High water pressure tunnel single-layer steel plate concrete combined lining structure and installation process

Abstract

The application relates to the field of tunnel lining and construction, in particular to a high-water-pressure tunnel single-layer steel plate concrete combined lining structure and installation process. The application comprises the following steps: excavating a tunnel on a foundation, laying lining segments in the tunnel, arranging an inner lining layer on the inner side of the lining segments, pouring and grouting a consolidation layer between the outer side of the lining segments and the foundation, arranging a sealing assembly at the splicing position of adjacent lining segments, filling sealing glue into a glue groove at the splicing position of the lining segments, arranging an installation groove at the splicing edge of the lining segments for bolt connection, arranging an anchoring connection mechanism between the lining segments and the foundation, and arranging reinforcing ribs and pre-buried sealing rings in the grouting consolidation layer. The installation process comprises the steps of seabed foundation excavation, lining segment assembly and the like. The application has the effects of filling the shield tail excavation gap, transmitting water and soil pressure, limiting the upward floating and offset of the lining segments, cooperating with pressure resistance and impermeability, comprehensively sealing the splicing joint water seepage channel, adapting to high-water-pressure working conditions, improving the overall splicing joint impermeability and corrosion resistance, perfecting the waterproof system, improving the structural integrity and durability and the like.

Description

Technical Field

[0001] This application relates to the field of tunnel lining and construction, and in particular to a single-layer steel plate concrete composite lining structure and installation process for high water pressure tunnels. Background Technology

[0002] With the development of cross-sea and deep-sea transportation infrastructure, the number of deep-buried, high-water-pressure, and high-chloride-salt submarine shield tunnel projects is continuously increasing. These tunnels are subjected to long-term exposure to extremely high hydrostatic pressure, chloride ion corrosion, and the coupled effects of seabed strata disturbance, placing stringent requirements on the watertightness and structural durability of the lining. Currently, most submarine shield tunnels use precast segment assembly lining. After the segments are assembled, grout is injected into the outer tail gap, and the grout solidifies to form an outer concrete-stone layer. This composite structure of segments and the stone layer resists water and soil pressure. Compared to the traditional double-layer lining, which is costly, complex, and has low clearance utilization, single-layer steel plate concrete composite lining is more efficient and lightweight, making it the mainstream structural choice for high-water-pressure submarine tunnels.

[0003] However, the existing single-layer steel plate concrete composite lining waterproof sealing system has obvious shortcomings: after the precast segments are assembled on site, the circumferential and longitudinal joints are natural weak gaps for water seepage; and the precast segments and the outer concrete stone layer that is solidified later are heterogeneous materials with different shrinkage properties and molding ages. Under the influence of repeated water pressure, ground creep, and grout drying shrinkage, the interface between the outer wall of the segment and the concrete stone layer is prone to form through gaps, which constitute the outer seepage channel.

[0004] In high-pressure seawater areas, the driving force of seawater infiltration is strong. Existing linings only have water-stopping components installed on the inner joints of the segments, which cannot seal the seepage channels around the outer wall interface. High-pressure seawater will flow laterally around the interface between the outer wall of the segments and the rock layer, and after entering the segment joints, it will seep into the tunnel cavity, causing tunnel dripping and water inrush. Leaking water not only corrodes the tunnel's electromechanical and paving facilities, increasing operation and maintenance costs and threatening traffic safety, but chloride ions in seawater will also corrode the internal steel plates, splicing bolts, and load-bearing steel bars of the segments, causing steel rust expansion, lining cracking, segment misalignment, joint opening, reducing the overall load-bearing capacity of the lining, and significantly shortening the service life of the tunnel.

[0005] Existing sealing structures are only suitable for operational water-stopping conditions and cannot address the protection requirements of simultaneous grouting construction. During grouting, grout easily seeps into the joints and interface gaps, not only contaminating the tunnel working space but also causing grout pressure loss, incomplete filling of the outer concrete-stone layer, and local voids, leading to localized concentration of water and soil pressure and exacerbating the risk of stress cracking in single-layer linings. In summary, existing single-layer steel plate concrete composite linings have defects such as the inability to prevent seepage around the interface, insufficient sealing layers at the joints, and inadequate corrosion and seepage prevention performance. They cannot meet the requirements of long-term water-stopping, coordinated load-bearing, and durable protection for high-water-pressure submarine tunnels. Therefore, it is urgent to propose a new lining sealing structure and installation process to solve the above-mentioned technical problems. Summary of the Invention

[0006] To reduce defects such as the inability to block seepage around the interface, insufficient sealing layers at the joints, and inadequate anti-corrosion and anti-seepage performance, and to meet the requirements of long-term water-stopping, synergistic load-bearing, and durable protection for high-water-pressure submarine tunnels, this application provides a single-layer steel plate concrete composite lining structure and installation process for high-water-pressure tunnels.

[0007] This application provides a single-layer steel plate concrete composite lining structure and installation process for high water pressure tunnels, employing the following technical solution: A single-layer steel plate concrete composite lining structure for high water pressure tunnels includes a foundation, a tunnel excavated on the foundation, lining segments laid inside the tunnel, an inner lining layer provided on the inner side of the lining segments, a grouting consolidation layer poured between the outer side of the lining segments and the foundation, a sealing assembly provided at the joint of adjacent lining segments, and sealing grooves opened at opposite positions of the lining segments. The sealing assembly includes a support strip and two side sealing strips, the sealing strips being snapped onto the symmetrical sides of the support strip, an upper sealing strip and a lower sealing strip being snapped onto the top and bottom of the support strip respectively, and the side sealing strips, upper sealing strips, and lower sealing strips being snapped onto the four side walls of the support strip to abut against the four side walls of the sealing groove.

[0008] By adopting the above technical solution, during user operation, a grouting consolidation layer is poured between the lining segments and the foundation to fill the gaps in the shield tail excavation, adhere to the surrounding rock to transmit water and soil pressure, limit segment floating and misalignment, and work together with the segments to bear pressure and resist seepage; the inner lining layer protects the segment body, optimizes the inner wall flatness, and isolates it from water vapor erosion from traffic; a sealing groove is opened at the segment splice and a modular sealing component is installed, consisting of a support strip, two sets of side sealing strips, an upper sealing strip, and a lower sealing strip. The four sealing strips adhere to the four walls of the sealing groove, comprehensively sealing the multi-dimensional seepage channels at the splice, and adapting to... In high-pressure reciprocating compression sealing conditions, rigid support strips act as a skeleton to maintain the joint spacing and prevent excessive deformation and failure of the seals under pressure. Flexible sealing strips adapt to ground disturbances and micro-displacements of the tunnel segments, always adhering to the wall of the sealing groove, resulting in excellent sealing stability. At the same time, the enclosed sealing structure can prevent chloride-containing seawater from corroding the joint bolts of the tunnel segments, preventing steel from rusting and cracking, and can also prevent the grout from seeping inward, ensuring that the grouting consolidation layer is filled densely. The modular strip structure is adaptable to sealing of various irregular lining joints, meeting the long-term water-stopping, collaborative load-bearing, and durable protection requirements of high-pressure subsea tunnels.

