High-pressure tunnel water-permeable type assembling segment lining structure and prefabricated segment manufacturing method of high-pressure tunnel water-permeable type assembling segment lining structure

Abstract

The invention discloses a high-pressure tunnel water-permeable assembled segment lining structure and a prefabricated segment manufacturing method thereof, and belongs to the technical field of tunnel construction. The lining structure comprises a plurality of prefabricated pipe pieces, permeable geotextile is laid on the longitudinal splicing faces and the outer walls of the prefabricated pipe pieces, and the multiple prefabricated pipe pieces are spliced to form a single lining structure; wherein an inclined first connecting hole and an inclined second connecting hole are formed in the two longitudinal ends of the prefabricated pipe piece respectively, and an inclined third connecting hole and an inclined fourth connecting hole are formed in the two sides of the prefabricated pipe piece in the circumferential direction at intervals. According to the invention, the water-permeable geotextile is attached to the longitudinal splicing surface and the outer wall surface of the prefabricated segment, so that most of water pressure in the segment lining can be conducted to the surrounding rock through the water-permeable geotextile after the prefabricated segment is mounted to the high-pressure tunnel, thereby reducing the water pressure borne by the segment lining. And the prefabricated pipe pieces can be quickly spliced and combined through the multiple obliquely-formed connecting holes, and the construction efficiency is improved.

Description

Technical Field

[0001] This invention relates to a permeable precast segment lining structure for high-pressure tunnels and a method for manufacturing precast segments, belonging to the field of tunnel construction technology. Background Technology

[0002] Pumped storage power stations and conventional diversion power stations often require the construction of long water conveyance tunnels with significant water level differences, hence the term "high-pressure hydraulic tunnels." To reduce the roughness of high-pressure hydraulic tunnels and increase their water conveyance capacity, lining construction is necessary after excavation. Lining can be carried out using either reinforced concrete casting or segment lining. Segment lining, due to its simple structure and the ability to automatically assemble prefabricated segments after TBM excavation, offers advantages such as high automation, safe and rapid construction.

[0003] Current design of segment lining for water conveyance tunnels in my country emphasizes the use of water-stop sealing gaskets at joints to restrict the seepage of internal water. However, this results in a large pressure difference between the inside and outside of the segment lining under high internal pressure, which can easily cause segment cracking, a problem unacceptable in segment lining design. Therefore, current domestic segment lining construction techniques are generally applied to low-pressure or unpressurized water conveyance tunnels. Summary of the Invention

[0004] The technical problem to be solved by the present invention is to provide a permeable assembled segment lining structure for high-pressure tunnels and a method for manufacturing precast segments, which solves the problem that segment lining is difficult to apply in high-pressure hydraulic tunnels in the prior art.

[0005] The technical problem to be solved by the present invention is achieved by the following technical solution: a permeable precast segment lining structure for high-pressure tunnels, comprising several precast segments, wherein permeable geotextile is laid on the longitudinal splicing surface and the outer wall of the precast segments, and multiple precast segments are spliced ​​together to form a single lining structure; wherein, inclined connecting holes one and two are respectively provided at both ends of the longitudinal direction of the precast segments, and inclined connecting holes three and four are provided at intervals on both sides of the circumference of the precast segments.

[0006] By adopting the above technical solution, permeable geotextile is attached to the longitudinal splicing surface and outer wall of the precast tunnel segments. This allows most of the water pressure inside the tunnel segment to be conducted to the surrounding rock through the permeable geotextile after the precast tunnel segments are installed in the high-pressure tunnel, thereby reducing the water pressure borne by the segment lining and decreasing the risk of cracking in the precast tunnel segments. Multiple obliquely arranged connection holes enable rapid splicing and assembly of the precast tunnel segments, improving overall construction efficiency.

[0007] The present invention is further configured such that: the thickness of the permeable geotextile laid on the outer wall surface of the precast segment is 6-10mm, and the thickness of the permeable geotextile laid on the longitudinal splicing surface of the precast segment is 4-6mm.

[0008] By adopting the above technical solution and selecting the most suitable thickness of permeable geotextile based on the on-site construction conditions, the water pressure inside the pipe can be smoothly transmitted to the surrounding rock through the permeable geotextile. Using a slightly thinner geotextile at the longitudinal splicing surface ensures permeability and avoids clogging the splicing seams between the pipe segments due to excessively thick material.

