Ultra-deep assembled diaphragm wall structure system, vertical splicing and construction method

Abstract

The super-deep assembled diaphragm wall structure system, vertical splicing and construction method of the present application are applied to the technical field of super-deep diaphragm wall, the segment wall is a hollow wall, and the segment walls of single wall unit are connected together by prestressed tendons; the splicing method comprises connecting, tensioning and anchoring the segment walls by prestressed tendons; the construction method comprises segment wall splicing, positioning, temporary suspension technology and grouting process; the present application can bear the water and soil pressure of super-deep buried depth, has strong bending resistance, shear resistance and crack resistance, large strength and rigidity, effectively reduces the wall deformation, and has superior anti-permeability performance; the diaphragm wall adopts modular division, standardized design, factory production and assembly construction, and the segment wall is a hollow section, which effectively improves the wall quality, reduces the concrete consumption, shortens the construction period, reduces the site operation personnel, reduces the safety risk of site construction, and realizes the development needs of reliable quality, economic saving and low-carbon environmental protection.

Description

Technical Field

[0001] This invention relates to the field of ultra-deep diaphragm wall technology, and particularly to ultra-deep prefabricated diaphragm wall structural system, vertical splicing and construction methods. Background Technology

[0002] Diaphragm walls are a type of deep foundation or underground structure primarily used for waterproofing, seepage prevention, load-bearing, or support in underground engineering. They consist of a row of closely connected plain concrete or reinforced concrete slabs, forming a wall that extends deep underground to block groundwater and soil. The construction method for diaphragm walls mainly includes trench excavation, joint construction, and concrete pouring. Diaphragm walls are widely used as support structures in large underground projects such as subway stations, basements, and bridge anchorage foundations. They effectively prevent groundwater seepage, protect the safety of underground structures, and improve the utilization rate of underground space. Traditional diaphragm walls are constructed using cast-in-place concrete. Conventional cast-in-place diaphragm walls are only used as temporary support structures. After the foundation pit is completed, the underground structure sidewalls are constructed inside the diaphragm walls. Due to the poor quality of cast-in-place diaphragm walls, seepage problems are common. To meet structural stress and seepage prevention requirements, the underground structure sidewalls are generally quite thick. Furthermore, the on-site concrete pouring process used for cast-in-place diaphragm walls causes significant environmental pollution, has a long construction period, and is costly.

[0003] Prefabricated diaphragm walls are a new type of diaphragm wall structure developed in recent years. They use prefabricated components and mechanical equipment to insert prefabricated concrete slabs into the ground to form a waterproof, seepage-proof, load-bearing, or supportive diaphragm wall. Compared with traditional methods, prefabricated diaphragm walls have advantages such as shorter construction period, smaller project volume, and less environmental impact, making them one of the important technologies for underground engineering construction.

[0004] However, the current application depth of prefabricated diaphragm walls is limited. Existing prefabricated diaphragm walls do not meet the requirements for ultra-deep construction technology and still have some problems, such as quality control of precast concrete slabs, installation accuracy, water-stopping and seepage prevention, and large joint stress. These problems limit the application of ultra-deep prefabricated diaphragm wall technology.

[0005] Ultra-deep diaphragm walls refer to diaphragm walls buried at depths exceeding 30 meters. For ultra-deep underground environments, existing prefabricated diaphragm walls are insufficient. Due to the immense pressure from water and soil at such depths, thin walls are detrimental to structural strength. Prefabricated diaphragm walls with conventional thicknesses are prone to cracking, deformation, and joint failure, failing to meet structural requirements. Therefore, increased wall thickness is necessary. However, increasing thickness requires larger trenches and more concrete, potentially doubling the thickness at greater depths. This significantly increases the amount of steel reinforcement, workload, and construction costs, making it uneconomical. Furthermore, the immense water and soil pressure at ultra-deep depths makes existing prefabricated diaphragm walls susceptible to joint failure, leading to more widespread seepage and requiring more stringent joint connections. Therefore, existing prefabricated diaphragm walls are unsuitable for ultra-deep environments. Summary of the Invention

[0006] The purpose of this invention is to overcome the shortcomings of existing prefabricated diaphragm walls in meeting the structural stress requirements of ultra-deep environments. This invention provides an ultra-deep prefabricated diaphragm wall structural system, vertical splicing, and construction method. This structural system can withstand the water and soil pressure at extremely deep burial depths, is suitable for ultra-deep environments of 30-50m underground, has strong crack resistance and strength to prevent wall cracking, strong shear resistance and stiffness to prevent wall deformation, good fatigue resistance, and better durability. Simultaneously, construction reduces the amount of steel and concrete used, saving costs.

[0007] To achieve the above-mentioned objectives, the present invention provides the following technical solution:

[0008] The ultra-deep prefabricated diaphragm wall structure system includes wall units, which are formed by vertically splicing several wall segments with prestressed tendons. The wall segments have a cavity structure, and the prestressed tendons are placed in the corresponding prestressed ducts of each wall segment. Prestressed ducts are buried on both sides of the cavity structure. The prestressed tendons are integrated with each wall segment through grouting in the prestressed ducts, and both ends of the prestressed tendons are anchored to the ultra-deep prefabricated diaphragm wall structure system.

[0009] Existing prefabricated diaphragm walls cannot withstand the water and soil pressure in ultra-deep environments, and the wall structure is prone to damage. However, this solution adopts a wall structure with a cavity structure, forming a hollow wall, which is beneficial for the prestressing effect. Moreover, because the prestressing effect can be better utilized, the amount of steel reinforcement in the segmental wall can be reduced. Furthermore, the hollow wall is thicker than its equivalent solid wall structure. For ultra-deep underground environments, the flexural stiffness of the hollow wall is greater than that of a diaphragm wall of the same thickness, thus enabling it to withstand the water and soil pressure at ultra-deep burial depths. It is suitable for ultra-deep environments of 30-50m underground. Therefore, the hollow wall of this application can reduce the amount of steel and concrete used while ensuring the stress requirements, and also reduce the amount of on-site poured concrete, shorten the on-site construction period, and save costs. The hollow wall structure employs prestressed tendons to connect the upper and lower segmental walls layer by layer, ensuring a tighter connection at the horizontal joints and guaranteeing the connection strength and joint quality between adjacent segments. Simultaneously, the prestressed tendons are integrated within the structural system through grouting, acting as load-bearing reinforcement. By applying prestress vertically, the structure can resist pressure through internal prestress, thus improving its overall load-bearing capacity. The prestressed wall structure maintains a constant compressive stress state, enhancing its crack resistance. Due to the internal compressive stress, lateral bending is more difficult, further improving the structural system's bending resistance. Therefore, this structural system is less prone to cracking and deformation, exhibiting good fatigue resistance and superior durability. Furthermore, the layered application of prestressed tendons results in a tighter connection between upper and lower segmental walls, indirectly enhancing the waterproofing effect and improving the overall impermeability of the structural system.

[0010] In a preferred embodiment of the present invention, the hollowness of the segmental wall formed by the cavity structure is ≥30%.

[0011] In a preferred embodiment of the present invention, at least two prestressing tendons are sequentially connected by a prestressing connector to form a prestressing tendon assembly. The prestressing tendon assembly is connected to the lower part of the wall unit via an anchoring end. The upper part of the wall unit is provided with a tensioning end for tensioning the corresponding prestressing tendon assembly. The prestressing connector is located at the horizontal joint between adjacent vertical wall segments to facilitate the construction operation of connecting the prestressing connector and the prestressing tendon.

[0012] In a preferred embodiment of the present invention, a shear key is provided at the horizontal joint between vertically adjacent segmental walls. The shear key is used to restrict the lateral relative movement between vertically adjacent segmental walls. The horizontal joint between vertically adjacent segmental walls is also coated with epoxy resin.

[0013] In a preferred embodiment of the present invention, a temporary fixing member is provided at the horizontal joint of the adjacent segment wall. The temporary fixing member is anchored to the side wall of the segment wall corresponding to the horizontal joint. The side wall of the segment wall corresponding to the horizontal joint has a recessed groove. The temporary fixing member includes a fixing plate. One end of the fixing plate is anchored to the segment wall by shear nails. The other end of the fixing plate is embedded in the groove and fixed to another adjacent segment wall by a locking member. A connecting hole is provided on the inner wall of the groove to connect with the locking member. Since the fixing plate is first anchored to the upper and lower joint of one segment wall and then fixed to another adjacent segment wall by the locking member, the temporary fixing member can ensure the stability of the segment walls of the adjacent layers and prevent displacement or tilting during hoisting or installation. It also improves construction safety. At the same time, in order to avoid the locking member protruding from the segment wall and causing scratches to the groove wall during the segment wall sinking process, a groove for a matching perforated steel plate is provided on the upper segment wall. A connecting hole is provided on the inner wall of the groove, which cooperates with the locking member to connect the fixing plate and the upper segment wall.

[0014] In a preferred embodiment of the present invention, the inner wall of the cavity structure is provided with lifting lugs; the lifting lugs provide a lifting position inside the segmental wall, facilitating lifting and installation during construction. The lifting lugs are installed on the inner wall, which is a concealed position of the wall, reducing the impact on the structural system. Moreover, grouting pipes are provided at both ends of the segmental wall, which are used to inject grout into the bottom of the wall unit. At least part of the grouting pipes are detachably connected to the hanger rods, eliminating the need to add additional lifting holes connected to the hanger rods on the segmental wall, thereby better ensuring the strength of the segmental wall.

