancy structure system, which improves the anti-buoyancy effect of the bottom plate of the ultra-deep shaft.

[0028] (4) When excavating the shaft, the rotary drilling rig is used to excavate the shaft in a Z-shape and backward manner, which improves the efficiency of excavating ultra-deep shafts, saves a lot of construction time, and solves the problems of excavating shafts in hard rock strata, where the excavation area is small, large excavators cannot swing their arms or turn around to excavate, and small excavators cannot dig and have too low efficiency. It also avoids the problem of blasting excavation affecting the safety of the surrounding people's houses and buildings. Attached Figure Description

[0029] The accompanying drawings, which form part of this application, are used to provide a further understanding of this application. The illustrative embodiments and descriptions of this application are used to explain this application and do not constitute an undue limitation of this application. In the drawings:

[0030] Figure 1 This is the front view of the present invention;

[0031] Figure 2 This is a top view of the present invention;

[0032] Figure 3 This is a schematic diagram of the connection of the waist beam in this invention;

[0033] Figure 4 This is a schematic diagram of the connection of the bottom beam support in this invention.

[0034] In the diagram: 1. Plain concrete pile; 2. Reinforced concrete pile; 3. Shaft; 4. Tunnel and pipe jacking; 5. Rebar installation; 6. Base slab; 7. Base slab anti-buoyancy anchor; 8. Base beam support; 9. Support anti-buoyancy anchor; 10. Waist beam; 11. External curtain grouting hole; 12. Base slab curtain grouting hole. Detailed Implementation

[0035] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0036] To make the above-mentioned objects, features and advantages of the present invention more apparent and understandable, the present invention will be further described in detail below with reference to the accompanying drawings and specific embodiments.

[0037] Reference Figures 1-4 This invention provides an ultra-deep vertical shaft for water conservancy engineering tunnels and pipe jacking, and a construction method thereof, comprising:

[0038] Interlocking waterproof support piles are used to support the walls of shaft 3. The lower ends of the interlocking waterproof support piles extend below the bottom of shaft 3 and are embedded in the bottom rock.

[0039] The bottom plate 6 is supported at the bottom of the vertical shaft 3. Several bottom plate anti-buoyancy anchors 7 are installed in the bottom plate 6. The lower end of the bottom plate anti-buoyancy anchor 7 is vertically anchored into the bottom rock of the shaft for not less than 3m.

[0040] The bottom beam support 8 is cast around the top of the bottom slab 6 and closely adheres to the inner wall of the interlocking waterproof support pile. Several anti-buoyancy anchor rods 9 are anchored into the bottom beam support 8 at an angle downwards, and the lower end of the anti-buoyancy anchor rods 9 is anchored into the rock.

[0041] A water-blocking curtain is installed around the interlocking waterproof support piles.

[0042] The interlocking waterproof support pile of this application has high rigidity and high bearing capacity; the interlocking waterproof support pile, the bottom plate 6 and the bottom beam support 8 form a stable connection structure, which improves the structural stability.

[0043] In this application, the interlocking waterproof support pile extends to the bottom of the shaft 3 and is embedded in the bottom rock. The anti-buoyancy anchor 7 of the bottom plate 6 is vertically anchored into the bottom rock of the shaft. At the same time, the anti-buoyancy anchor 9 of the bottom beam support 8 is inclined downward and anchored into the rock. Thus, the interlocking waterproof support pile, the bottom plate 6 and the bottom beam support 8 in this application form a stable anti-buoyancy structural system, which improves the anti-buoyancy effect of the bottom plate of the deep shaft.

[0044] In some alternative embodiments, the interlocking waterproof support piles include a number of plain concrete piles 1 and reinforced concrete piles 2 arranged in an interlocking manner; the lower ends of the plain concrete piles 1 and reinforced concrete piles 2 extend below the bottom of the shaft 3 and are embedded in the bottom rock; a tunnel and a jacking pipe 4 are excavated on one side of the shaft 3, and a number of plain concrete piles 1 and a number of reinforced concrete piles 2 corresponding to the opening of the tunnel and the jacking pipe 4 are cut off to form the tunnel opening.