[0009] This application also relates to a method for manufacturing precast segments of a permeable precast segment lining structure for high-pressure tunnels, used for processing and manufacturing the aforementioned precast segments, specifically including the following steps:

[0010] Step 1: Make segment molds according to the segment structure dimensions, pour and cure concrete, demold and continue curing until the standard is met, then carry out subsequent processing to obtain precast segments, completing the initial segment production;

[0011] Step 2: Let the precast segments made in Step 1 stand for three days. Then, put the precast segments into the testing device for testing. Select the precast segments that meet the standards and attach a 6-10mm thick permeable geotextile to the outer wall of the precast segments.

[0012] Step 3: Based on Step 2, continue to attach a 4-6mm thick permeable geotextile to the longitudinal splicing surfaces at both ends of the precast segments;

[0013] Step 4: Cut off the permeable geotextile covering the grouting holes and bolt holes of the precast segments, leaving the bolt holes and grouting holes, to complete the fabrication of the precast segments.

[0014] By adopting the above technical solution, the precast segments are left to stand for three days after demolding and then tested using a testing device. This effectively eliminates unqualified products caused by shrinkage or defects, improving the reliability of the finished product. Attaching permeable geotextile to the precast segments allows water inside the segments to permeate through the geotextile to the surrounding rock after installation, thereby reducing the water pressure inside the segments and lowering the risk of cracking.

[0015] The invention is further configured such that: the detection device includes a bottom base, and the outer ring of the bottom base is provided with a limiting groove with an arc radius equal to that of the precast tube segment, and the precast tube segments to be detected are sequentially snapped into the limiting groove.

[0016] By adopting the above technical solution, the precast segments are initially spliced ​​through the bottom base, thereby checking whether the splice joints between each precast segment are qualified, which can improve the inspection efficiency.

[0017] The present invention is further configured such that: a guide threaded post is provided at the center of the bottom base, a lifting detection plate is threadedly engaged on the guide threaded post, an abutment plate is provided on the outer side of the lifting detection plate, a pressure detection piece is fixed on the abutment plate, a detection rod extending outward from the center of the pressure detection piece is provided, and an abutment plate is provided at the end of the detection rod.

[0018] By adopting the above technical solution, the lifting detection plate is controlled to rise and fall along the axial direction of the threaded column and rotate synchronously, driving the detection rod to rotate. This causes the abutment plate at the end of the detection rod to quickly sweep across the inner wall of the precast segment, thereby quickly detecting whether the inner diameter of the precast segment meets the standard. As the abutment plate continuously rotates and descends along the inner wall of the precast segment, every damaged or protruding area on the inner wall of the precast segment can be accurately detected.

[0019] The present invention is further configured such that: a through hole is provided in the center of the pressure detection plate, and the detection rod passes through the center of the pressure detection plate and is fixed on the abutment plate.

[0020] By adopting the above technical solution, the pressure on the detection rod is measured by a ring-shaped pressure detection plate, ensuring that the force is transmitted evenly.

[0021] The present invention is further configured such that: a buffer spring is sleeved on the detection rod, the abutment plate is slidably disposed at the end of the detection rod, one end of the buffer spring is fixed to the abutment plate, and the other end is fixed to the pressure detection piece.

[0022] By adopting the above technical solution, the pressure on the abutment plate can be stably transmitted to the pressure detection plate through the spring, enabling the pressure detection plate to detect the stress change curve of the entire inner wall of the precast segment, resulting in a more comprehensive detection effect. It can analyze the arc fluctuation of the entire inner wall of the precast segment, ensuring that the inner wall of the precast segment meets the qualification standards.

[0023] The present invention is further configured such that the contact surface of the contact plate is arc-shaped.

[0024] By adopting the above technical solution, the arc-shaped surface of the abutment plate can increase the contact area with the inner wall of the precast segment and improve the uniformity of force distribution on the abutment plate. This makes the rotation and sliding process of the abutment plate on the inner wall of the precast segment smoother and reduces the influence of lateral force on the detection rod.

[0025] The present invention is further configured such that: a guide gear is provided at the bottom of the guide threaded column, a plurality of rotating gears are equidistantly arranged on the outer ring of the guide gear, a rotating rod is provided on the rotating gear, and the rotating rod extends upward and is slidably connected to the lifting detection plate.

[0026] By employing the above technical solution, the rotating gear is driven to rotate, causing it to revolve around the guide gear. This, in turn, drives the lifting detection plate to rotate via the rotating rod, thereby achieving the raising and lowering of the detection plate. The gear-driven mechanism ensures stable movement of the entire lifting detection plate, reducing fluctuations during the detection process.