[0009] Optionally, the support strip has irregularly shaped protrusions on both sides, and the side sealing strip has a slot for the protrusions to be inserted on the opposite side. The bottom of the support strip has an insertion groove, and the lower sealing strip is inserted into the insertion groove. The top of the support strip has an arc-shaped groove, and the upper sealing strip is snapped into the arc-shaped groove. The middle of the support strip has multiple buffer cavities.

[0010] By adopting the above technical solution, the support strip, made of rigid EPDM rubber, combines support rigidity with rubber toughness. Irregularly shaped protrusions on both sides of the support strip interlock with the side sealing strip slots, achieving lateral limiting and preventing detachment. This avoids the side sealing strip from falling off due to high water pressure or slight misalignment of the pipe segments. The bottom of the support strip has an insertion groove, and the top has an arc-shaped groove, which respectively limits and engages the lower and upper sealing strips, achieving integrated assembly of the four-way sealing strips. Assembly and alignment are precise, and disassembly and assembly are simple. Multiple buffer cavities are opened in the middle of the support strip, providing elastic pressure relief and deformation buffering capabilities. This can offset the squeezing force caused by water pressure impact and ground creep, preventing the rubber strip from being crushed and collapsing, and adapting to slight deformation of the joints. The integrated slot-type interlocking connection provides high assembly sealing performance with no assembly gaps. It can fit the sealing groove wall in four directions for closed-loop water stoppage. Furthermore, the protrusion cross-section can be changed according to working conditions to adapt to different joint sealing precisions. The overall structure is highly integrated, easy to disassemble and replace, and has a service life far exceeding that of integrated sealing strips.

[0011] Optionally, an elastic card is engaged within the arc-shaped groove, and the upper sealing strip abuts against the top of the elastic card.

[0012] By adopting the above technical solution, under normal use, the elastic card provides a pre-tightening thrust to the upper sealing strip, ensuring that the upper sealing strip fits tightly against the top wall of the sealing groove and eliminating assembly gaps. When the water pressure outside the tunnel increases, the segments are deformed under pressure, and the extrusion pressure at the top of the joint increases, the elastic card can adaptively retract and store energy to buffer, offsetting the instantaneous high-pressure impact and continuously applying adaptive clamping force to the upper sealing strip, preventing high-pressure water flow from breaking through the top sealing gap and avoiding pressure displacement and delamination of the upper sealing strip. At the same time, it can adapt to the vertical micro-displacement of the segments, dynamically maintain the top sealing closure, further improve the reliability of water stop at the top of the joint, delay the compression aging of the sealing strip, and extend the overall service life of the sealing assembly.

[0013] Optionally, a glue groove is provided at the splicing joint of the lining segments. The glue groove is located below the sealing groove and is used to fill the glue groove with sealant.

[0014] By adopting the above technical solution, when used by the user, the glue groove is located below the sealing groove, forming a lower second sealing defense line. The enclosed circular glue groove has good positioning properties, and after being filled with sealant, it forms a regular shape and is not easy to fall off. It can seal the bottom gap of the segment joint, intercept the trace amount of seawater that seeps in along the grouting consolidation layer, and form a double-layer closed-loop water stop with the upper sealing component. At the same time, the sealant can fill the micro-gaps in the segment assembly, buffer the hard contact wear of the joint, adhere to the end faces of the segments on both sides, help limit the segment positioning, reduce the amount of joint misalignment, and prevent chloride salt seawater from corroding the segment joint end faces, further improving the overall joint seepage prevention and corrosion prevention capabilities.

[0015] Optionally, an arched sealing plate is placed on the inner edge of the spliced ​​lining segments.

[0016] By adopting the above technical solution, when the user uses the arched sealing plate, it forms a secondary waterproof structure with drainage. When a small amount of seawater or brine leaks from the outer EPDM main sealing gasket, the seepage water can flow into the cavity behind the arched sealing plate along the joint. Relying on the arched water collection and diversion structure, the seepage brine is collected and orderly guided to the tunnel's pre-buried drainage blind pipe and drain hole for discharge. This structure actively diverts chloride ion seepage water, prevents seepage water from overflowing and dripping, avoids corrosion of tunnel tracks, cables and inner lining structures, supplements the leakage tolerance of the main seal, specifically blocks the diffusion and erosion of chloride ions, and improves the integrated waterproof system of "sealing + drainage", which is suitable for the long-term protection needs of high-chloride seabed tunnels.

[0017] Optionally, an L-shaped reinforcing steel plate is cast on the outside of the lining segment, protruding from the outside of the lining segment for casting into the grouting consolidation layer.

[0018] By adopting the above technical solution, when the user uses the reinforced steel plate, the extended end is anchored and poured into the grouting consolidation layer. This firstly achieves mechanical interlocking and anchoring between the lining segments and the outer grouting consolidation layer, preventing gaps and slippage between heterogeneous structural layers, and constructing an integrated composite force-bearing system of segments and grouting consolidation layer to jointly resist high seabed water pressure and buoyancy loads from the strata.

[0019] Optionally, an anchoring connection mechanism is provided between the lining segments and the foundation; the anchoring connection mechanism includes an I-beam plate laid along the edge of the lining segments, a clamping plate provided on the side of the I-beam plate away from the lining segments, the clamping plate abutting against the I-beam plates of two adjacent lining segments, and reinforcing bars fixedly connected to the clamping plate, one end of the reinforcing bars being anchored in the foundation.

[0020] By adopting the above technical solution, during use, the H-beams are securely attached to the edges of the pipe segments by pre-embedded bolts, and adjacent H-beams are clamped together by clamping plates for restraint. Combined with integrated reinforcing bars anchored into the foundation, the reinforcing bars are deeply anchored into the surrounding rock, consolidating the lining segments, grouting consolidation layer, and seabed foundation into a unified whole. This effectively counteracts the buoyancy of high water pressure and the creep thrust of the strata, strictly controlling segment floating and overall displacement. Secondly, the joints are restrained by clamping plates against adjacent H-beams, constraining the horizontal movement of the segment joints. The system employs several techniques: First, it ensures the smooth flow of water through the inter-layer structure. Second, it reinforces the inter-layer seepage prevention by covering the outer joints of the tunnel segments with I-beams to seal the water-bearing gaps between layers and using a grouting consolidation layer to block seawater seepage. Third, it enhances the overall structural integrity by dispersing local water and soil pressure and preventing cracking and voiding of the grouting consolidation layer. Additionally, the overall metal components are resistant to chloride corrosion, thus extending the overall durability of the submarine tunnel.