[0015] In a preferred embodiment of the present invention, the upper end of the boom is provided with a joint, and the boom is connected to another boom through the joint. The lower part of the boom is provided with a snap-fit ​​structure, the outer diameter of which can be extended and retracted radially along the boom. The lower part of the outer side of the snap-fit ​​structure is inclined toward the boom. The grouting pipe is provided with an enlarged aperture section, and a cylindrical structure can be placed inside the grouting pipe. The cylindrical structure can move along the length of the grouting pipe. The upper part of the cylindrical structure is provided with an annular inner convex edge, which forms a slot. A telescopic spring is provided inside the cylindrical structure. The bottom of the telescopic spring is connected to the cylindrical structure, and the top of the telescopic spring is connected to the bottom of the boom. The snap-fit ​​structure has an extended state and a retracted state relative to the boom: when the snap-fit ​​structure is in the extended state, the top of the snap-fit ​​structure abuts against the top of the enlarged aperture section.

[0016] When the snap-fit ​​structure is in the retracted state, the lower end of the rod passes through the slot and extends into the cylindrical structure. The snap-fit ​​structure is located inside the cylindrical structure, and the top of the snap-fit ​​structure abuts against the bottom of the convex edge. The side wall of the cylindrical structure is provided with several through holes, which are corresponding to the snap-fit ​​structure. The cylindrical structure abuts against the grouting pipe in the direction towards the bottom of the grouting pipe.

[0017] When in use, if a hanger needs to be placed inside the grouting pipe, the hanger is inserted into the grouting pipe of the first segment wall and slowly slid down to the bottom of the grouting pipe. During the sliding process, the inner wall of the grouting pipe restricts the unfolding of the snap-fit ​​structure. When the snap-fit ​​structure slides to the position of the enlarged hole section, the snap-fit ​​structure automatically pops open. The extended diameter of the snap-fit ​​structure is larger than the inner diameter of the grouting pipe. At this time, when the hanger is lifted upward, the snap-fit ​​structure locks into the top position of the enlarged hole section, providing anchoring force. At this time, the snap-fit ​​structure is in the unfolded state.

[0018] When it is necessary to detach the boom from the corresponding grouting pipe, squeeze the boom downwards to compress the telescopic spring inside the cylindrical structure, allowing the snap-fit ​​structure to enter the cylindrical structure. The top of the snap-fit ​​structure abuts against the bottom of the protruding edge. Then, lift the boom upwards and loosen the joints in sections. After all the booms have been pulled out of their corresponding grouting pipes, press the snap-fit ​​structure through the through hole on the side wall of the cylindrical structure while simultaneously pulling the boom outwards, so that the snap-fit ​​structure is pulled out of the cylindrical structure for easy use in the next hoisting operation, thus completing the boom retrieval.

[0019] The vertical splicing method for the ultra-deep prefabricated diaphragm wall structure system, which forms the aforementioned ultra-deep prefabricated diaphragm wall structure system, includes the following steps:

[0020] S1. Place prestressing tendons into the prestressing ducts of the segment wall, and set anchoring ends at the bottom of the segment wall and seal them to anchor the prestressing tendons. The prestressing tendons are located in the side wall of the segment wall.

[0021] S2. A hanger is placed inside at least a portion of the grouting pipe, the grouting pipe being used to inject grout into the bottom of the wall unit;

[0022] S3. Use lifting equipment to connect the boom and lugs, and use the boom and lugs to lift and lower the wall segment into the trench. When the wall segment is lowered to a height of 0.4m-0.7m above the top of the trench, use a temporary suspension device to suspend the wall segment, and detach the lifting equipment from the boom and lugs respectively.

[0023] S4. Then, hoist and install the new segment wall, so that the new segment wall and the installed segment wall are connected, and extend the corresponding hangers and prestressed tendons. Apply epoxy adhesive to the horizontal joint between the new segment wall and the installed segment wall, and use temporary fasteners to temporarily connect the new segment wall and the installed segment wall. The new segment wall is located above the installed segment wall, and the lifting lugs are set on the inner wall of the cavity structure.

[0024] S5. Use the lifting equipment to connect the boom and the lugs, release the temporary suspension device, and use the boom and the lugs to lift and lower the new segment wall and the installed segment wall into a whole. When the top of the new segment wall is 0.4m-0.7m higher than the top of the trench section (16), use the temporary suspension device to suspend the new segment wall, and separate the lifting equipment from the boom and the lugs respectively.

[0025] S6. Repeat steps S4 and S5 until all segmental walls in the wall unit are lowered to the predetermined installation position in the trench using the lifting rods and lugs;

[0026] S7. Tension and fix the prestressing tendons at the top of the uppermost segment wall, then grout the prestressing ducts, and detach the lifting equipment from the lifting rod and lifting lugs respectively, and detach the lifting rod from the corresponding grouting pipe.

[0027] First, using segmental walls with a hollow structure helps save on concrete and steel reinforcement, thus reducing hoisting risks. Second, sequential hoisting of the segmental walls ensures accurate alignment between upper and lower segments. By inserting prestressing tendons and applying prestress, the tendons not only ensure the connection between upper and lower segmental walls within the structural system but also serve as load-bearing reinforcement. Since the prestressing tendons are located between the inner wall of the hollow structure and the segmental walls, they are positioned at the midpoint of the wall thickness, with a certain eccentricity from the center of the wall section. This allows the prestressing tendons to better exert their prestressing effect within the hollow wall structure, thereby enhancing the connection stability and strength between adjacent segmental walls. The arrangement of the stress tendons is also more economical and reasonable. At the same time, because the trench is filled with mud and water, the buoyancy of the segment wall is greater when the hollow wall is lowered, which can reduce the construction hoisting load. Moreover, by suspending the segment wall through a temporary suspension device, the hoisting equipment can be continuously connected or disconnected from the lifting rod and lifting lug during the assembly process. This provides construction conditions for connecting the new segment wall with the installed segment wall and for correspondingly extending the lifting rod and prestressing tendons. In addition, each time the segment wall is lowered to a position where the top of the wall is 0.4m-0.7m above the top of the trench, it is convenient for construction personnel to extend the lifting rod and prestressing tendons, and it is also convenient for construction personnel to control the accuracy of the connection between the upper and lower segment walls.

[0028] In a preferred embodiment of the present invention, the vertical splicing method of the ultra-deep prefabricated underground continuous wall structure system of this application includes the suspension rods of this application:

[0029] In step S2, placing the hanger rod inside the grouting pipe specifically involves:

[0030] The boom is inserted into the grouting pipe of the first segment wall to be installed, and slides down to the bottom of the grouting pipe. During the sliding process, the inner wall of the grouting pipe restricts the unfolding of the snap-fit ​​structure. When the snap-fit ​​structure slides to the position of the enlarged hole section, the snap-fit ​​structure pops open. The diameter of the snap-fit ​​structure is larger than the inner diameter of the grouting pipe. At this time, when the boom is lifted upward, the snap-fit ​​structure locks into the top position of the enlarged hole section, providing anchoring force.

[0031] In step S7, disengaging the hanger from the corresponding grouting pipe specifically involves:

[0032] Squeeze the rod downwards to compress the telescopic spring inside the cylindrical structure, allowing the snap-fit ​​structure to enter the cylindrical structure. The top of the snap-fit ​​structure abuts against the bottom of the convex edge. Then lift the rod upwards and loosen the joint in sections. After all the rods have been pulled out of their corresponding grouting pipes, press the snap-fit ​​structure through the through hole on the side wall of the cylindrical structure while simultaneously pulling the rods outwards, so that the snap-fit ​​structure is pulled out of the cylindrical structure.

[0033] The above solution allows for easy connection or disconnection between the boom and the corresponding grouting pipe simply by lowering or pressing the boom to the predetermined position. The boom is convenient for lifting segmental walls, and its length can be adjusted via joints, increasing the flexibility of the entire hoisting structure. It is also suitable for walls of different heights. The boom facilitates the lowering of segmental walls, reducing the need for specialized equipment. Furthermore, the reusability of the boom saves costs.

[0034] The temporary suspension device includes a three-dimensional jack and a bracket. The three-dimensional jack supports the bracket, and the bracket is connected to the corresponding segment wall.

[0035] When suspending the corresponding segment wall using a temporary suspension device, a three-dimensional jack is placed on the ground surface of the trench section. Brackets and bolts are installed on the side of the corresponding segment wall, and the brackets are installed on the corresponding segment wall using bolts. The brackets are placed on the three-dimensional jacks, and the bottom of the three-dimensional jacks is fixed to the ground surface of the trench section using anchor bolts. The three-dimensional jacks can perform vertical and horizontal leveling of the corresponding segment wall.

[0036] When removing the temporary suspension device, remove the corbels and bolts on the side of the corresponding wall segment.

[0037] In a preferred embodiment of the present invention, the construction method of the above-mentioned ultra-deep prefabricated diaphragm wall structure system further includes:

[0038] This application also discloses a construction method for an ultra-deep prefabricated diaphragm wall structure system, comprising the following steps:

[0039] A1. During construction, a trench section is formed, and a layer of crushed stone is laid at the bottom of the trench section to level it;

[0040] A2. Assemble, lower, and install wall panels according to the vertical splicing method of the ultra-deep prefabricated underground continuous wall structure system of this application;

[0041] A3. Repeat step A2 until all wall units in the trench section are installed, and backfill the wall side joints between the wall units and the side walls of the trench section with graded sand and gravel.