[0027] The present invention is further configured such that: the rotating rod passes through the rotating gear and extends downward to below the bottom base, and a driver is provided at the end, the driver rotating synchronously with the rotating gear.

[0028] By adopting the above technical solution, the entire drive component adopts a modular design, with each rotating gear having its own driver. Multiple drivers operate synchronously, ensuring both overall driving force and support for different power ratings. This also facilitates the replacement of subsequent components.

[0029] The beneficial effects of this invention are:

[0030] Treating precast tunnel segment lining as a permeable structure allows for water seepage at the joints, reducing the pressure difference between the inside and outside of the lining. This enables its application in high-pressure hydraulic tunnels. By attaching permeable geotextiles of varying thicknesses to the outer walls and longitudinal splicing surfaces of precast segments, precast segments can be used in large high-pressure tunnels, reducing the risk of segment rupture. During segment splicing, permeable gaps are left between the longitudinal splicing surfaces. Permeable geotextiles are then attached to these surfaces, sealing the gaps. This allows water inside the lining to permeate through the geotextiles to the surrounding rock, transferring water pressure from the lining to the surrounding rock and reducing the overall water pressure across the lining structure.

[0031] The testing device enables rapid inspection of precast pipe components, improving inspection efficiency. The inner diameter of precast pipe segments is inspected using a circular rotation method. A contact plate moves along the inner wall of the precast pipe segment, scanning each area of ​​the inner wall to generate a stress curve. Analysis of this stress curve accurately identifies defects on the inner surface of the precast pipe segment, resulting in high inspection efficiency and a wider inspection area. Attached Figure Description

[0032] Figure 1 This is a schematic diagram of the three-dimensional structure of the precast segment of the present invention;

[0033] Figure 2 This is a schematic diagram of the three-dimensional structure of the precast segments after splicing and adhering permeable geotextile according to the present invention;

[0034] Figure 3 For the present invention Figure 2 Enlarged schematic diagram of the structure at point A in the middle;

[0035] Figure 4 This is a schematic diagram of the three-dimensional structure of the precast segment splicing of the present invention;

[0036] Figure 5 This is a schematic diagram of another embodiment of the present invention;

[0037] Figure 6 This is a three-dimensional structural diagram of the detection device of the present invention;

[0038] Figure 7 This is a three-dimensional structural diagram of the prefabricated pipe fittings during inspection according to the present invention;

[0039] Figure 8 This is a three-dimensional structural diagram of the assembled components of the detection device of the present invention.

[0040] In the diagram: 1. Precast segment; 101. Connecting hole one; 102. Connecting hole two; 103. Connecting hole three; 104. Connecting hole four; 105. Grouting hole; 106. Insertion interface; 2. Permeable geotextile; 3. Bottom platform; 301. Limiting groove; 4. Guide threaded column; 5. Lifting detection plate; 6. Abutment plate; 7. Pressure detection plate; 8. Detection rod; 9. Abutment plate; 10. Buffer spring; 11. Guide gear; 12. Rotating gear; 13. Driver; 14. Rotating rod. Detailed Implementation

[0041] To facilitate a clear understanding of the technical means, creative features, objectives, and effects of this invention, the invention will be further described below in conjunction with specific illustrations.

[0042] like Figure 1 and Figure 2 As shown, a permeable prefabricated segment lining structure for high-pressure tunnels includes several prefabricated segments 1. Permeable geotextile 2 is laid on the longitudinal splicing surface and outer wall of each prefabricated segment 1. Multiple prefabricated segments 1 are spliced ​​together to form a single lining structure. In this embodiment, six prefabricated segments 1 are required for a single lining structure. Inclined connecting holes 101 and 102 are respectively provided at both ends of the longitudinal direction of each prefabricated segment 1, and inclined connecting holes 103 and 104 are spaced apart on both sides of the circumference of each prefabricated segment 1. The thickness of the permeable geotextile 2 laid on the outer wall of the prefabricated segment 1 is 6-10 mm, and the thickness of the permeable geotextile 2 laid on the longitudinal splicing surface of the prefabricated segment 1 is 4-6 mm.