[0021] Optionally, reinforcing bars are cast into the grouting consolidation layer, with the axial direction of the reinforcing bars laid along the circumference of the tunnel.

[0022] By adopting the above technical solutions, when users use the circumferential reinforcement, the circumferential tensile and crack resistance of the grouting consolidation layer can be improved, offsetting the circumferential compressive tension of the high water pressure on the seabed, avoiding the circumferential through cracks caused by the drying shrinkage and pressure of the grouting consolidation layer, and preventing seawater from seeping along the cracks in the consolidation layer; the reinforcement strengthens the grouting consolidation layer, avoiding interlayer voids and delamination, and the outer anchoring connection mechanism and L-shaped steel plate work together to bear the force, balancing the circumferential water and soil load of the tunnel, and reducing the risk of circumferential deformation of the segments and joint opening.

[0023] Optionally, a sealing ring is pre-embedded in the grouting consolidation layer. An inverted conical groove is provided on the inner side of the sealing ring. The reinforcing bar passes through the inverted conical groove. A snap ring is fixedly connected to the outer wall of the reinforcing bar. The vertical cross-section of the snap ring is diamond-shaped. The inclined surface at the bottom of the snap ring is used to snap into the inverted conical groove.

[0024] By adopting the above technical solution, under normal use, the gap between the snap ring and the sealing ring is matched, ensuring that the steel bar can undergo slight displacement and deformation. When the foundation seeps water or seawater seeps upward along the outer wall of the steel bar, the seawater pressure drives the foundation to press down on the steel bar, causing the diamond snap ring to move downward. The bottom slope of the snap ring adaptively presses and engages with the inverted conical groove. The greater the water pressure, the higher the tightness of the fit, achieving a water pressure self-tightening seal, sealing the annular seepage gap on the outer wall of the steel bar, and preventing seawater from flowing vertically along the anchored steel bar to the joint. At the same time, the rubber material is corrosion-resistant and suitable for the chloride environment of the seabed. The inverted conical + diamond slope engagement has strong positioning, which can limit the radial sway of the steel bar, reduce the disturbance and wear of the sealing structure, make up for the seepage shortcomings at the through position of the anchored steel bar, improve the all-position closed-loop anti-seepage system, and eliminate the hidden danger of water leakage at the through position of the steel bar.

[0025] An installation process for a single-layer steel plate concrete composite lining structure for high water pressure tunnels includes the following steps: S1. Submarine base excavation and forming tunnel: relying on shield tunneling equipment to excavate and form a stable submarine base, according to the tunnel design cross-section specifications, excavate to form a circular, irregular or other suitable cross-section tunnel, clean the floating mud and loose surrounding rock on the inner wall of the tunnel, and level the foundation bonding surface. S2. Assembly and fixing of lining segments inside the tunnel: The precast steel plate concrete lining segments are hoisted into the tunnel for alignment and assembly. Grooves, through holes, bolts and nuts are installed along the splicing edges of the segments to lock the adjacent lining segments. L-shaped steel plates are pre-installed and fixed on the outside of the segments, with the extended sections of the L-shaped steel plates facing outwards. Arched sealing plates are installed and fixed along the inner edge of the segment splicing. S3. Assemble the sealing assembly at the seam: Select EPDM rubber components to assemble the sealing assembly. Fix the side sealing strip to both sides of the rigid support strip by using irregular protrusions and slots. Insert the lower sealing strip into the M-shaped insertion groove at the bottom of the support strip. After pre-installing elastic clips inside the arc groove, snap the upper sealing strip in place. Assemble the complete sealing assembly. S4. Filling the sealing groove of the segment splicing: Using the circular groove formed by the splicing of two segments, waterproof sealant is filled into the groove under high pressure, so that the sealant fully fills the gap of the groove and cures to form the lower sealing layer. S5. Installation of a fixed anchoring connection mechanism between the lining segments and the foundation: The I-beams are fixed to the outer edge of the lining segments using pre-embedded bolts, and the adjacent I-beams are tightened together using a clamping plate; one end of the anchoring steel bar with a diamond-shaped snap ring is anchored into the seabed foundation, and a rubber sealing ring with an inverted conical groove is pre-installed below the clamping plate so that the anchoring steel bar passes through the sealing ring, completing the alignment and engagement of the snap ring and the sealing ring; at the same time, the circumferentially arranged reinforcing steel bars are pre-fixed between the segments and the foundation layer. S6. Grouting consolidation layer of the outer interlayer of the pipe segment: Grouting material is injected into the shield tail gap between the outer side of the lining segment and the foundation, and the entire anchoring connection mechanism, reinforcing bars, sealing ring, and L-shaped steel plate are completely covered. After the grout solidifies, the grouting consolidation layer is formed. S7. Casting the inner lining layer inside the lining segments: Clean the debris from the joints inside the segments, cast the inner lining layer in place on the inner ring of the lining segments, and level the inner wall surface. Attached Figure Description

[0026] Figure 1 This is a schematic diagram of the overall structure of an embodiment of this application; Figure 2 It is a cross-sectional view of the lining segments, inner lining, and grouting reinforcement layer; Figure 3 It is a structural schematic diagram of the lining segments, inner lining, and anchoring connection mechanism; Figure 4 yes Figure 3 Enlarged view of part A; Figure 5 This is a schematic diagram of the sealing assembly; Figure 6 It is a cross-sectional view of the reinforcing bars and sealing ring.

[0027] Explanation of reference numerals in the attached drawings: 1. Foundation; 11. Tunnel; 2. Lining segment; 21. Sealing groove; 22. Adhesive groove; 23. Installation groove; 231. Through hole; 24. Sealing plate; 25. Reinforcing steel plate; 3. Inner lining; 4. Grouting consolidation layer; 41. Reinforcing rib; 5. Sealing assembly; 51. Support strip; 510. Buffer cavity; 511. Protruding ridge; 512. Insertion groove; 513. Arc groove; 52. Side sealing strip; 521. Slot; 53. Upper sealing strip; 54. Lower sealing strip; 55. Elastic clip; 6. Anchoring connection mechanism; 61. I-beam plate; 62. Pressure plate; 63. Reinforcing bar; 631. Clip ring; 64. Sealing ring; 65. Sealing ring; 651. Inverted conical groove. Detailed Implementation

[0028] The following is in conjunction with the appendix Figure 1-6 This application will be described in further detail.