[0042] A4. Grout is injected into the vertical joint between adjacent wall units through at least a portion of the grouting pipes pre-embedded in the segmental wall to form a sealed vertical joint;

[0043] A5. Grouting is performed on the bottom and side joints of the wall unit by at least a portion of the grouting pipes pre-embedded in the segmental wall to complete the construction of the prefabricated diaphragm wall in a trench segment.

[0044] By creating trenches, a construction area for segmental walls is formed, facilitating the construction of the structural system. The vertical splicing method of the ultra-deep prefabricated diaphragm wall structural system of this application is used to splice, lower, and install wall panels, achieving wall panel installation. Grout is injected into the vertical joints between adjacent wall panels through grouting pipes pre-embedded in the segmental walls, forming a sealed vertical joint. Through grouting, the prestressed tendons are integrated with the structural system inside the wall, and adjacent segmental walls are joined at the joints between the walls. Grout is applied at the bottom and side joints of the wall. The liquid can fill the gaps between soil and gravel particles, forming a high-strength bond with the soil and gravel particles, thus connecting the entire structural system with the surrounding soil as one, sharing the load and forming a stable support structure. The structural system has better wall quality, avoiding quality defects such as mud inclusion, broken walls, and honeycomb, and can also solve the problems of anti-surge and anti-seepage at the wall-soil interface. At the same time, grouting is performed on the bottom and side joints of the wall unit through grouting pipes embedded in the segmental wall. Grouting by pressure grouting can ensure the quality of grouting.

[0045] Compared with the prior art, the beneficial effects of the present invention are as follows:

[0046] 1. This structural system forms a hollow wall, which is conducive to the role of prestressing and can reduce the amount of steel reinforcement in the segmental wall. For ultra-deep underground environments, the bending stiffness of this hollow wall is greater than that of a diaphragm wall of the same thickness, thus it can withstand the water and soil pressure at ultra-deep burial depths. It is suitable for ultra-deep environments of 30-50m underground, and reduces the amount of steel and concrete used while ensuring the stress requirements, thus saving costs. The hollow wall structure employs prestressed tendons to connect the upper and lower segmental walls layer by layer, ensuring a tighter connection at the horizontal joints and guaranteeing the connection strength and joint quality between adjacent segments. Simultaneously, the prestressed tendons are integrated within the structural system through grouting, acting as load-bearing reinforcement. By applying prestress vertically, the structure can resist pressure through internal prestress, thus improving its overall load-bearing capacity. The prestressed wall structure maintains a constant compressive stress state, enhancing its crack resistance. Due to the internal compressive stress, lateral bending is more difficult, further improving the structural system's bending resistance. Therefore, this structural system is less prone to cracking and deformation, exhibiting good fatigue resistance and superior durability. Furthermore, the layered application of prestressed tendons results in a tighter connection between upper and lower segmental walls, indirectly enhancing the waterproofing effect and improving the overall impermeability of the structural system.

[0047] 2. This construction method helps save on concrete and steel reinforcement usage, thus reducing hoisting risks. Furthermore, by hoisting the segmental walls sequentially, accurate alignment of the upper and lower segmental walls can be ensured. By inserting prestressing tendons and applying prestress, the prestressing tendons within the structural system not only ensure the connection between the upper and lower segmental walls but also serve as load-bearing reinforcement. Because the prestressing tendons are positioned at the midpoint of the segmental wall's thickness, with a certain eccentricity from the center of the wall section, the prestressing tendons can better exert their prestressing effect within the hollow wall structure, thereby enhancing the connection stability and strength between adjacent segmental walls. The arrangement of the prestressing tendons is also more... This design is economical and reasonable. Furthermore, due to the hollow wall structure, the buoyancy of the segmental wall is greater during lowering, reducing the construction hoisting load. Moreover, suspending the segmental wall via a temporary suspension device allows the hoisting equipment to continuously connect or disconnect from the lifting rods and lugs during assembly, facilitating the connection between new and existing segmental walls and providing construction conditions for extending the lifting rods and prestressing tendons. Each time, the segmental wall is lowered to a position 0.4m-0.7m above the top of the trench, making it easier for construction personnel to extend the lifting rods and prestressing tendons, and also facilitating the control of the accuracy of the connection between the upper and lower segmental walls. Attached Figure Description

[0048] Figure 1 This is a top view of the ultra-deep prefabricated underground continuous wall structure system of the present invention.

[0049] Figure 2 This is a second top view of the ultra-deep prefabricated underground continuous wall structure system of the present invention.

[0050] Figure 3 This is a three-view top view of the ultra-deep prefabricated underground continuous wall structure system of the present invention.

[0051] Figure 4 This is a schematic diagram of the lifting lugs of the present invention.

[0052] Figure 5 This is a schematic diagram of the shear key of the present invention.

[0053] Figure 6 This is a cross-sectional view of the prestressed tendon arrangement of the structural system of the present invention.

[0054] Figure 7 This is an elevation view of the temporary fixing component at the horizontal joint between the upper and lower wall segments in this invention.

[0055] Figure 8 This is an elevation view of the temporary fastener connection at the horizontal joint between the upper and lower wall segments in this invention.

[0056] Figure 9 This is a cross-sectional view of the temporary fastener connection at the horizontal joint between the upper and lower wall segments in this invention.

[0057] Figure 10 This is a schematic diagram of the installation, operation, and recovery process of the boom of the present invention, wherein (a) is a schematic diagram of the boom lowering and installation construction, (b) is a schematic diagram of the boom hoisting operation, (c) is a schematic diagram of the boom pressing down the buckle structure, and (d) is a schematic diagram of the boom being pulled out and recovered.

[0058] Figure 10-1 Appendix to this invention Figure 10 A magnified view of a portion of the image, where (a) is an appendix. Figure 10 (a) is an enlarged schematic diagram of part A in the middle; (b) is an appendix. Figure 10 Enlarged schematic diagram of section B, (c) is attached. Figure 10 Enlarged schematic diagram of section C; (d) is an appendix Figure 10 Enlarged schematic diagram of section D in the middle.

[0059] Figure 11 This is a schematic diagram of the sinking of the first segment wall in this invention.

[0060] Figure 12 This is a schematic diagram of the connection between the first segment wall and the second segment wall in this invention.

[0061] Figure 13 This is a schematic diagram of the installation of the last segment wall in this invention.

[0062] Figure 14 This is a schematic diagram of the multi-layer segmental wall being lowered together in this invention.

[0063] Figure 15 This is a schematic diagram illustrating the process of trenching, hole cleaning, and backfilling with crushed stone to level the bottom of the trench in the structural system of this invention.

[0064] Figure 16 This is a construction diagram of the structural system in this invention.

[0065] Figure 17 This is a longitudinal sectional view of the snap-fit ​​structure of the present invention.

[0066] Figure 18 This is a three-dimensional schematic diagram of the connecting shaft and the tube groove of the present invention (the tube groove is arranged vertically).

[0067] Figure 19 This is a three-dimensional schematic diagram of the connecting shaft and the tube groove of the present invention (the tube groove is inclined).

[0068] Figure 20 This is a top view of the snap-fit ​​structure of the present invention.

[0069] Markings in the diagram: 1-Segmental wall, 2-Cavity structure, 3-Prestressed duct, 4-Tongue, 5-Groove, 6-Grouting pipe, 7-Hanging rod, 8-Lifting lug, 9-Leak-proof joint, 10-Enlarged bore section, 12-Connecting hole, 13-Horizontal joint, 14-Shear key, 16-Groove section, 17-Crushed stone layer, 18-Vertical joint, 19-Side joint, 101-Joint, 102-Snap-fit ​​structure, 103-Cylindrical structure, 104-Telescopic spring, 105-Protruding edge, 106-Through hole, 107 - Slot, 20- Temporary fastener, 201- Slot opening, 202- Fixing plate, 203- Locking component, 204- Shear stud, 205- Connecting hole, 31- Prestressed tendon assembly, 301- Prestressed tendon, 302- Anchoring end, 303- Prestressed connector, 304- Tensioning end, 71- Inner cavity, 72- Support seat, 73- Snap-on support block, 74- Elastic component, 75- Track hole, 76- Limiting part, 77- Outer surface, 78- Connecting shaft, 79- Fixing plate, 710- Pipe groove. Detailed Implementation

[0070] The present invention will be further described in detail below with reference to experimental examples and specific embodiments. However, this should not be construed as limiting the scope of the above-mentioned subject matter of the present invention to the following embodiments; all technologies implemented based on the content of the present invention fall within the scope of the present invention.

[0071] Example 1

[0072] Please refer to Figures 1-3 This embodiment provides an ultra-deep prefabricated underground continuous wall structure system. This system includes several prefabricated segmental walls 1 embedded underground. These segmental walls 1 are prefabricated in a factory, resulting in good wall quality. They can be used directly as the outer walls of the underground structure or permanently integrated with the side walls of the underground structure to form a two-wall combined structure. The planar layout of the structure system includes straight, arc, polygonal, or circular shapes. The number of segments 1 is at least two layers, specifically determined by the trench depth and the height of the segmental walls 1. Each layer has 3-5 segmental walls 1 hoisted into place. The segmental walls 1 are hollow walls, and prestressing is applied to the upper and lower layers of segmental walls 1 by anchoring them with prestressed tendons 301.