[0045] In some alternative embodiments, the bottom beam support 8 is closely attached to the inner wall of several plain concrete piles 1 and several reinforced concrete piles 2, and the longitudinal steel bars in the reinforced concrete piles 2 that are cut off and located below the tunnel and jacking pipe 4 opening are bent downward and anchored into the bottom beam support 8.

[0046] The diameters of the plain concrete piles 1 and reinforced concrete piles 2 range from φ800mm to φ1500mm, depending on geological conditions, shaft depth, and anti-buoyancy water level. The concrete strength of the interlocking waterproof support piles is C30 to C40, and the seepage prevention grade is P8. Plain concrete piles 1 are constructed first, followed by reinforced concrete piles 2, serving as lateral support and waterproofing structures. The concrete strength and seepage prevention grade of the base slab 6 are the same as those of the interlocking waterproof support piles, and it is located at the bottom. The thickness of the base slab 6 is determined according to the anti-buoyancy water level design. The anti-buoyancy anchors 7 of the base slab are made of hot-rolled ribbed steel bars. The upper section is anchored into the concrete base slab 6 to meet the anchorage length requirements, and the lower section is anchored into the rock. The diameter and anchorage length of the anti-buoyancy anchors 7 are determined by calculation and pull-out tests. The shaft base slab 6 and the interlocking waterproof support piles together form the first layer of waterproofing. This effectively prevents groundwater from entering the shaft, providing good waterproofing during construction and operation, and improving the waterproofing effect of ultra-deep shafts.

[0047] Bottom beam supports 8 are installed along the perimeter of the bottom slab 6 at the tunnel and pipe jacking 4 portals. The anti-buoyancy anchor rods 9 are made of hot-rolled ribbed steel bars with a diameter of φ25mm, arranged at a downward 45-degree angle. The upper section is anchored into the concrete bottom slab 6 and bottom beam supports 8 to meet the anchorage length requirements, and the lower section is anchored into the rock for a length of 5m. The bottom beam supports 8 and the anti-buoyancy anchor rods 9 provide upward reverse support to the bottom slab 6, improving the anti-buoyancy effect of the bottom slab 6.

[0048] During the construction of the interlocking waterproof support piles, after all the holes for plain concrete pile 1 are excavated and concrete is poured, the holes for reinforced concrete pile 2 are then excavated. Since the holes for reinforced concrete pile 2 and plain concrete pile 1 have interlocking parts, it is necessary to remove the interlocking parts of plain concrete pile 1. Then, a steel cage is placed in the hole for reinforced concrete pile 2 and concrete is poured to form reinforced concrete pile 2. The reinforced concrete pile 2 increases the structural strength of the lateral support, and the plain concrete pile 1 achieves an effective connection between two adjacent reinforced concrete piles 2.

[0049] In some alternative embodiments, a number of waist beams 10 are also provided, which are arranged from top to bottom in the vertical shaft 3. The waist beams 10 are horizontally connected to a number of plain concrete piles 1 and a number of reinforced concrete piles 2. A number of rebars 5 are anchored into the waist beams 10, which horizontally penetrate the plain concrete piles 1 and are anchored into the rock wall of the vertical shaft 3.

[0050] A capping beam is installed on the top inner side of the interlocking waterproof support pile. The structure and connection of the capping beam are the same as those of the waist beam 10. The concrete strength of the waist beam 10 is the same as that of the interlocking waterproof support pile. It is arranged inside the interlocking waterproof support pile, with one waist beam approximately every 5m from top to bottom. The waist beam 10 is a closed frame structure, thus connecting with each plain concrete pile 1 and reinforced concrete pile 2 in the interlocking waterproof support pile. The capping beam and waist beam 10 serve as internal supports and enhance the structural rigidity, forming a closed rectangular or circular interlocking support system with the interlocking waterproof support pile. The cross-sectional dimensions and concrete strength of the bottom beam support 8 are the same as those of the waist beam 10.