[0029] In this application, unless otherwise expressly specified and limited, the terms "installation," "connection," "linking," and "fixing," etc., should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral part; they can refer to a mechanical connection, an electrical connection, or a communication connection; they can refer to a direct connection or an indirect connection through an intermediate medium; they can refer to the internal communication of two components or the interaction between two components. Those skilled in the art can understand the specific meaning of the above terms in this invention according to the specific circumstances.

[0030] In this application, unless otherwise expressly specified and limited, the "above" or "below" of the second feature can mean that the first and second features are in direct contact, or that the first and second features are in indirect contact through an intermediate medium. In the description of this specification, references to terms such as "an embodiment," "some embodiments," "example," "specific example," or "some examples," etc., indicate that a specific feature, structure, material, or characteristic described in connection with that embodiment or example is included in at least one embodiment or example of this application. In this specification, the illustrative expressions of the above terms do not necessarily refer to the same embodiment or example. Furthermore, the specific features, structures, materials, or characteristics described can be combined in any suitable manner in one or more embodiments or examples.

[0031] This application discloses a single-layer steel plate concrete composite lining structure for a high water pressure tunnel 11, including a foundation 1, an excavated tunnel 11 on the foundation 1, lining segments 2 laid inside the tunnel 11, an inner lining 3 layer on the inner side of the lining segments 2, a grouting consolidation layer 4 poured between the outer side and the foundation 1, a sealing component 5 at the joint of adjacent lining segments 2, a sealing groove 21 opened at the relative position of the lining segments 2, and a modular sealing component 5 inserted into the sealing groove 21; the grouting consolidation layer 4 poured between the lining segments 2 and the foundation 1 fills the gap of the shield tail excavation and adheres to the surrounding rock to transfer water and soil. Pressure limits the floating and misalignment of the tunnel segments, and works in conjunction with the tunnel segments to bear pressure and resist seepage; the inner side of the tunnel segments is lined with three layers of protective tunnel segments to optimize the flatness of the inner wall and isolate the water vapor erosion caused by traffic. Sealing grooves 21 are opened at the joints of the tunnel segments and modular sealing components 5 are embedded. Sealing components 5 can prevent the corrosion of the joint bolts of the tunnel segments by seawater containing chloride salts, prevent the steel from rusting and cracking, and also prevent the grout from seeping inward, ensuring that the grouting consolidation layer 4 is filled densely; the modular strip structure is adapted to the sealing of various irregular lining joints, and is adapted to the long-term water-stopping, collaborative load-bearing, and durable protection requirements of high water pressure submarine tunnels 11.

[0032] The figure shows that the lining precast slab is the lining segment 2, but it is not limited to the lining segment 2. A circular tunnel 11 is formed by the lining segment 2. Other precast concrete components can also be used to build tunnels 11 of different shapes such as square, irregular rectangle, ellipse, and octagon. Here, a circular tunnel 11 is taken as an example.

[0033] The sealing assembly 5 includes a support strip 51 and two side sealing strips 52. The sealing strips are snapped onto the symmetrical sides of the support strip 51. The top and bottom of the support strip 51 are respectively snapped onto the upper sealing strip 53 and the lower sealing strip 54. The side sealing strips 52, the upper sealing strip 53, and the lower sealing strip 54 are snapped onto the four side walls of the support strip 51 to abut against the four side walls of the sealing groove 21. This arrangement can seal the multi-dimensional seepage channels of the joint in all directions and is suitable for high water pressure reciprocating squeezing water-stopping conditions.

[0034] Specifically, the support strip 51 forms the skeleton of the entire sealing assembly 5. It is made of rigid rubber strip in a strip shape. This type of rubber is resistant to seawater chloride corrosion and water pressure aging, making it suitable for long-term corrosion conditions on the seabed. The support strip 51 has irregularly shaped protrusions 511 on both sides. The cross-section of the protrusions 511 can be T-shaped, I-shaped, dovetail-shaped, etc. Taking the T-shaped protrusion as an example, the T-shaped protrusion 511 has a good limiting effect, effectively preventing the side sealing strip 52 from falling off. A slot 521 for the protrusions 511 to be inserted is provided on the opposite side of the side sealing strip 52. The slot 521 is adjusted to a T-shape according to the shape of the protrusions 511. The side sealing strip 52 also uses strip-shaped EPDM rubber, which is flexible and can adapt to formation disturbances and micro-displacements of the tubing segments, always adhering to the wall of the sealing groove 21. The support strip 51 has an M-shaped insertion groove 512 at its bottom, into which the lower sealing strip 54 is inserted. The M-shaped design effectively limits the lower sealing strip 54, preventing it from shifting. The lower sealing strip 54 is also made of strip-shaped EPDM rubber. The support strip 51 has an arc-shaped groove 513 at its top, into which the upper sealing strip 53 is engaged. The shape of the arc-shaped groove 513 facilitates the engagement and fit of the upper sealing strip 53. The upper sealing strip 53 is also made of strip-shaped EPDM rubber. The support strip 51 has multiple buffer cavities 510 in its middle. These buffer cavities 510 have elastic pressure relief and deformation buffering capabilities, which can offset the extrusion pressure caused by water pressure impact and stratum creep, preventing the rubber strip from being crushed and broken, and adapting to minor deformation of the joint.

[0035] An elastic card 55 is engaged within the arc-shaped groove 513, and the upper sealing strip 53 abuts against the top of the elastic card 55. Under normal conditions, the elastic card 55 provides a pre-tightening thrust to the upper sealing strip 53, ensuring that the upper sealing strip 53 fits tightly against the top wall of the sealing groove 21 and eliminating assembly gaps. When the water pressure outside the tunnel 11 increases, the segments are deformed under pressure, and the pressure at the top of the joint increases, the elastic card 55 can adaptively retract and store energy to buffer, offsetting the instantaneous high-pressure impact and continuously applying adaptive clamping force to the upper sealing strip 53, preventing the high-pressure water flow from breaking through the top sealing gap and avoiding the upper sealing strip 53 from shifting under pressure or becoming detached.

[0036] These components that make up the support strip 51 work together, with the support strip 51 acting as a skeleton to maintain the joint spacing and prevent the seal from deforming and failing due to excessive pressure. The side sealing strip 52, upper sealing strip 53, and lower sealing strip 54, through snap-fitting with the support strip 51, form a whole, fitting snugly against the four walls of the sealing groove 21, achieving effective sealing of the joint. The design of different shaped protrusions 511 and corresponding slots 521 allows for changing the cross-sectional form of the protrusions 511 according to different working conditions, adapting to different joint sealing precisions. The overall structure is highly integrated, easy to disassemble and replace, and has a service life far exceeding that of integrated sealing strips.