[0073] The structural system layout in this embodiment can meet various application conditions and engineering requirements, thus expanding its application scope. The system employs a hollow wall structure, using prestressed tendons 301 for layer-by-layer and layer-by-layer connections. This ensures tighter connections at the horizontal joints 13 of each segment wall 1, guaranteeing the connection strength between adjacent segments and ensuring joint quality. The prestressed tendons 301 are integrally formed within the structural system through casting, and also serve as load-bearing reinforcement, improving the overall load-bearing capacity. This enhances both the crack resistance and bending resistance of the structural system. Consequently, the system is less prone to cracking and deformation, exhibiting good fatigue resistance, improved durability, and enhanced impermeability. The segment wall 1 can serve directly as the outer wall of the underground structure or be connected to the side walls of the underground structure via pre-embedded connectors. Therefore, the thickness of the underground structure side walls does not need to be excessive, indicating that combining the two walls reduces the amount of internal wall work and lowers costs.

[0074] In this embodiment, the wall thickness of segmental wall 1 is 1.0m to 3.0m. While meeting the thickness limitations of existing milling machine equipment, the wall thickness can be different specifications such as 1.0m, 1.2m, 1.5m, 1.8m, 2.0m, 2.5m, and 3m, while the conventional wall thickness is 0.6m to 1.0m. The hollow wall has a cavity. Due to the cavity, the wall thickness of the hollow part is 170mm to 500mm, and can be 170mm, 250mm, 300mm, 400mm, 500mm, etc. By setting the wall thickness, the structural cross-sectional size is reduced, giving the hollow segmental wall 1 better performance, while also significantly saving material usage and cost. Taking a wall thickness of 1.2m as an example, under the same load-bearing requirements, the thicker the wall, the greater the bending stiffness, the less concrete is used, and the better the economic efficiency. In terms of bending stiffness, the bending stiffness of the segmental wall 1 mentioned above is 11% to 12% greater than that of a C30 cast-in-place diaphragm wall of the same thickness. In terms of cost savings, the use of segmental wall 1 can save 43% to 53% of concrete. The bending stiffness of a 1.5m thick hollow wall can be increased by 4% to 6%, and the concrete usage can be reduced by 50% to 61%. However, the effect of solid segmental wall 1 of the same thickness and segmental wall 1 used in the underground depth of less than 30m is not as good as the application of segmental wall 1 mentioned above.

[0075] In this embodiment, the height of segmental wall 1 is 6~15m and the width is 3~6m, specifically {height, width}={6, 3; 6, 6; 15, 3; 15, 6; 9, 4; 12, 5; ...}. The above height and width settings can meet various building and engineering needs. At the same time, this setting can ensure that the wall is not too large or too small. If it is too large, it will affect the connection strength between segmental walls 1. If it is too small, it will cause cumbersome construction, more joints, and fail to meet the economic requirements. This setting can ensure a good comprehensive optimization range. Under the limitation of this height and width, the self-weight of the corresponding segmental wall 1 is ≤150t, that is, the self-weight of a single wall segment is limited to 150t, and the buoyancy of the entire structural system is ≤200t. In this way, due to the reduction of the self-weight of the segmental wall 1 itself and the large buoyancy during the installation process, the construction hoisting load can be reduced, and the construction difficulty of completing the structural system can be reduced.

[0076] In this embodiment of the segmental wall 1, the hollow wall cavity forms a wall with a hollow ratio of ≥30%, such as 30%, 40%, 50%, etc. It should be noted that, given the limitations of the self-weight of the segmental wall 1, the wall thickness, and the wall thickness of the cavity portion, the above-mentioned hollow ratio can still ensure sufficient structural strength of the wall. The cavity structure 2 of the segmental wall 1 can take various forms, as long as it can provide a certain hollow ratio. Specifically, on the cross-section of the segmental wall 1, the hole formed by the cavity, that is, the shape of the cavity structure 2 on the cross-section of the segmental wall 1, is circular, elliptical, or polygonal. Due to the adoption of various cavity shapes, it can be applied to various cavity structure 2 forms, thereby expanding the application structure of the segmental wall 1.

[0077] Please refer to Figure 4 In this embodiment, two lifting lugs 8 are provided on the inner wall of the segmental wall 1 formed by the cavity structure 2. The two lifting lugs 8 are located at the same height on both sides of the inner wall of the segmental wall 1, close to the top of the segmental wall 1. The lifting lugs 8 have connecting holes 12 for connecting slings. During hoisting, the lifting rod 7 is used as the main hoist and the lifting lugs 8 are used as the auxiliary hoist. The lifting lugs 8 provide a hoisting position inside the segmental wall 1, which facilitates hoisting and installation during construction. The lifting lugs 8 are installed on the inner wall, which is a concealed position of the wall, reducing the impact on the structural system.

[0078] Please refer to Figure 5In the structural system of this embodiment, all segmental walls 1 of the upper and lower layers are uniformly prestressed, and the segmental walls 1 of the upper and lower adjacent layers can adopt two splicing methods. Specifically, the horizontal joint 13 between the segmental walls 1 of the adjacent layers is a flat joint or a staggered joint. In this embodiment, a flat joint is adopted. The setting of the horizontal joint 13 provides different arrangement methods for the segmental walls 1, which are suitable for different construction conditions. A prestressed connector 303 and a shear key 14 are provided at the horizontal joint 13. The prestressed connector 303 is a conventional prestressed tendon 301 device. As a connecting device for the prestressed tendon 301, the prestressed connector 303 can connect the prestressed tendons 301 in the segment wall 1 of the layer above the horizontal joint 13, and can also connect the prestressed tendons 301 in the segment wall 1 of the layer below the horizontal joint 13. The shear key 14 is a structure set in a key node of a conventional building structure. In this embodiment, two types are exemplified: large toothed block and small toothed block. Grooves 5 for installing and fixing the prestressed connector 303 and the shear key 14 are preset on the top and bottom surfaces of each segment wall 1. The shear key 14 is a small shear key 14. The shear key 14 can also be set in other positions, such as setting a large toothed block shear key 14 at the position of the cavity structure 2. After installation, the prestressed connector 303 and shear key 14 can be placed into the horizontal joint 13 of the adjacent layer segment wall 1 without being exposed on the wall surface. The connector serves as the connection base for the prestressed tendons 301 at the horizontal joint 13, realizing the connection of the layered prestressed tendons 301. The shear key 14 improves the shear resistance at the horizontal joint 13, thereby strengthening the connection strength at the horizontal joint 13.

[0079] In this embodiment, the prestressing tendon 301 is a steel bar. In other embodiments, the prestressing tendon 301 can be made of threaded steel bars, steel strands, or FRP material. The prestressing tendon 301 is installed in the corresponding prestressing duct 3 of each segment wall 1, and the prestressing duct 3 runs through the top and bottom ends of the segment wall 1. The prestressing tendon 301 can also be equipped with fiber optic intelligent sensors for long-term monitoring of the stress changes of the prestress. The arrangement of the prestressing tendon 301 can be in different forms, such as straight line, broken line, and curved line. In this embodiment, steel bars are used, i.e., straight line. The arrangement of the prestressing tendon 301 on the cross section is based on the stress envelope characteristics of the entire process of construction and use of the structural system. The prestressing tendon 301 has an anchoring end 302 at the bottom of the segmental wall 1 and a tensioning end 304 at the top of the wall. The bottom anchoring adopts a pre-embedded or self-locking type. In this embodiment, the bottom end of the steel bar of the lowest segmental wall 1 is provided with an external thread, which is set to anchor with the bottom end of the segmental wall 1. In this embodiment, the bottom end of the prestressing duct 3 of the lowest segmental wall 1 is provided with a pre-embedded internal threaded connecting block, which can adopt a nut-like structure. The bottom end of the steel bar is fixed by rotation, and then the bottom of the wall is sealed. Finally, the steel bar is anchored to the bottom end of the prestressing duct 3 of the segmental wall 1. In other embodiments, other forms of structure can also be used, such as setting the bottom end of the steel bar as a hook-shaped buckle, etc.

[0080] Please refer to Figure 6 In this embodiment, the top end of the prestressing tendon 301 can be connected to the upper prestressing tendon 301 via a prestressing connector 303. The prestressing connector 303 is located at the horizontal joint 13, and the prestressing tendon 301 is located in the sidewalls on the inner and outer sides of the segmental wall 1. In other embodiments, it can also be anchored at the horizontal joint 13 via the prestressing connector 303 and a tensioning device. This configuration allows two layers of segmental walls 1 to share one prestressing tendon 301. In other embodiments, it can also be configured such that each layer of segmental wall 1 corresponds to one prestressing tendon 301, thus the horizontal joint... At point 13, prestressed connectors 303 connect different prestressed tendons 301 vertically. Thus, all the segmental walls 1 are connected together by applying prestress through the prestressed tendons 301. There are two ways to apply prestress: one is to apply prestress uniformly to each segmental wall 1 after all the segmental walls 1 are hoisted, using the prestressed tendons 301 tensioning and anchoring method; the other is to tension the prestressed tendons 301 layer by layer from bottom to top and then anchor them. The application of prestress to each segmental wall 1 is independent and will not affect the corresponding prestressed tendons 301 of the previous layer. After prestressing is applied, prestressing tendons 301 in different layers participate in the stress in the same vertical direction. The prestressing tendons 301 can be tensioned within the segmental wall 1 and inserted into the prestressing ducts 3 of the segmental wall 1 already placed in the groove, thus achieving prestressing application between the upper and lower segmental walls 1. After the prestressing tendons 301 are installed in the prestressing ducts 3 of each layer of segmental wall 1, grout is filled into the prestressing ducts 3. The grout is high-strength mortar, a conventional high-strength grouting material, which can be applied by pressure grouting. The grout forms an integral part with each layer of segmental wall 1, and both ends of the prestressing tendons 301 are anchored to the structural system. In the above scheme, the strength grade of the high-strength mortar and high-strength concrete is at least C40, with C50, C55, and C60 being the most commonly used in engineering.