[0043] Permeable geotextile 2 is attached to the longitudinal splicing surface and outer wall of precast segment 1. This allows most of the water pressure inside the precast segment 1 to be conducted to the surrounding rock through the permeable geotextile 2 after installation in the high-pressure tunnel, thereby reducing the water pressure on the precast segment and minimizing the risk of cracking. Multiple obliquely arranged connection holes enable rapid splicing and assembly of the precast segment 1, improving overall construction efficiency.

[0044] In this embodiment, the permeable geotextile 2 is attached before the precast segment 1 is assembled. Different thicknesses of permeable geotextile 2 are selected according to different surrounding rock geology so that the water pressure inside the pipe can be smoothly transmitted to the surrounding rock through the permeable geotextile 2.

[0045] Furthermore, a grouting hole 105 is provided on the precast segment 1. An expansion bolt is fixedly inserted into the grouting hole 105. The expansion bolt has a through threaded hole inside and the entire expansion bolt passes through the grouting hole 105.

[0046] Furthermore, such as Figure 1 As shown, one end of the connecting hole 101 extends through to the upper surface of the precast segment 1, and the other end extends downward. An insertion interface 106 is provided on the inner wall of the precast segment 1 at the extended end. The inner wall of the insertion interface 106 is arc-shaped. The connection between the insertion interface 106 and the connecting hole 101 is a plane. This plane is perpendicular to the inclination direction of the connecting hole 101. The bolt is inserted into the connecting hole 101 through the insertion interface 106. After turning the knob, the bolt head fits against the plane.

[0047] Connection hole 2 102 is located on the lower end face of precast segment 1, with one end open and a guide port with a larger diameter is provided at the opening position. Both connection hole 101 and connection hole 2 102 are inclined at the same angle. Expansion bolts are embedded inside both connection hole 101 and connection hole 2 102.

[0048] When installing precast segment 1, if Figure 4 As shown, firstly, the precast segment 1 is fixed in a predetermined position, aligned with another precast segment 1 that has been installed. A bolt is inserted into the insertion port 106 on the other precast segment 1, passing through the connection hole 101 at its upper end, and then into the connection hole 102 on the precast segment 1 being installed. By continuously turning the bolt, it is fully turned into the connection holes 101 and 102 of the two precast segments 1, completing the connection at that point. The same operation is used to insert the connecting bolts into the remaining connection holes 101 and 102, completing the longitudinal connection of the precast pipe components.

[0049] Connection holes 3 103 and 4 104 are spaced apart on the longitudinal mating surface of the precast pipe fitting. One end of connection hole 3 103 extends through the longitudinal mating surface of the precast pipe fitting, and the other end is provided with a plug-in interface 106. Connection hole 4 104 extends from the longitudinal mating surface of the precast pipe fitting toward the interior of the precast pipe fitting.

[0050] like Figure 2 and Figure 3 As shown, the radius line of the arc center position of the precast segment 1 is perpendicular to the axial connection line between connecting hole three 103 and connecting hole four 104. By synchronously setting the drilling directions of connecting hole three 103 and connecting hole four 104, they can form a force-bearing surface with each other when the bolts are inserted, providing a force-bearing point during bolt insertion.

[0051] like Figure 5 As shown, in other embodiments, the number of prefabricated segments 1 required to form a lining structure can also be four or eight.

[0052] This application also relates to a method for manufacturing precast segments of a permeable precast segment lining structure for high-pressure tunnels, used to process and manufacture the aforementioned precast segments 1, specifically including the following steps:

[0053] Step 1: Make the segment mold according to the segment structure dimensions, pour and cure the concrete, demold and continue curing until the standard is met, and then carry out subsequent processing to obtain precast segment 1, completing the initial segment production;

[0054] Step 2: Let the precast segment 1 obtained in Step 1 stand for three days. Put the precast pipe into the testing device for testing after standing. Select the precast segment 1 that meets the standards and attach a 6-10mm thick permeable geotextile 2 to the outer wall of the precast segment 1.

[0055] Step 3: Based on Step 2, continue to attach a 4-6mm thick permeable geotextile 2 to the longitudinal splicing surfaces at both ends of the precast segment 1;

[0056] Step 4: Cut off the permeable geotextile 2 covering the grouting holes 105 and the permeable geotextile 2 covering the bolt holes of the pipe segments, leaving the bolt holes and grouting holes 105, and complete the fabrication of the precast pipe segment 1.

[0057] Through the above steps, a precast segment 1 with sufficient strength is obtained. Each precast segment 1 is placed in a testing device to scan its inner diameter, which can quickly determine the inner diameter fluctuation of each precast segment 1, thereby determining whether there are defects or protrusions on the inner wall surface of the precast segment 1.