[0037] Specifically, a sealant groove 22 is provided at the joint of the lining segment 2. The sealant groove 22 is semi-circular, and the sealant grooves 22 of the two lining segments 2 are arranged in a circle. The sealant groove 22 is located below the sealing groove 21. The sealant groove 22 is filled with sealant, such as polyurethane sealant, which has good sealing performance and corrosion resistance. This arrangement forms a lower second sealing defense line. The enclosed circular sealant groove 22 has good limiting effect. After being filled with sealant, it is well-formed and not easy to fall off. It can seal the bottom gap of the segment joint, intercept the trace amount of seawater that seeps in along the grouting consolidation layer 4, and form a double-layer closed-loop water stop with the upper sealing component 5. At the same time, the sealant can fill the micro gaps in the segment assembly, buffer the hard contact wear of the joint, adhere to the end faces of the segments on both sides, help limit the segment, reduce the misalignment of the joint, prevent chloride salt seawater from corroding the joint end face of the segment, and further improve the overall joint seepage prevention and corrosion prevention capability.

[0038] Specifically, the splicing edge of the lining segment 2 is provided with an installation groove 23, and a through hole 231 for bolts to pass through is provided in the installation groove 23. The bolt extends from the installation groove 23 of one lining segment 2 to the installation groove 23 of another lining segment 2 and is threaded with a nut. The fasteners are embedded in the installation groove 23 to prevent the bolts and nuts from being exposed to direct seawater erosion and corrosion, thus protecting the structural strength of the connector. The through hole 231 facilitates alignment, and the bolt passes through the two sets of segments to lock and fix them, restraining the radial and axial displacement of the segments, strictly controlling the opening and closing amount and misalignment of the splice, ensuring that the upper and lower double-layer sealing structures fit tightly, and preventing the deformation of the splice from damaging the sealing and water-stopping structure. At the same time, the embedded installation groove 23 can accommodate the bolts and nuts without occupying the sealing space of the splice, without interfering with the assembly and construction of the sealing component 5 and the sealant, adapting to the standardized assembly of precast segments, improving the overall assembly stability and structural integrity of the segments, and synergistically improving the overall pressure-bearing and seepage-proof performance of the lining under high water pressure conditions.

[0039] Specifically, an arched sealing plate 24, made of stainless steel, is placed along the inner edge of the spliced ​​lining segments 2, providing strength and corrosion resistance. The arched sealing plate 24 forms a secondary waterproofing structure with drainage. When a small amount of seawater or brine leaks from the outer EPDM main sealing gasket, the leaked water can flow along the joint into the cavity behind the arched sealing plate 24. Relying on the arched water collection and diversion structure, the leaked brine is collected and orderly guided to the pre-embedded drainage blind pipes and drain holes in tunnel 11 for discharge. This structure actively diverts chloride ion seepage water, preventing seepage from overflowing and dripping, avoiding corrosion of the tunnel 11 track, cables, and inner lining 3 structure. It also enhances the main seal's leakage tolerance, specifically blocking chloride ion diffusion and erosion, perfecting the integrated "sealing + drainage" waterproofing system, and meeting the long-term protection requirements of the high-chloride seabed tunnel 11.

[0040] Specifically, an L-shaped reinforcing steel plate 25 is cast on the outer side of the lining segment 2. The reinforcing steel plate 25 protrudes from the outer side of the lining segment 2 and is cast into the grouting consolidation layer 4. The protruding end of the steel plate is anchored inside the grouting consolidation layer 4, which first achieves mechanical interlocking and anchoring between the lining segment 2 and the outer grouting consolidation layer 4, preventing the separation and slippage between heterogeneous structures, and constructing an integrated composite force-bearing system of segment-grouting consolidation layer 4 to jointly resist the high water pressure of the seabed and the floating load of the strata.

[0041] Specifically, an anchoring connection mechanism 6 is provided between the lining segment 2 and the foundation 1. The anchoring connection mechanism 6 includes an I-beam 61 laid along the edge of the lining segment 2. Bolts, such as high-strength expansion bolts, can be pre-embedded between the I-beam 61 and the lining segment 2 for fixation. A clamping plate 62 is provided on the side of the I-beam 61 away from the lining segment 2, and the clamping plate 62 abuts against the I-beam 61 of two adjacent lining segments 2. A reinforcing bar 63 is fixedly connected to the clamping plate 62, and one end of the reinforcing bar 63 is anchored in the foundation 1. The I-beams 61 are securely attached to the edges of the pipe segments by pre-embedded bolts. Adjacent I-beams 61 are pressed and limited by clamping plates 62. Combined with integrated reinforcing bars 63 anchored into the foundation 1, the reinforcing bars 63 are deeply anchored into the surrounding rock of the foundation 1, consolidating the lining pipe segments 2, the grouting consolidation layer 4, and the seabed foundation 1 into a unified whole. This effectively counteracts the buoyancy of high water pressure and the creep thrust of the strata, strictly controlling the floating of the pipe segments and overall displacement. The clamping plates 62 abut against adjacent I-beams 61, restraining the lateral misalignment and opening of the pipe segment joints, protecting the entire sealing structure of the joints from compression damage, and ensuring the long-term sealing of the multi-layered water-stop structure. The I-beams 61 fully cover the outer joints of the pipe segments, sealing the water-bearing gaps between layers, and, together with the grouting consolidation layer 4, blocking seawater seepage channels. The I-beam steel plate 61 has high rigidity, which can disperse local water and soil pressure, prevent the grouting consolidation layer 4 from cracking and delamination, and the pre-embedded bolts are easy to install and remove. It is suitable for standardized construction of precast tunnel segments. At the same time, the overall metal components are resistant to chloride salt corrosion, which improves the overall structural durability of the undersea tunnel 11.

[0042] Specifically, reinforcing bars 41, which are steel bars 63, are cast into the grouting consolidation layer 4. Before casting, the reinforcing bars 41 are pre-fixed between the lining segments 2 and the foundation 1, and the axial direction of the reinforcing bars 41 is laid along the circumference of the tunnel 11. The circumferential arrangement of reinforcing bars 41 can improve the circumferential tensile and crack resistance of the grouting consolidation layer 4, offset the circumferential compressive tension of the high water pressure under the seabed, avoid the grouting consolidation layer 4 from drying shrinkage and pressure causing circumferential through cracks, and prevent seawater from seeping along the consolidation layer cracks. The reinforcing bars 41 tie and reinforce the grouting consolidation layer 4, prevent interlayer voids and delamination, fit the outer anchoring connection mechanism 6 and L-shaped steel plate to cooperate in bearing the force, balance the circumferential water and soil load of the tunnel 11, and reduce the risk of circumferential deformation of the segments and joint opening.