[0081] Please refer to Figures 7-9In this embodiment, after installation, the horizontal joint 13 of the segmental wall 1 of adjacent layers opens. A temporary fastener 20 is provided at this horizontal joint 13, embedded in the side wall of the segmental wall 1 corresponding to the horizontal joint 13. The temporary fastener 20 includes a fixing plate 202, shear studs 204, and a locking member 203. In this embodiment, the locking member 203 can be a bolt, nut, or other structure. A slot 201 is provided at the corresponding side wall position of the upper layer at the horizontal joint 13 of the adjacent layer segmental wall 1, thus forming a space for embedding the fixing plate 202. The slot 201 is formed by a recess in the side wall of the upper layer segmental wall 1, and the fixing plate 202 is anchored at the corresponding position of the slot 201 at the top of the adjacent layer segmental wall 1. The top of the 02 is embedded in the groove 201, and the bottom of the fixing plate 202 is anchored to the segment wall 1 by shear nails 204. The top of the fixing plate 202 is fixed to the adjacent upper segment wall 1 by locking member 203, specifically fixed at the groove 201 position of another segment wall 1. Due to the setting of the groove 201, the locking member 203 can be prevented from protruding from the side wall and will not affect the lowering of the segment wall 1. Since the fixing plate 202 is first anchored to the upper and lower joint of one segment wall 1 and then fixed to the adjacent segment wall 1 by locking member 203, the temporary fixing member 20 can ensure the stability of the segment wall 1 of the adjacent layer, prevent displacement or tilting during hoisting or installation, and also improve construction safety.

[0082] The structural system of this embodiment also includes grouting pipes 6. There are four types of grouting pipes 6 within the structural system: grouting pipes 6 for grouting into each prestressed duct 3, grouting pipes 6 for grouting into the vertical joint 18 of the tenon 4 and groove 5, grouting pipes 6 for grouting into the bottom of the structural system, and grouting pipes 6 for grouting into the side joint 19 of the structural system. Each grouting pipe 6 is pre-embedded in the segment wall 1 during prefabrication. Each grouting pipe 6 is connected at the upper and lower segments using leak-proof joints 9. Each grouting pipe 6 has a grouting port at the uppermost segment wall 1 and a grout outlet at the bottom of the lowermost segment wall 1, at the vertical joint 18. The prestressed ducts 3 of each segment wall 1... Grout outlets are provided at the bottom and side walls. Specifically, the grout outlets are located at the end face of the joint of the segment wall 1 at the vertical joint 18, at the bottom of the lowest segment wall 1, and on the side walls of each segment wall 1 and at the bottom inner wall of the prestressed duct 3 corresponding to the bottom. In particular, the grouting pipes 6 are arranged horizontally along the side walls or the bottom of the segment wall 1. The horizontally arranged grouting pipes 6 have multiple grout outlet holes at intervals and grout outlets at corresponding positions on the side walls and bottom of the segment wall 1. In this way, grout can be transported to the prestressed duct 3, the vertical joint 18, the bottom and side walls of the prefabricated continuous wall through four different grouting pipes 6.

[0083] In this embodiment, adjacent segmental walls 1 on the same floor are connected by a special joint 101. This joint 101 can be a non-rigid joint or a rigid joint. The non-rigid joint can be a cast-in-place pile joint 101 or a socket joint 101. The rigid joint can be a steel pipe interlocking joint 101, a tie-anchoring joint 101, or a CT-type joint 101. This embodiment uses a socket joint 101. The socket joint 101 includes a tenon 4 and a groove 5. The tenon 4 and the groove 5 serve as the connecting ends of the segmental walls 1. The protruding part of the tenon 4 and the recessed part of the groove 5 are both arranged along the height direction of the segmental walls 1, thus connecting adjacent segmental walls 1 by matching the tenon 4 and the groove 5.

[0084] In summary, the ultra-deep prefabricated diaphragm wall structure system described in this embodiment can withstand the water and soil pressure at extremely deep burial depths, has strong bending, shear, and crack resistance, high strength and stiffness, effectively reduces wall deformation, and has excellent impermeability. The diaphragm wall adopts modular division, standardized design, factory production, and prefabricated construction, and the segmental walls have hollow cross sections, which effectively improves the quality of the wall body, reduces the amount of concrete used, shortens the on-site construction period, reduces on-site workers, and reduces on-site construction safety risks, thus achieving the development needs of reliable quality, economic efficiency, and low carbon and environmental protection.

[0085] Example 2

[0086] This embodiment provides a vertical splicing method for an ultra-deep prefabricated diaphragm wall structure system, completing the ultra-deep prefabricated diaphragm wall structure system in Embodiment 1. Taking 3 floors as an example, the number of floors can be 2 in other embodiments. When the number of floors is 2, the assembly construction only includes the first segment wall 1 and the second segment wall 1 in S1-S3. Once the splicing is completed, the construction of the structure system of all floors is completed.

[0087] Please refer to Figure 10Since a lifting rod 7 is used for hoisting the segmental wall 1 during vertical splicing, the lifting rod 7 will be explained first. To cooperate with the lifting rod 7, at least two of the grouting pipes 6 in this embodiment are also designed with special enlarged aperture sections 10. This specially designed grouting pipe 6 serves as a hoisting hole. The hoisting hole has an enlarged diameter near the bottom, while maintaining its original diameter at the bottom. The diameter of the lifting rod 7 is slightly smaller than the diameter of this hoisting hole. During hoisting, the lifting rod 7 is placed inside this hoisting hole, thus allowing the grouting pipe 6 to also serve as a structure for placing and detachably connecting the lifting rod 7. The lifting rod 7 is a rod-shaped structure made of steel. The lifting rod 7 has a top end and a bottom end; the top end serves as the hoisting operation end, and the bottom end serves as the suspension end connected to the segmental wall 1. The boom 7 is a retractable structure. The latching structure 102 has two states relative to the boom 7: extended and retracted. The latching structure 102 is used to engage with the radially enlarged section of the hole in the segment wall 1 when extended, and to be pulled out of the hole in the segment wall 1 when retracted. The radially enlarged section is the hole diameter enlargement section 10. The suspension end of the boom 7 has a latching structure 102 on the side near the end. This latching structure 102 is a wedge-shaped structure with a wide upper part and a flat upper part. This upper part is used to engage with the hole diameter enlargement section 10 of the hoisting hole. The bottom end of the wedge-shaped structure is hinged to the bottom end of the boom 7, and the wedge-shaped structure has an internal spring in the radial direction. Thus, the latching structure 102... 2. The built-in spring can be compressed under the action of lateral force to maintain the retracted state, and the buckle structure 102 can be deployed under the action of the built-in spring when there is no lateral force; the bottom end of the suspension end of the rod 7 is provided with a cylindrical structure 103, the diameter of which is slightly smaller than the inner diameter of the hoisting hole. The cylindrical structure 103 is provided with a telescopic spring 104 in the axial direction. By compressing the telescopic spring 104, the cylindrical structure 103 can move axially relative to the bottom end of the rod 7. The inner edge of the top end of the cylindrical structure 103 is provided with a protruding edge 105, which is used to lock the outer edge of the top end of the buckle structure 102 when the buckle structure 102 is retracted. The cylindrical structure 103 is also provided with a through hole 106 on its side, which is used after the lifting rod 7 is pulled out of the lifting hole. The through hole 106 is used to press the buckle structure 102, and the buckle structure 102 continues to shrink its radial dimension, so that the buckle structure 102 and the top of the cylindrical structure 103 are separated, thereby allowing the buckle structure 102 to come out of the cylindrical structure 103, while the cylindrical structure 103 returns to its initial position in the axial direction.

[0088] In the above scheme, both the snap-fit ​​structure 102 and the cylindrical structure 103 are made of high-strength steel.

[0089] like Figures 17-20As shown, specifically, the boom 7 has an inner cavity 71 located at the snap-fit ​​structure 102. The snap-fit ​​structure 102 includes a support seat 72, which is located inside the inner cavity 71. Several snap-fit ​​support blocks 73 are arranged circumferentially on the outer side of the support seat 72. An elastic element 74 is connected between the snap-fit ​​support blocks 73 and the support seat 72. The elastic element 74 is used to provide a restoring force for the snap-fit ​​support blocks 73 to move radially away from the support seat 72 along the boom 7. The boom 7 has a track hole 75 for the snap-fit ​​support blocks 73. The snap-fit ​​support blocks 73 are installed in the track hole 75 and can slide in the track hole 75 radially along the boom 7. A limiting part 76 is provided on the snap-fit ​​support block 73. The limiting part 76 can abut against the cavity wall of the inner cavity 71. The lower part of the outer side surface 77 of the snap-fit ​​support block 73 is inclined toward the support seat 72, forming at least a portion of the inclined surface. More specifically, the support base 72 includes a connecting shaft 78 arranged along the length of the suspension rod 7. At least a portion of the connecting shaft 78 is located within the inner cavity 71. Fixed discs 79 are connected to both the upper and lower ends of the connecting shaft 78. The fixed discs 79 are all connected to the inner wall of the suspension rod 7. The connecting shaft 78 is connected to the elastic element 74. In the above embodiment, the elastic element 74 is preferably a spring. When the latching structure 102 is in the retracted state, the elastic element 74 is in a compressed state.