[0058] like Figure 6 and Figure 7As shown, the detection device includes a bottom base 3, and the outer ring of the bottom base 3 is provided with a limiting groove 301 with the same arc radius as the precast tube segment 1. The precast tube segment 1 to be detected is sequentially snapped into the limiting groove 301.

[0059] like Figure 8 As shown, a guide threaded post 4 is provided at the center of the bottom base 3. A lifting detection plate 5 is threaded onto the guide threaded post 4. An abutment plate 6 is provided on the outer side of the lifting detection plate 5. A pressure detection piece 7 is fixed on the abutment plate 6. A detection rod 8 extending outward is provided at the center of the pressure detection piece 7. An abutment plate 9 is provided at the end of the detection rod 8. The abutment surface of the abutment plate 9 is arc-shaped. A through hole is opened at the center of the pressure detection piece 7. The detection rod 8 passes through the center of the pressure detection piece 7 and is fixed on the abutment plate 6. A buffer spring 10 is sleeved on the detection rod 8. The abutment plate 9 is slidably disposed at the end of the detection rod 8. One end of the buffer spring 10 is fixed to the abutment plate 9, and the other end is fixed to the pressure detection piece 7.

[0060] A guide gear 11 is provided at the bottom of the guide threaded post 4. A plurality of rotating gears 12 are equidistantly arranged on the outer ring of the guide gear 11. A rotating rod 14 is provided on the rotating gear 12. The rotating rod 14 extends upward and slides in connection with the lifting detection plate 5. The rotating rod 14 passes through the rotating gear 12 and extends downward to below the bottom base 3, where a driver 13 is provided at its end. The driver 13 rotates synchronously with the rotating gear 12.

[0061] In this embodiment, after the precast segment 1 is placed in the limiting groove 301, the insertion interface 106 and grouting hole 105 on the inner wall of the precast segment 1 are pre-sealed. Specifically, a sealing plate can be fixed and sealing filler can be filled to ensure a smooth transition between the point and the inner wall of the precast pipe. The sealing is removed after inspection.

[0062] During the inspection, six precast tunnel segments 1 are sequentially inserted into the limiting grooves 301. Since a gap is reserved between the longitudinal splicing surfaces of the precast tunnel segments 1, after all six segments 1 are inserted into the limiting grooves 301, the gaps between each splicing surface are adjusted to ensure that the widths of the six splicing gaps are equal, thus completing the initial splicing of a single lining structure. Then, the drive 13 controls the rotation of the rotating gear 12, causing it to move in a circular motion around the guide gear 11. The rotating gear 12 drives the lifting detection plate 5 to rotate via the rotating rod 14. Because the lifting detection plate 5 is threadedly engaged with the guide threaded post 4, it slides downwards while rotating, causing the three detection rods 8 connected to it to rotate accordingly. During the rotation of the detection rod 8, since the abutment plate 9 is in contact with the inner wall of the precast segment 1, if there are protrusions on the inner wall of the precast segment 1, when the abutment plate 9 sweeps over them, it will push the abutment plate 9 to slide towards the center, thereby compressing the buffer spring 10. The buffer spring 10 transmits the pressure to the pressure detection plate 7, and the pressure detection plate 7 transmits the detected data to the computer for analysis. The abutment plate 9 continues to rotate and scan until it reaches the bottom of the inner wall of the precast segment 1, completing the entire detection process.

[0063] By scanning the entire surface of the abutment plate 9, the inner wall surface of the precast segment 1 can be quickly and comprehensively inspected. Every time the abutment plate 9 scans a defect, the data detected by the pressure detection plate 7 fluctuates once. By combining these data, a set of stress change curves can be obtained. The peak and trough of the fluctuation curves represent the points on the precast segment 1 with the largest protrusion and the largest gap, respectively.

[0064] The aforementioned testing device not only enables the testing of multiple precast segments at once, but also significantly improves testing efficiency, effectively saving the testing time for the entire precast segment and reducing testing costs.

[0065] The foregoing has shown and described the basic principles, main features, and advantages of the present invention. Those skilled in the art should understand that the present invention is not limited to the above embodiments, and various changes and modifications can be made without departing from the spirit and scope of the invention, all of which fall within the scope of protection claimed by the present invention. The scope of protection of the present invention is defined by the appended claims and their equivalents.