[0051] In this application, the plain concrete pile 1 and reinforced concrete pile 2 extend to below the bottom of the shaft 3 and are embedded in the bottom rock. The rebar 5 in the transverse connector is horizontally anchored into the shaft wall rock of the shaft 3. The bottom plate anti-buoyancy anchor 7 in the bottom plate 6 is vertically anchored into the bottom rock of the shaft. At the same time, the support anti-buoyancy anchor 9 in the bottom beam support 8 is inclined downward and anchored into the rock. Thus, the interlocking waterproof support piles, the bottom plate 6 and the bottom beam support 8 in this application form a stable anti-buoyancy structural system, which improves the anti-buoyancy effect of the deep shaft bottom plate.

[0052] In some alternative embodiments, the lumbar beam 10 is a reinforced concrete structure, and the steel reinforcement structure in the lumbar beam 10 consists of several longitudinal bars and several transverse connecting bars. The transverse connecting bars in the lumbar beam 10 are welded or sleeved to the pre-embedded transverse bars in the reinforced concrete pile 2.

[0053] In some alternative embodiments, the anti-buoyancy anchor rod 9 penetrates the plain concrete pile 1; the bottom beam support 8 is a reinforced concrete structure, and the steel reinforcement structure in the bottom beam support 8 consists of several longitudinal bars and several transverse connecting bars. The transverse connecting bars in the bottom beam support 8 are welded or sleeved to the pre-embedded transverse bars in the reinforced concrete pile 2.

[0054] In some alternative embodiments, the water-blocking curtain includes a plurality of peripheral curtain grouting holes 11 provided around the perimeter of the shaft 3. Cement grout is injected into the peripheral curtain grouting holes 11, and the plurality of peripheral curtain grouting holes 11 form a closed curtain grouting line that is wrapped around the perimeter of the shaft 3. The bottom of the peripheral curtain grouting holes 11 extends to below the bottom of the shaft 3.

[0055] In some alternative embodiments, the bottom of the shaft 3 is provided with a plurality of bottom plate curtain grouting holes 12, and cement grout is injected into the bottom plate curtain grouting holes 12, which penetrate the bottom plate 6.

[0056] Several outer curtain grouting holes 11 and several bottom slab curtain grouting holes 12 are arranged according to the pattern of sequence 1 hole, sequence 2 hole, sequence 3 hole, sequence 1 hole, sequence 2 hole, and sequence 3 hole respectively. When grouting, sequence 1 hole is grouted first, then sequence 2 hole is grouted, and finally sequence 3 hole is grouted.

[0057] The outer curtain grouting holes 11 and the bottom plate curtain grouting holes 12 have a diameter of 56mm. The outer curtain grouting holes 11 are arranged 1m apart along the outer edge of the interlocking waterproof support piles, forming a closed curtain grouting line. The distance between two adjacent outer curtain grouting holes 11 is 2m, and they are divided into sequence holes 1, 2, and 3. The bottom plate curtain grouting holes 12 are arranged under the bottom plate 6, with a spacing of 3m in both the longitudinal and transverse directions, and are also divided into sequence holes 1, 2, and 3. The grouting hole depth is 5m below the bottom of the interlocking waterproof support piles, and the grouting pressure is determined by testing. The curtain grouting serves as a second layer of waterproofing, blocking groundwater from the outside and bottom of the shaft.

[0058] First, the first sequence hole is grouted. Since there are cracks around the hole, the grouted cement slurry will extend outwards and be injected into the cracks, causing cement slurry to flow into the second sequence hole. Then, when grooving the second sequence hole, the amount of cement slurry injected into the second sequence hole can be reduced.

[0059] A construction method for ultra-deep vertical shafts in water conservancy engineering tunnels and pipe jacking is also provided, including:

[0060] Construction of interlocking waterproof support piles: According to the pre-set shaft wall pile holes, first drill several plain concrete pile holes and pour concrete into the plain concrete pile holes; then drill several reinforced concrete pile holes, which are located between two adjacent plain concrete pile holes and interlock with the plain concrete pile holes. The steel cage is hoisted and lowered into the reinforced concrete pile holes, and concrete is poured into the reinforced concrete pile holes to form interlocking waterproof support piles.