[0090] The snap-fit ​​structure 102 has two states relative to the hanger 7: extended and retracted. The specific method of placing the hanger 7 in the grouting pipe 6 is as follows: the hanger 7 is inserted into the grouting pipe 6 and slowly slid down to the bottom of the grouting pipe 6. During the sliding process, the inner wall of the grouting pipe 6 restricts the extension of the snap-fit ​​support block 73. At this time, the elastic element 74 is in a compressed state. When the snap-fit ​​structure 102 slides to the position of the hole enlargement section 10, the snap-fit ​​support block 73 is released from the restriction of the inner wall of the grouting pipe 6 and automatically pops open under the action of the elastic element 74. At this time, when the hanger 7 is lifted upward, the snap-fit ​​structure 102 can lock the top position of the hole enlargement section 10 to provide anchoring force. At this time, the snap-fit ​​structure 102 is in an extended state relative to the hanger 7.

[0091] When it is necessary to detach the boom 7 from the corresponding grouting pipe 6: The boom 7 is pressed downwards, compressing the telescopic spring 104 inside the cylindrical structure 103. Since the lower part of the outer side 77 of the snap-fit ​​support block 73 is inclined towards the support seat 72, the lower end of the snap-fit ​​support block 73 enters the cylindrical structure 103 first during the descent of the boom 7. During this process, the inclined surface continuously abuts against the edge of the upper slot 107 of the cylindrical structure 103, causing the snap-fit ​​support block 73 to move towards the elastic element 74 and compress the elastic element 74 until the snap-fit ​​support block 73 completely passes through the slot 107 formed by the protruding edge 105 and enters the elastic element 74. In part 74, since the convex edge 105 is annularly concave, the diameter of the space inside the cylindrical structure 103 is larger than the diameter of the slot 107. After the snap-on support block 73 is fully inserted into the cylindrical structure 103, the snap-on support block 73 will automatically open. Then, the top of the snap-on structure 102 can abut against the bottom of the convex edge 105. Then, lift the lifting rod 7 upward and loosen the joint 101 in sections. After all the lifting rods 7 are pulled out of the corresponding grouting pipes 6, press the snap-on structure 102 through the through hole 106 on the side wall of the cylindrical structure 103, and pull the lifting rods 7 outward at the same time, so that the snap-on structure 102 is pulled out of the cylindrical structure 103.

[0092] In the above scheme, a groove 710 is provided on the outside of the connecting shaft 78 for connecting the elastic element 74, wherein the groove 710 can be inclined.

[0093] The other end of the boom 7, i.e. the top of the boom 7, is also provided with a connector 101. The connector 101 is detachably connected to the boom 7. If a threaded connection is used, the boom 7 can be connected to another boom 7 through the connector 101 to extend the length of the boom 7. In this way, when multiple booms 7 are connected, the connector 101 is used to connect them at the joint to form an integral boom 7. The boom 7 can be directly clamped into the segment wall 1, which improves the convenience of construction and hoisting efficiency. Due to the setting of the enlarged aperture section 10, the boom 7 can be stably fixed to the segment wall 1, ensuring the safety of the hoisting construction process.

[0094] Please refer to Figures 11-14 The vertical splicing method in this embodiment includes:

[0095] S1. Install hangers and lifting equipment at the top of the trench. Use the lifting equipment to hoist the first section wall 1 into the trench, keeping the top of the first section wall 1 in a hoisted state and exposing the top of the first section wall 1 above the top of the trench section 16. Then transport and hoist the second section wall 1, keeping it in a vertical state, and hoist it above the first section wall 1 for alignment, leaving a construction gap between the two section walls 1. Due to the use of a hollow wall structure, it is beneficial to save concrete usage and reduce hoisting risks. By hoisting the section walls 1 one after another, it is possible to ensure that the upper and lower section walls 1 are accurately aligned.

[0096] In S1 and subsequent lifting operations, hoisting rod 7 is used to construct segment wall 1. The specific lifting process is as follows:

[0097] The lifting rod 7 extends into the segment wall 1 through the hole and is fixed in the segment wall 1 by the snap-fit ​​structure 102. Specifically, the lifting rod 7 is inserted into the grouting pipe 6 of the first segment wall 1 and slowly slides into the bottom along the grouting pipe. At this time, the grouting pipe 6 serves as a lifting hole. When the snap-fit ​​structure 102 slides to the position where the inner diameter increases, the snap-fit ​​structure 102 automatically pops open under the action of the built-in spring and is in an unfolded state. At this time, the outer edge dimension of the snap-fit ​​structure 102 is larger than the inner diameter of the grouting pipe. When the lifting rod 7 is lifted upward, the snap-fit ​​structure 102 locks into the hole diameter enlargement section 10, which plays an anchoring role.

[0098] The boom 7 is lifted by a lifting device, such as a gantry crane, a crane, or slings. The slings are connected to the lugs 8, and the boom 7 is lowered together with the boom 7 to the first section of the wall 1. After the section of the wall 1 is lifted, it is lowered into the trench section 16. When the top of the section of the wall 1 is 0.5m higher than the top of the trench section (16), the lowering is stopped. The section of the wall 1 is temporarily suspended and temporarily fixed at the opening of the trench section 16 on the ground surface. The slings of the lugs 8 are released, and then the next section of the wall 1 is lifted and installed. At this time, it is lowered into place, the second section of the wall 1 is lifted, and then another boom 7 is connected through the joint 101. At the same time, temporary fasteners 20 are used to temporarily connect and fix the horizontal joint 13. The lugs 8 are connected by slings. Then, since the length of the boom 7 has increased, the section of the wall 1 can continue to be lowered. Then, the temporary suspension and fixing devices on the ground are removed, and the next section of wall 1 is lowered down through the slings of the boom 7 and the connecting lugs 8, and the construction continues in the same manner; the section of wall 1 is lifted by the boom 7, and the length of the boom 7 can be adjusted through the joint 101, which increases the flexibility of the entire hoisting structure and can be applied to walls of different numbers of layers.

[0099] S2. Then, prestressing tendons 301 are inserted into the prestressing ducts 3 of the first and second segment walls 1 from top to bottom, so that the bottom end of the prestressing tendons 301 is fixed to the bottom end of the first segment wall 1. The anchoring method is fixed according to the structural form in Example 1. By inserting the prestressing tendons 301, the prestressing tendons 301 ensure the connection between the upper and lower segment walls 1 in the structural system and also serve as load-bearing reinforcement. Then, a prestressing connector 303 is set between the first and second segment walls 1 to connect the prestressing tendons 301 and the prestressing connector 303. Then, a shear key 14 is set between adjacent segment walls 1 at the horizontal joint 13. After setting, epoxy resin is applied to both sides of the upper and lower segment walls 1 at the horizontal joint 13. At this time, the upper and lower first and second segment walls 1 are aligned and joined together. Then, temporary fasteners 20 are used to temporarily connect and fix the joint.

[0100] Since the bottom end of the prestressing tendon 301 is already anchored to the bottom end of the wall, only the top end of the prestressing tendon 301 is tensioned. After the tension reaches the preset value, the top end of the prestressing tendon 301 is then anchored to the top end of the second segment wall 1 through anchors. This is for a structural system with two stories. In structural systems with three or more stories, after the prestressing tendons 301 are installed in the first segment wall 1 and the second segment wall 1, the prestressing tendons 301 are connected by prestressing connectors 303. The prestressing connectors 303 are fixed at the horizontal joint 13 of the first segment wall 1 and the second segment wall 1. Because the prestressing tendons 301 are arranged at a position away from the center of the wall section of the segment wall 1, the prestressing tendons 301 can better exert the prestressing effect in the hollow wall, thereby enhancing the connection stability and strength between adjacent segment walls 1. The arrangement of the prestressing tendons 301 is also more economical and reasonable.

[0101] S3. Release the temporary suspension and fixing devices, and finally lower the first and second wall segments 1 together into the trench. During the lowering process, use the lifting rods 7 and lifting lugs 8 together as described in S1. Due to the hollow structure of the wall segment, the buoyancy of the wall segment 1 is relatively large during the lowering process, which can reduce the construction hoisting load. During the lowering process of the wall segment 1, monitor its verticality at all times and make fine adjustments using the jacks placed on the ground at the 16 openings of the trench segment.

[0102] S4. According to the layering of the structural system, the corresponding segment wall 1 is lowered in order from bottom to top, and prestressing tendons 301 are inserted into the prestressing channels of the lowered segment wall 1. The bottom end of the prestressing tendon 301 is connected and fixed to the prestressing connector 303 installed above, and the prestressing tendons 301 are connected in the manner described in S2. After lowering the segment wall 1 in a layered manner and inserting the prestressing tendons 301, the prestressing tendon assembly 31 is finally prestressed uniformly, so that the prestressing tendons 301 of each layer can be interconnected at the horizontal joints and finally complete the prestressing construction of the overall structural system. At the same time, by using this method to complete the structural system, the construction can reduce the amount of steel and concrete used. Compared with the solid prefabricated wall structure that achieves the same effect, it can save 40% to 50% of steel and 20% to 40% of concrete, thereby saving construction costs.