[0043] Specifically, a sealing ring 6564 is pre-embedded within the grouting consolidation layer 4. The sealing ring 6564 is pre-positioned below the clamping plate 62 before the grouting consolidation layer 4 is poured. An inverted conical groove 651 is formed on the inner side of the sealing ring 6564, through which the reinforcing bar 63 passes. A snap-fit ​​ring 631 is fixedly connected to the outer wall of the reinforcing bar 63. The snap-fit ​​ring 631 has a rhomboid vertical cross-section, and its bottom inclined surface is used to snap into the inverted conical groove 651. Both the sealing ring 6564 and the snap-fit ​​ring 631 are made of rubber. Under normal conditions, the snap-fit ​​ring 631 and the sealing ring 6564 are fitted together, ensuring that the reinforcing bar 63 can undergo slight displacement and deformation. When water seeps into the foundation 1 and seawater seeps upward along the outer wall of the reinforcing bar 63, the seawater pressure causes the foundation 1 to press down on the reinforcing bar 63, causing the rhomboid snap ring 631 to move downward. The bottom slope of the snap ring 631 adaptively presses and engages with the inverted conical groove 651. The greater the water pressure, the higher the tightness of the fit, achieving a water pressure self-tightening seal, sealing the annular seepage gap on the outer wall of the reinforcing bar 63, and preventing seawater from flowing vertically along the anchoring reinforcing bar 63 to the joint. At the same time, the rubber material is corrosion-resistant and suitable for the chloride environment of the seabed. The inverted conical + rhomboid slope engagement has strong positioning, which can limit the radial sway of the reinforcing bar 63, reduce the disturbance and wear of the sealing structure of the reinforcing bar 63, make up for the seepage shortness at the through position of the anchoring reinforcing bar 63, improve the all-position closed-loop anti-seepage system, and eliminate the hidden danger of water leakage at the through position of the reinforcing bar 63.

[0044] The implementation principle of this embodiment is as follows: This lining structure, through multiple sealing and reinforcement measures, effectively solves the problems of interface seepage, insufficient joint sealing, and poor corrosion and seepage prevention performance existing in existing single-layer steel plate concrete composite linings. Sealing components 5, sealant, and sealing plates 24 form a multi-layered waterproof structure that can completely seal seepage channels. Anchoring connection mechanism 6, L-shaped steel plates, and reinforcing ribs 41 enhance the overall integrity and load-bearing capacity of the structure, working together to resist high water pressure and ground disturbance. The design of sealing rings 65 and 64 and snap-fit ​​rings 631 solves the seepage problem at the penetration point of reinforcing bars 63, perfecting the all-position closed-loop seepage prevention system. The entire structure is adapted to the long-term water-stopping, synergistic load-bearing, and durable protection requirements of the high-water-pressure submarine tunnel 11, significantly improving the service life and safety of the tunnel 11, representing a significant improvement and enhancement compared to existing technologies. Example

[0045] The difference between this embodiment and the previous embodiment is that the protruding ribs 511 on both sides of the support strip 51 in the sealing assembly 5 adopt an I-shaped cross section, and the slots 521 of the side sealing strip 52 are correspondingly adjusted to an I-shaped section. The I-shaped protruding ribs 511 can also achieve the function of lateral limiting and preventing detachment. Compared with the T-shaped protruding ribs 511, the I-shaped protruding ribs 511 may be smoother during assembly and have different performance in providing lateral support force, which can be selected according to different splice conditions and sealing requirements.

[0046] The implementation principle of this embodiment is as follows: by changing the cross-sectional shape of the protruding rib 511 of the support strip 51, it can adapt to different joint sealing accuracy requirements. The use of the I-shaped protruding rib 511 provides more options for the design of the sealing component 5, increasing the flexibility and adaptability of the structure while ensuring the sealing effect, further improving the practicality and reliability of the lining structure under different working conditions. The improvement over the prior art lies in enriching the design scheme of the sealing component 5, which can better meet diverse engineering needs. Example

[0047] The installation process of the single-layer steel plate concrete composite lining structure for high water pressure tunnel 11 provided in this application embodiment is suitable for the construction of multi-section submarine tunnels 11, including circular, square, irregular rectangular, elliptical, and octagonal tunnels. It is also suitable for high water pressure and high chloride salt corrosion seabed conditions. The construction process is closed-loop with strong anti-seepage linkage. The overall construction sequence is as follows: seabed foundation 1 excavation → lining segment 2 assembly and locking → joint sealing component 5 assembly → joint sealant filling → anchoring connection mechanism 6 positioning and installation → grouting consolidation layer 4 supporting component pre-assembly → grouting consolidation layer 4 overall casting → tunnel 11 inner lining 3-layer casting construction. The specific construction steps and corresponding construction effects are as follows: S1. Excavation and Forming of Tunnel 11 on Submarine Foundation Level 1: Using a tunnel boring machine (TBM), the first layer of the stable submarine foundation is excavated. Based on the designed cross-sectional specifications of Tunnel 11, circular, irregular, or other suitable cross-sections are excavated. Loose mud and loose surrounding rock are removed from the inner walls of Tunnel 11, and the bonding surface of the foundation leveled. The construction cavities of Tunnel 11 are regulated, and weak, loose seabed soil is removed to ensure uniform stress distribution on subsequent components bonding with the foundation level, avoiding localized rock collapse and soil seepage problems. This provides a flat and stable working surface for subsequent segment assembly and anchoring construction. During this process, the TBM parameters, such as excavation speed and thrust, need to be adjusted according to different geological conditions and the design requirements of Tunnel 11. When cleaning the inner walls of Tunnel 11, high-pressure water jets and other tools can be used to ensure that loose mud and loose surrounding rock are thoroughly removed.

[0048] S2. Assembling and fixing the lining segments 2 inside tunnel 11: The precast steel plate concrete lining segments 2 are hoisted into tunnel 11 for alignment and assembly. Using the segment splicing edges, mounting grooves 23, through holes 231, bolts, and nuts are used to lock and secure adjacent lining segments 2. L-shaped steel plates are pre-installed and fixed on the outside of the segments, with the extended sections of the L-shaped steel plates facing outwards. Arched sealing plates 24 are fixed along the inner edges of the segment splices. Specialized hoisting equipment is required when hoisting the segments to ensure their safety and accurate alignment. When installing bolts and nuts, the tightening torque must meet the requirements to ensure a secure connection of the segments.