Claims

1. A permeable precast segment lining structure for high-pressure tunnels, characterized in that, It includes several precast pipe segments (1), and the longitudinal splicing surface and outer wall of the precast pipe segments (1) are covered with permeable geotextile (2). Multiple precast pipe segments (1) are spliced ​​together to form a single lining structure. The precast tube segment (1) has inclined connecting holes 1 (101) and 2 (102) at its two longitudinal ends, and inclined connecting holes 3 (103) and 4 (104) are provided at intervals on both sides of the circumference of the precast tube segment (1).

2. The high-pressure tunnel permeable precast segment lining structure according to claim 1, characterized in that: The thickness of the permeable geotextile (2) laid on the outer wall of the precast segment (1) is 6-10mm, and the thickness of the permeable geotextile (2) laid on the longitudinal splicing surface of the precast segment (1) is 4-6mm.

3. A method for manufacturing precast segments of a permeable precast segment lining structure for high-pressure tunnels, specifically applied to the segment lining structure described in claim 2, characterized in that... include: Step 1: Make a segment mold according to the segment structure size, pour and cure concrete, demold and continue curing until the standard is met, and then carry out subsequent processing to obtain precast segments (1), and complete the initial production of segments; Step 2: Let the precast pipe segment (1) obtained in Step 1 stand for three days. Put the precast pipe segment after standing into the testing device for testing. Screen the precast pipe segments (1) that meet the standards. Then, attach a permeable geotextile (2) with a thickness of 6-10mm to the outer wall of the precast pipe segment (1). Step 3: Based on Step 2, continue to paste a 4-6mm thick permeable geotextile (2) on the longitudinal splicing surfaces at both ends of the precast segment (1); Step 4: Cut off the permeable geotextile (2) covering the grouting holes (105) and the permeable geotextile (2) covering the bolt holes of the segments, leaving the bolt holes and grouting holes (105) to complete the fabrication of the precast segments (1).

4. The method for manufacturing precast segments of a permeable assembled segment lining structure for high-pressure tunnels according to claim 3, characterized in that, The detection device includes a bottom base (3), and the outer ring of the bottom base (3) is provided with a limiting groove (301) with the same arc radius as the precast tube segment (1). The precast tube segment (1) to be detected is sequentially snapped into the limiting groove (301).

5. The method for manufacturing precast segments of a permeable assembled segment lining structure for high-pressure tunnels according to claim 4, characterized in that: The bottom base (3) is provided with a guide threaded post (4) at its center. A lifting detection plate (5) is threaded onto the guide threaded post (4). An abutment plate (6) is provided on the outer side of the lifting detection plate (5). A pressure detection plate (7) is fixed on the abutment plate (6). A detection rod (8) extending outward is provided at the center of the pressure detection plate (7). An abutment plate (9) is provided at the end of the detection rod (8).

6. The method for manufacturing precast segments of a permeable assembled segment lining structure for high-pressure tunnels according to claim 5, characterized in that: The pressure detection plate (7) has a through hole in the center, and the detection rod (8) passes through the center of the pressure detection plate (7) and is fixed on the abutment plate (6).

7. The method for manufacturing precast segments of a permeable assembled segment lining structure for high-pressure tunnels according to claim 6, characterized in that: A buffer spring (10) is sleeved on the detection rod (8), and the abutment plate (9) is slidably disposed at the end of the detection rod (8). One end of the buffer spring (10) is fixed to the abutment plate (9), and the other end is fixed to the pressure detection piece (7).

8. The method for manufacturing precast segments of a permeable assembled segment lining structure for high-pressure tunnels according to claim 7, characterized in that: The contact surface of the contact plate (9) is arc-shaped.

9. The method for manufacturing precast segments of a permeable assembled segment lining structure for high-pressure tunnels according to claim 5, characterized in that: The bottom of the guide threaded column (4) is provided with a guide gear (11), and a number of rotating gears (12) are equidistantly arranged on the outer ring of the guide gear (11). A rotating rod (14) is provided on the rotating gear (12), and the rotating rod (14) extends upward and slides in connection with the lifting detection plate (5).

10. The method for manufacturing precast segments of a permeable assembled segment lining structure for high-pressure tunnels according to claim 9, characterized in that: The rotating rod (14) passes through the rotating gear (12) and extends downward to below the bottom base (3), and a driver (13) is provided at the end. The driver (13) rotates synchronously with the rotating gear (12).

Images