[0061] Shaft 3 excavation: The rock inside the interlocking waterproof support piles is excavated to form shaft 3. During excavation, a rotary drilling rig is used first. The body of the rotary drilling rig is located outside the interlocking waterproof support piles on the ground. The boom and rotary drilling structure extend into the interlocking waterproof support piles. The zigzag and backward excavation method is used to excavate several holes in sequence and remove the slag. Then, a small excavator is used to excavate the remaining loose rock inside shaft 3 and remove the slag. The body of the small excavator enters shaft 3 for excavation.

[0062] Install the base plate 6 and the bottom beam support 8;

[0063] Water-blocking curtain construction.

[0064] Among them, when using rotary drilling rigs for excavation, the following methods are employed: Figure 2 The Z-shaped, backward excavation method, shown in sequence as 1, 2, 3, 4...n, which first uses a rotary drilling rig for excavation and then a small excavator for further excavation, solves the problems of excavating vertical shafts in hard rock strata with small excavation areas, where large excavators cannot swing their arms or turn around for excavation, and small excavators are too inefficient and cannot dig deep enough. It also avoids the safety issues of blasting excavation affecting the houses and buildings of nearby residents. It improves the efficiency of ultra-deep vertical shaft excavation and significantly saves construction time.

[0065] In some alternative embodiments, during the construction of interlocking waterproof support piles.

[0066] The construction method of this application is as follows:

[0067] 1) Drilling plain concrete pile holes and underwater concrete pouring construction inside the holes → Drilling reinforced concrete pile holes, processing and hoisting the reinforcing cage into the holes, and underwater reinforced concrete pouring construction inside the holes, forming the first layer of waterproof support structure system of interlocking waterproof support piles.

[0068] 2) Construction of the top cap beam of the pile → The rotary drilling rig drills the surrounding rock inside the shaft in the order of serial numbers 1, 2, 3, 4......n using a Z-shaped and backward method, while removing slag. The small excavator excavates the remaining surrounding rock inside the shaft and removes slag. At the same time, the waist beam 10 is constructed from top to bottom, and the steel bars are connected and anchored.

[0069] 3) Drilling and grouting anchoring of bottom plate 6 and bottom plate anti-buoyancy anchor 7 → Construction of bottom beam support 8 and support anti-buoyancy anchor 9 → Drilling and grouting of the first sequence hole in outer curtain grouting hole 11 and bottom plate curtain grouting hole 12 → Drilling and grouting of the second sequence hole in outer curtain grouting hole 11 and bottom plate curtain grouting hole 12 → Drilling and grouting of the third sequence hole in outer curtain grouting hole 11 and bottom plate curtain grouting hole 12 to form the second curtain waterproofing system → Drilling, grouting, water pressure test and inspection of grouting inspection hole → Completion of ultra-deep vertical shaft construction.

[0070] In the description of this invention, it should be understood that the terms "longitudinal", "lateral", "up", "down", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings, and are only for the convenience of describing this invention, and are not intended to indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation, and therefore should not be construed as a limitation of this invention.

[0071] The embodiments described above are merely preferred embodiments of the present invention and are not intended to limit the scope of the present invention. Various modifications and improvements made by those skilled in the art to the technical solutions of the present invention without departing from the spirit of the present invention should fall within the protection scope defined by the claims of the present invention.