[0049] S3. Assemble the sealing component 5 at the joint: Select EPDM rubber components to assemble the sealing component 5. Secure the side sealing strip 52 to both sides of the rigid support strip 51 using the irregular protrusions 511 and slots 521. Insert the lower sealing strip 54 into the M-shaped insertion groove 512 at the bottom of the support strip 51. After pre-installing the elastic clip 55 inside the arc-shaped groove 513, snap on the upper sealing strip 53. Assemble the complete sealing component 5. The modular snap-fit ​​assembly is convenient and efficient. The rigid support strip 51 maintains the joint spacing, and the buffer cavity 510 adapts to water pressure deformation. The elastic clip 55 provides pre-tightening force to the upper sealing strip 53, achieving a comprehensive closed-loop seal at the joint and preventing initial water seepage. Utilize the circular glue groove 22 formed by the two pipe segments, pressurize and fill the glue groove 22 with waterproof sealant, ensuring the sealant fully fills the gaps and cures to form the lower sealing layer. When assembling the sealing component 5, pay attention to the installation sequence and direction of each component to ensure a good seal. When filling with sealant, the pressure and filling amount should be controlled to ensure that the sealant is evenly filled in the sealant groove 22.

[0050] S4. Filling the sealant in the joint groove 22: Using the circular groove 22 formed by the joining of two segments, waterproof sealant is high-pressure filled into the groove 22, ensuring it fully fills the gaps and cures to form the lower sealing layer. This creates two lines of joint sealing, bonding and reinforcing the end faces of adjacent segments, sealing micro-gaps in the joint, and intercepting trace amounts of seawater seepage from the outside. Together with the upper sealing component 5, this forms a double-layered water-stopping structure, preventing chloride corrosion of the segment joint end faces and locking bolts. During the sealant filling process, it is crucial to ensure the quality and curing time of the sealant to guarantee its sealing performance.

[0051] S5. A fixed anchoring connection mechanism 6 is installed between the lining segment 2 and the foundation 1: I-beams 61 are fixed to the outer edge of the lining segment 2 using pre-embedded bolts, and adjacent I-beams 61 are tightly joined using a clamping plate 62. One end of the anchoring steel bar 63 with a diamond-shaped snap-fit ​​ring 631 is anchored into the seabed foundation 1. A rubber sealing ring 6564 with an inverted conical groove 651 is pre-installed below the clamping plate 62, allowing the anchoring steel bar 63 to pass through the sealing ring 6564, completing the alignment and engagement of the snap-fit ​​ring 631 and the sealing ring 6564. Simultaneously, circumferentially arranged reinforcing bars 63 and reinforcing ribs 41 are pre-fixed between the segment and the foundation 1. This achieves a three-in-one connection and anchoring of the segment, anchoring mechanism, and foundation 1, counteracting the buoyancy of the seawater and preventing the segment from floating and shifting. After the sealing ring 6564 and snap-fit ​​ring 631 are pre-installed, water pressure self-tightening sealing can be achieved later, sealing the seepage channels through the reinforcing bars 63. The circumferential reinforcing bar 41 is positioned in advance to ensure the circumferential crack resistance after the subsequent grouting layer is formed. When installing the anchoring connection mechanism 6, ensure that the installation position of each component is accurate and the bolts are tightened securely. When pre-embedding the reinforcing bar 63, ensure that its anchoring depth meets the requirements.

[0052] S6. Grouting and Consolidation Layer 4 on the Outer Side of the Lining Segment: Grouting material is injected into the shield tail gap between the outer side of the lining segment 2 and the foundation 1, completely covering the anchoring connection mechanism 6, reinforcing ribs 41, sealing rings 6564, and L-shaped steel plates. After the grout solidifies, the grouting and consolidation layer 4 is formed. It fills the outer construction gap, and the consolidation layer mechanically interlocks with the L-shaped steel plate, working in conjunction with the anchoring mechanism to transmit water and soil pressure. The consolidation layer wraps around and reinforces the circumferential reinforcing ribs 41 to prevent cracking and detachment of the consolidation layer and block the seawater seepage channel around the outer wall. At the same time, it wraps around the sealing rings 6564 and snap-fit ​​rings 631 to permanently fix the adaptive sealing structure and improve the outer all-area seepage prevention system. When pouring the grouting and consolidation layer 4, the mix ratio and injection speed of the grouting material should be controlled to ensure that the grout is evenly filled in the shield tail gap.

[0053] S7. Casting the inner lining layer 3 inside the lining segment 2: Clean the debris from the joints inside the segments, and cast the inner lining layer 3 in place within the inner ring of the lining segment 2, then level the inner wall surface. This protects the inner surface of the lining segment 2, isolates it from traffic moisture and operational loads, optimizes the smoothness of the inner wall of tunnel 11, and, in conjunction with the inner arched sealing plate 24, guides water seepage, protects the tracks, cables, and other ancillary facilities of tunnel 11, and improves the overall durability of tunnel 11. When casting the inner lining layer 3, ensure the quality of the concrete and the casting process to ensure a smooth and flat inner wall surface.

[0054] The implementation principle of this embodiment is as follows: The installation process of this embodiment accurately installs and connects various components through a series of orderly steps, forming a complete single-layer steel plate concrete composite lining structure for the high water pressure tunnel 11. Each step has its specific function, and they cooperate with each other to achieve the functions of waterproofing, corrosion prevention, and load-bearing. From the excavation of tunnel 11 to the pouring of the three-layer inner lining, the entire process is strictly controlled to ensure the quality and stability of the structure. Compared with the existing technology, this installation process has a closed-loop construction procedure, strong seepage prevention linkage, and is suitable for the construction of submarine tunnels 11 with various cross-sections, meeting the requirements of high water pressure and high chloride salt corrosion seabed conditions.

[0055] The above are all preferred embodiments of this application, and are not intended to limit the scope of protection of this application. Therefore, all equivalent changes made in accordance with the structure, shape and principle of this application should be covered within the scope of protection of this application.

Claims

1. A single-layer steel plate concrete composite lining structure for high water pressure tunnels, comprising a foundation (1), characterized in that: A tunnel (11) is excavated on the foundation (1). Lined pipe segments (2) are laid in the tunnel (11). An inner lining (3) layer is provided on the inner side of the lining pipe segments (2). A grouting consolidation layer (4) is poured between the outer side of the lining pipe segments (2) and the foundation (1). A sealing component (5) is provided at the splice of adjacent lining pipe segments (2). A sealing groove (21) is opened at the opposite position of the lining pipe segments (2). The sealing component (5) includes a support strip (51) and two side sealing strips (52). The sealing strips are snapped onto the symmetrical sides of the support strip (51). An upper sealing strip (53) and a lower sealing strip (54) are snapped onto the top and bottom of the support strip (51) respectively. The side sealing strips (52), the upper sealing strip (53) and the lower sealing strip (54) are snapped onto the four side walls of the support strip (51) to abut against the four side walls of the sealing groove (21).