[0103] The above-mentioned prestressing process involves uniformly tensioning the prestressing tendons 301 after hoisting. The hoisting equipment for this method is located at the top of the segmental wall 1. The installation process requires the use of a lifting rod 7, which supports the entire wall unit from the bottom. Temporary fasteners 20 are also required. The bottom end of the prestressing tendon 301 has been anchored in the manner described in Example 1. Then, the tensioning equipment is used to tension and anchor the top of the uppermost prestressing tendon 301. Finally, the prestressing tendons corresponding to the vertical adjacent segmental wall 1 are connected through the prestressing connector 303.

[0104] S5. Repeat step S4 above until all layer segment walls 1 are installed. Finally, anchor the top of the uppermost prestressed tendon 301 to the top of the structural system.

[0105] After the segmental wall 1 is placed in place and all prestressing construction is completed, the hanger 7 is pressed downwards, and the cylindrical structure 103 enters the non-variable diameter position of the hoisting hole. With continued pressing, the snap-fit ​​structure 102 retracts under the action of lateral force. Due to the wedge-shaped inclined surface, the snap-fit ​​structure 102 gradually enters the cylindrical structure 103. Simultaneously, the bottom end of the hanger 7 compresses the telescopic spring 104. Finally, the snap-fit ​​structure 102 is completely inserted into the cylindrical structure 103 and is secured by the protruding edge 105 of the cylindrical structure 103. The hanger 7 is then released from the hole in the segmental wall 1. After securing the rods, pull the boom 7 out of the hole in the segment wall 1. After pulling it out, loosen the joint 101 section by section. After all the booms 7 have been pulled out, press the buckle structure 102 into the through hole 106 on the side wall of the cylindrical structure 103, and pull the boom 7 outwards at the same time, so that the buckle structure 102 can be smoothly released from the cylindrical structure 103 for easy use in the next hoisting, thus completing the recovery of the boom 7. The boom 7 can be used to easily lower the segment wall 1, reducing the need for special equipment. In addition, the reusability of the boom 7 saves costs.

[0106] Example 3

[0107] Please refer to Figure 15 and Figure 16 This embodiment provides a construction method for an ultra-deep prefabricated diaphragm wall structure system, completing the ultra-deep prefabricated diaphragm wall structure system in Embodiment 1, and adopting the vertical splicing method of the ultra-deep prefabricated diaphragm wall structure system in Embodiment 2. The method includes the following steps: trenching, vertical splicing, suspension rod installation, recycling, and grouting. Before vertical splicing, the trenching step is completed:

[0108] Before lowering segment wall 1, the site is marked out, trenches are excavated, and a trenching machine is used to excavate the trench width. d 0 , slot width d 0 Thickness of segmental wall 1 d The trench segment 16, which is more than 10cm in diameter, forms the assembled structural system. The trench is constructed according to the designed width and depth of the trench hole. The trench depth is 0.5±0.05m more than the designed burial depth of the structural system. The trench segment 16 can be formed by slurry wall protection or cement-soil wall. The net distance between the trench wall and the side wall of the structural system is not less than 5cm. In this embodiment, the trench is in a straight line and the structural system is also arranged in a straight line. In other embodiments, it can be arranged in an arc, polygon or circle. The trench forms the assembly construction area of ​​the segment wall 1, which facilitates the construction of the structural system.

[0109] The trench is cleaned to minimize impurities and reduce the impact on the structural system construction. Then, crushed stone is laid at the bottom of the trench, using existing diaphragm wall construction standards to ensure even distribution. The top of the crushed stone should be 5-10 cm higher than the bottom of the structural system wall. Leveling is then performed, following the same process as conventional diaphragm wall trenching. The crushed stone layer 17 is compacted and leveled to ensure uniform flatness and thickness, meeting design requirements and providing a smooth foundation for subsequent construction. Several wall panels are placed within one trench section.

[0110] The vertical splicing method is carried out according to the method in Example 2. After the vertical splicing, grouting is performed: this step is carried out after the assembly of the entire structural system is completed. First, graded sand and gravel are backfilled into the side joints 19 of the structural system to stabilize the structural system in the trench. Then, grouting is performed inside the walls, at the bottom of the walls, in the joints between the walls, and in the side joints 19 of the walls throughout the entire structural system. When grouting inside the walls, in the joints between the walls, and in the side joints 19 of the walls, a layer-by-layer and step-by-step grouting method is adopted from bottom to top, with each step of grouting only at the position of one layer of segment wall 1. Through grouting, the wall will be grouted. The prestressed tendons 301 are integrated with the structural system to ensure the durability of the prestressing. They connect adjacent wall segments 1 at the joints between the walls. At the bottom and side joints 19 of the wall, the grout can fill the gaps between the soil and gravel particles, forming a high-strength bond with the soil particles and gravel. This connects the entire structural system with the surrounding soil, allowing them to share the load and form a stable support structure. The structural system has better wall quality and will not have quality defects such as mud inclusions, broken walls, or honeycomb structures. It can also solve the problems of anti-surge and anti-seepage at the wall-soil contact surface.

[0111] Example 4

[0112] like Figure 1-16 As shown, this embodiment presents an ultra-deep prefabricated diaphragm wall structure system, which can be used for bridge pier foundations, anchorage diaphragm wall foundations, deep foundation pit retaining walls for buildings, subway station retaining walls, and integrated utility tunnel retaining walls. Its planar layout is mainly linear, polygonal, circular, or rectangular. The segmental wall 1 has a hollow cross-section, which is a segmental wall 1 with through holes, elliptical through holes, or rectangular compartments. The hollow section of the segmental wall 1 has a void ratio of not less than 30%. To meet the requirements of prestressing arrangement and structural stress, the thickness of the hollow sectional wall 1 should preferably be 1.0m to 3.0m. The segmental wall 1 mainly includes a wall body, a hollow structure 2, prestressing ducts 3, tenons 4, and grooves 5.

[0113] Vertical joints between adjacent wall segments 1 can be configured as non-rigid joints or rigid joints, depending on the characteristics of the engineering application. Non-rigid joints can be of the type of cast-in-place pile joint or socket joint, while rigid joints can be of the type of steel pipe interlocking joint, tie anchor plate joint, or CT joint.

[0114] The structural system comprises several interconnected wall units, each formed by vertically splicing multiple segmental walls 1 using prestressed tendons 301. Prestressed ducts 3 are embedded on both the soil-facing and pit-facing sides of each segmental wall 1, with prestressed tendons 301 arranged within the ducts 3. The prestressed tendons 301 are prestressed threaded steel bars, prestressed steel strands, or FRP prestressed material. At least two prestressed tendons 301 are sequentially connected via prestressed connectors 303 to form a prestressed tendon assembly 31. The prestressed tendon assembly 31 has an anchoring end 302 at the bottom of the wall and a tensioning end 304 at the top. If the prestressed tendons 301 are threaded steel bars, the bottom anchoring end can be pre-embedded or self-locking. The prestressed tendons 301 pass through horizontal joints 13 where prestressed connectors 303 are installed. After all prestressed tendons 301 are connected, tensioning and anchoring are performed at the top tensioning end 304, followed by grouting of the prestressed ducts 3.

[0115] The horizontal joint 13 between adjacent vertical segmental walls 1 can be set as a flat joint or a staggered joint. The distance between the joint of the horizontal joint 13 below the bottom of the pit and the bottom of the pit should not be less than 3m. The joint of the horizontal joint 13 is equipped with prestressed 301 connection and shear key construction measures, and epoxy resin material is applied. Epoxy resin is a high-strength adhesive material, similar to glue, to bond the vertical segmental walls 1, so as to seal the horizontal joint and enhance the interface strength of the horizontal joint. The shear key can be a small shear key 14 set on the wall thickness and web plate or a large toothed block shear key set at the bottom of the cavity structure 2.

[0116] During the installation of the segmental wall 1, lifting rods 7 and lifting lugs 8 are used for hoisting. The lifting rods 7 are placed inside two grouting pipes 6 at both ends, and the bottom of the grouting pipes 6 has an enlarged aperture section 10. The lifting lugs 8 are symmetrically arranged inside the cavity structure 2 of each segmental wall and close to the top of the segmental wall 1. The lifting lugs 8 have pre-drilled connection holes 12, through which they are connected to the slings. The hoisting process uses two lifting rods 7 as the main hoisting force and four lifting lugs 8 as auxiliary hoisting force.

[0117] The lifting rod 7 is recyclable and is constructed in sections connected by connectors 101 to form a whole. A snap-fit ​​structure 102 is installed above the bottom of the lifting rod 7, and the lower end of the lifting rod 7 is connected to a cylindrical structure 103 via a telescopic spring 104. The outer diameter of the cylindrical structure 103 is smaller than the inner diameter of the grouting pipe 6, and an annular convex edge 105 is provided at the top opening, forming a variable cross-section slot 107. A through hole 106 is pre-drilled on the side of the cylindrical structure 103. When the lifting rod 7 is under lifting force, the snap-fit ​​structure 102 engages with the enlarged section 10 of the inner lower part of the grouting pipe 6. During retraction, the snap-fit ​​structure 102 engages with the convex edge 105 on the cylindrical structure 103.