Claims

1. An ultra-deep vertical shaft for a water conservancy engineering tunnel and pipe jacking, characterized in that, include: Interlocking waterproof support piles are used to support the walls of the shaft (3). The lower ends of the interlocking waterproof support piles extend below the bottom of the shaft (3) and are embedded in the bottom rock. The bottom plate (6) is supported at the bottom of the vertical shaft (3). Several bottom plate anti-buoyancy anchors (7) are provided in the bottom plate (6). The lower end of the bottom plate anti-buoyancy anchors (7) is vertically anchored into the bottom rock at the bottom of the shaft. Bottom beam support (8) is cast around the top of the bottom plate (6) and closely attached to the inner wall of the interlocking waterproof support pile. Several anti-buoyancy anchor rods (9) are anchored on the bottom beam support (8) and are set downwards. The lower end of the anti-buoyancy anchor rods (9) is anchored into the rock. A water-blocking curtain is installed around the interlocking waterproof support piles; The interlocking waterproof support piles include a number of plain concrete piles (1) and reinforced concrete piles (2) arranged in an interlocking manner; the lower ends of the plain concrete piles (1) and the reinforced concrete piles (2) extend below the bottom of the shaft (3) and are embedded in the bottom rock; a tunnel and a jacking pipe (4) are excavated on one side of the shaft (3), and a number of the plain concrete piles (1) and the number of the reinforced concrete piles (2) corresponding to the opening of the tunnel and the jacking pipe (4) are cut off to form the tunnel opening. The anti-buoyancy anchor rod (9) of the support penetrates the plain concrete pile (1); the bottom beam support (8) is a reinforced concrete structure, and the steel structure in the bottom beam support (8) is composed of several longitudinal bars and several transverse connecting bars. The transverse connecting bars in the bottom beam support (8) are welded or sleeved to the pre-embedded transverse bars in the reinforced concrete pile (2). The water-blocking curtain includes several peripheral curtain grouting holes (11) set around the perimeter of the shaft wall (3). Cement grout is injected into the peripheral curtain grouting holes (11). The several peripheral curtain grouting holes (11) form a closed curtain grouting around the shaft (3). The bottom of the peripheral curtain grouting holes (11) extends below the bottom of the shaft (3).

2. The ultra-deep vertical shaft for water conservancy engineering tunnels and pipe jacking as described in claim 1, characterized in that: The bottom beam support (8) is closely attached to the inner wall of several plain concrete piles (1) and several reinforced concrete piles (2). The longitudinal steel bars in the reinforced concrete piles (2) that are cut off and located below the tunnel and jacking pipe (4) opening are bent downward and anchored into the bottom beam support (8).

3. The ultra-deep vertical shaft for water conservancy engineering tunnels and pipe jacking as described in claim 1, characterized in that: Several waist beams (10) are also provided. The waist beams (10) are arranged from top to bottom in the vertical shaft (3). The waist beams (10) are horizontally connected to several plain concrete piles (1) and several reinforced concrete piles (2). Several rebars (5) are anchored on the waist beams (10). The rebars (5) horizontally penetrate the plain concrete piles (1) and are anchored into the rock wall of the vertical shaft (3).

4. The ultra-deep vertical shaft for water conservancy engineering tunnels and pipe jacking as described in claim 3, characterized in that: The waist beam (10) is a reinforced concrete structure. The steel reinforcement structure in the waist beam (10) consists of several longitudinal bars and several transverse connecting bars. The transverse connecting bars in the waist beam (10) are welded or sleeved to the pre-embedded transverse bars in the reinforced concrete pile (2).

5. The ultra-deep vertical shaft for water conservancy engineering tunnels and pipe jacking as described in claim 1, characterized in that: The bottom of the shaft (3) is provided with several bottom plate curtain grouting holes (12), and the bottom plate curtain grouting holes (12) are filled with cement grout and the bottom plate curtain grouting holes (12) penetrate the bottom plate (6).

6. A construction method for an ultra-deep vertical shaft for a water conservancy engineering tunnel and pipe jacking, as described in any one of claims 1-5, characterized in that, include: Construction of interlocking waterproof support piles: According to the pre-set shaft wall pile holes, first drill several plain concrete pile holes and pour concrete into the plain concrete pile holes; then drill several reinforced concrete pile holes, which are located between two adjacent plain concrete pile holes and interlock with the plain concrete pile holes. The steel cage is hoisted and lowered into the reinforced concrete pile holes, and concrete is poured into the reinforced concrete pile holes to form interlocking waterproof support piles. Shaft (3) excavation: The rock inside the interlocking waterproof support pile is excavated to form a shaft (3); During excavation, a rotary drilling rig is used first. The body of the rotary drilling rig is located outside the interlocking waterproof support pile on the ground. The boom and rotary drilling structure extend into the interlocking waterproof support pile. The Z-shaped and backward excavation method is used to excavate. Several holes are excavated in sequence and the slag is removed. Then a small excavator is used to excavate the remaining loose rock in the shaft (3) and remove the slag. Install the base plate (6) and the bottom beam support (8); Water-blocking curtain construction.

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