2. The single-layer steel plate concrete composite lining structure for high water pressure tunnels according to claim 1, characterized in that: The support strip (51) has irregularly shaped protrusions (511) on both sides, and the side sealing strip (52) has a slot (521) on the opposite side for the protrusions (511) to be inserted. The bottom of the support strip (51) has an insertion groove (512), and the lower sealing strip (54) is inserted into the insertion groove (512). The top of the support strip (51) has an arc groove (513), and the upper sealing strip (53) is snapped into the arc groove (513). The middle part of the support strip (51) has multiple buffer cavities (510).

3. The single-layer steel plate concrete composite lining structure for high water pressure tunnels according to claim 2, characterized in that: An elastic card (55) is snapped into the arc-shaped groove (513), and the upper sealing strip (53) abuts against the top of the elastic card (55).

4. The single-layer steel plate concrete composite lining structure for high water pressure tunnels according to claim 1, characterized in that: The lining segment (2) has a glue groove (22) at the splicing joint. The glue groove (22) is located below the sealing groove (21) and is used to fill the glue groove (22) with sealant.

5. A single-layer steel plate concrete composite lining structure for high water pressure tunnels according to claim 1, characterized in that: An arched sealing plate (24) is placed on the inner edge of the spliced ​​lining segments (2).

6. The single-layer steel plate concrete composite lining structure for high water pressure tunnels according to claim 1, characterized in that: The outer side of the lining segment (2) is cast with an L-shaped reinforcing steel plate (25), which protrudes from the outer side of the lining segment (2) and is cast into the grouting consolidation layer (4).

7. The single-layer steel plate concrete composite lining structure for high water pressure tunnels according to claim 1, characterized in that: An anchoring connection mechanism (6) is provided between the lining segment (2) and the foundation (1); The anchoring connection mechanism (6) includes an I-beam (61) laid along the edge of the lining segment (2), a clamping plate (62) is provided on the side of the I-beam (61) away from the lining segment (2), the clamping plate (62) abuts against the I-beam (61) of two adjacent lining segments (2), and a reinforcing bar (63) is fixedly connected on the clamping plate (62), one end of the reinforcing bar (63) is anchored in the foundation (1).

8. The single-layer steel plate concrete composite lining structure for high water pressure tunnels according to claim 1, characterized in that: The grouting consolidation layer (4) is filled with reinforcing bars (41), and the reinforcing bars (41) are laid axially along the circumference of the tunnel (11).

9. A single-layer steel plate concrete composite lining structure for high water pressure tunnels according to claim 1, characterized in that: The grouting consolidation layer (4) is pre-embedded with sealing rings (65) and (64). The inner side of the sealing rings (65) and (64) is provided with an inverted conical groove (651). The reinforcing bar (63) passes through the inverted conical groove (651). The outer side wall of the reinforcing bar (63) is fixedly connected with a snap ring (631). The vertical section of the snap ring (631) is set in a rhombus shape. The inclined surface at the bottom of the snap ring (631) is used to snap into the inverted conical groove (651).

10. An installation process for a single-layer steel plate concrete composite lining structure for high water pressure tunnels, applicable to the single-layer steel plate concrete composite lining structure for high water pressure tunnels as described in any one of claims 1-9, characterized in that: Includes the following steps: S1, Excavation and Forming of Tunnel (11) on Submarine Foundation (1): Using shield tunneling equipment, the submarine stable foundation (1) layer is excavated and formed according to the design cross-section specifications of the tunnel (11). The circular, irregular and other adapted cross-section tunnel (11) is excavated, the floating mud and loose surrounding rock inside the tunnel (11) are cleaned, and the foundation (1) bonding surface is leveled. S2, Assembly and fixing of lining segments (2) inside tunnel (11): The precast steel plate concrete lining segments (2) are hoisted into the tunnel (11) for alignment and assembly. The grooves (23), through holes (231), bolts and nuts are installed along the splicing edge of the segments to lock and connect adjacent lining segments (2). L-shaped steel plates are pre-installed and fixed on the outside of the segments so that the extended sections of the L-shaped steel plates face outward. Arched sealing plates (24) are fixed along the inner edge of the segment splicing. S3. Assemble the sealing assembly (5) at the seam: Select EPDM rubber components to assemble the sealing assembly (5). Secure the side sealing strip (52) to both sides of the rigid support strip (51) by using the irregular protrusions (511) and slots (521). Insert the lower sealing strip (54) into the M-shaped insertion groove (512) at the bottom of the support strip (51). After pre-installing the elastic card (55) inside the arc groove (513), attach the upper sealing strip (53). Assemble the complete sealing assembly (5). S4. Filling the sealing groove (22) of the pipe segment splicing: Using the circular groove (22) formed by the two pipe segments together, waterproof sealant is filled into the groove (22) under high pressure, so that the sealant fully fills the gap of the groove (22) and cures to form the lower sealing layer. S5. Install a fixed anchoring connection mechanism (6) between the lining segment (2) and the foundation (1): Fix the I-beam (61) to the outer edge of the lining segment (2) with pre-embedded bolts, and use the clamping plate (62) to press against the adjacent I-beam (61); anchor one end of the anchoring steel bar (63) with the diamond snap ring (631) into the seabed foundation (1), and pre-install the rubber sealing ring (65)(64) with the inverted conical groove (651) under the clamping plate (62) so that the anchoring steel bar (63) passes through the sealing ring (65)(64) to complete the snap ring (631) and the sealing ring (65)(64) to be aligned and engaged; at the same time, pre-fix the reinforcing bar (41) of the circumferentially arranged steel bar (63) between the segment and the foundation (1); S6, Grouting consolidation layer (4) of the outer interlayer of the pipe segment: Grouting material is injected into the shield tail gap between the outer side of the lining pipe segment (2) and the foundation (1) to cover the anchoring connection mechanism (6), reinforcing bar (41), sealing ring (65)(64) and L-shaped steel plate. After the grout is solidified, the grouting consolidation layer (4) is formed. S7. Casting the inner lining (3) layer inside the lining segment (2): Clean the debris from the joints inside the segment, cast the inner lining (3) layer in place on the inner ring of the lining segment (2), and level the inner wall surface.

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