[0118] Specifically, the upper end of the boom 7 is provided with a connector 101, through which the boom 7 is connected to another boom 7. The lower part of the boom 7 is fitted with a snap-fit ​​structure 102, the outer diameter of which can expand and contract radially along the boom 7. The lower part of the outer side of the snap-fit ​​structure 102 is inclined toward the boom 7. The grouting pipe 6 is provided with an enlarged aperture section 10. A cylindrical structure 103 is slidably arranged inside the grouting pipe 6. The upper part of the cylindrical structure 103 is provided with an annular inner protrusion 105, which forms a slot 107. A telescopic spring 104 is provided inside the cylindrical structure 103. The bottom of the telescopic spring 104 is connected to the cylindrical structure 103, and the top of the telescopic spring 104 is connected to the boom. The bottom of the rod 7 is connected, and the buckle structure 102 has an extended state and a retracted state relative to the rod 7: when the buckle structure 102 is in the extended state, the top of the buckle structure 102 abuts against the top of the enlarged section 10; when the buckle structure 102 is in the retracted state, the lower end of the rod 7 passes through the slot 107 and extends into the cylindrical structure 103, the buckle structure 102 is located in the cylindrical structure 103, the top of the buckle structure 102 abuts against the bottom of the protrusion 105, the side wall of the cylindrical structure 103 is provided with a number of through holes 106, the through holes 106 are correspondingly provided with the buckle structure 102, and the cylindrical structure 103 abuts against the grouting pipe 6 in the direction toward the bottom of the grouting pipe 6.

[0119] The snap-fit ​​structure 102 is in a lowered state relative to the hanger 7. As the hanger 7 extends into the grouting pipe 6 of the first segment wall 1 and slowly slides down to the bottom along the grouting pipe 6, the snap-fit ​​structure 102 is in a lowered state relative to the hanger 7. At this time, the inner wall of the grouting pipe 6 abuts against the snap-fit ​​structure 102, but this does not affect the lowering of the hanger 7. The inner wall of the grouting pipe 6 restricts the unfolding of the snap-fit ​​structure 102.

[0120] When vertically adjacent wall segments 1 are connected at horizontal joints, to prevent the horizontal joints from opening after installation, locking elements 203 are symmetrically installed at the horizontal joint 13 for fixation. The locking elements 203 pass through the fixing plate 202 of the lower wall segment 1, and the fixing plate 202 is inserted into the corresponding slot 201 of the upper wall segment 1. Shear studs 204 are installed on the fixing plate 202. To prevent the locking elements 203 from protruding from the wall segment 1 and causing scratches to the slot wall during the lowering process, a slot 201 with a matching perforated steel plate 202 is provided on the upper wall segment 1. A connecting hole 205 for connecting to the locking element 203 is provided on the inner wall of the slot 201. The locking element 203 is preferably a bolt, and the connecting hole 205 is preferably a threaded hole.

[0121] like Figure 10 and 10-1 As shown, the specific processes for hoisting, using, and recycling boom 7 are as follows:

[0122] A. Insert the lifting rod 7 into the grouting pipe 6 of the first segment wall 1, and slowly slide it into the bottom along the grouting pipe 6. During the sliding process, the inner wall of the grouting pipe 6 restricts the unfolding of the snap-fit ​​structure 102. When the snap-fit ​​structure 102 slides to the position of the hole enlargement section 10, the snap-fit ​​structure 102 automatically pops open. The extended diameter of the snap-fit ​​structure 102 is greater than the inner diameter of the grouting pipe 6. At this time, when the lifting rod 7 is lifted upward, the snap-fit ​​structure 102 locks into the top position of the hole enlargement section 10, providing support.

[0123] B. Sink the first section of the wall segment 1 together with the lifting rod 7. When the top of the wall segment 1 is 0.4m-0.7m higher than the top of the trench segment 16, stop sinking and temporarily suspend the wall segment 1 at the trench opening on the ground. Then hoist and install the next section of the wall segment 1. At the same time, connect the upper and lower lifting rods 7 with the joint 101. The first section of the wall segment 1 and the horizontal joint are temporarily connected with the temporary fastener 20. In addition, connect the auxiliary lifting slings to the lifting lugs 8.

[0124] C. Remove the temporary suspension device at the surface trench opening, and continue to lift and sink the segment wall 1 using the main lifting rod 7 and the auxiliary lifting lug 8. Repeat the same procedure to install and sink the wall until the designed bottom elevation is reached.

[0125] D. After the segmental wall 1 is lowered to the design elevation, and after all prestressing tensioning work is completed, the hanger 7 is pressed downwards to compress the telescopic spring 104 inside the cylindrical structure 103, so that the snap-fit ​​structure 102 enters the cylindrical structure 103 and is fixed at the position of the variable cross-section slot 105.

[0126] E. Lift the boom 7 upwards, loosen the joint 101 section by section. After all booms 7 have been lifted out, press the buckle structure 102 into the through hole 106 on the side wall of the cylindrical structure 103, and simultaneously pull the boom 7 outwards, allowing the buckle structure 102 to smoothly exit the cylindrical structure 103. This facilitates the next lifting operation and completes the boom retrieval.

[0127] In step B of the above scheme, the hanger 7 corresponding to the upper segment wall 1 is first inserted into the upper segment wall 1, and the top of the hanger 7 is hooked to the top of the grouting pipe 6 to prevent it from falling down. Then the upper segment wall 1 and the corresponding hanger 7 are hoisted and connected together. During the connection process, the vertical adjacent hangers 7 are connected first, then the vertical adjacent prestressing tendons 301 are connected, then the vertical adjacent segment walls 1 are connected, and epoxy resin is applied, and temporary fasteners 20 are connected.

[0128] In the ultra-deep prefabricated diaphragm wall structure system, the wall units are sunk to the pre-constructed trench 16. Trench 16 can be formed using slurry wall protection or a cement-soil wall. The net distance between the trench wall and the side wall of segment wall 1 is not less than 5cm. A layer of crushed stone 17 is laid at the bottom of segment wall 1 for leveling, with a height 5-10cm higher than the designed bottom elevation. The side joints of segment wall 1 are first filled with graded sand and crushed stone, and then grouting is performed. The specific steps include:

[0129] A. Lay out the lines on the site and use a trenching machine to excavate and form the trench width. d 0, a groove segment 16 with a depth slightly greater than the designed diaphragm wall depth, wherein the groove width d 0 to precast diaphragm wall thickness d 10cm or more larger.

[0130] B. Lay a layer of crushed stone at the bottom of the trench, with the top of the crushed stone layer being 5-10cm higher than the designed bottom wall elevation.

[0131] C. Prestressed tendons 301 are placed in the prestressed ducts 3 of the first segment wall 1, and anchoring ends 302 are set at the bottom of the wall and sealed. The prestressed ducts 3 are located between the inner wall of the cavity structure 2 and the segment wall 1.

[0132] D. Place the lifting rod 7 inside the grouting pipe 6, connect the lifting lug 8 with the sling, and lower the segment wall 1 into the trench 16. When the top of the segment wall 1 is 0.4m-0.7m higher than the top of the trench 16, temporarily suspend the segment wall 1 using a temporary suspension device, release the sling of the lifting lug 8, and then lower and install the next segment wall 1. At the same time, extend the lifting rod 7 and the prestressed tendon 301, apply epoxy adhesive to the horizontal joint 13, and connect the upper and lower segment walls. At the same time, use the locking part 203 for temporary connection.

[0133] E. Connect the gantry crane or crane sling to the boom 7, connect the auxiliary sling to the lug 8, release the temporary suspension device, and slowly lower the segment wall 1 through the gantry crane or crane. When the top of the segment wall 1 is 0.4m-0.7m higher than the top of the trench section 16, temporarily suspend the segment wall 1, release the lifting point of the boom 7, release the sling of the lug 8, and then hoist and install the upper segment wall 1. At the same time, extend the boom 7 and the prestressed tendon 301, apply epoxy adhesive to the horizontal joint 13, and assemble the upper and lower segment walls. At the same time, use temporary fasteners 20 for temporary connection.

[0134] F. During the lowering of segment wall 1, monitor its verticality at all times and make fine adjustments using jacks placed on the ground surface at the trench opening. Continue lowering segment wall 1 in a cyclical manner until it reaches the design elevation. Temporarily suspend segment wall 1, apply prestressing at the top of segment wall 1, and fix the tensioning end.

[0135] G. Release the lifting point of the lifting rod 7, release the lifting cable of the lifting lug 8, then pull out the lifting rod 7 and retrieve it, and inject grout into the prestressed duct;

[0136] H. Continuously construct adjacent wall units in a cycle until 3-5 wall units within a trench section are completed. Backfill the wall side joints with graded sand and gravel to stabilize the prefabricated diaphragm wall within the trench.

[0137] 1. High-strength mortar is injected into the vertical joint 18 between wall units through the grouting pipe pre-embedded in the segment wall 1 to form a sealed vertical joint; then, the wall side joint 19 and the bottom of the wall are grouted through the pre-embedded grouting pipe. The construction of the prefabricated diaphragm wall in one trench segment is completed.

[0138] In this embodiment, due to the grouting requirements of the prestressed duct 3 and the grouting sequence of the prestressed duct 3, the grouting pipe 6 for grouting the prestressed duct 3 cannot be connected to the hanger 7.

[0139] In the above scheme, the temporary suspension device includes a three-dimensional jack and a bracket. The three-dimensional jack supports the bracket, and the bracket is connected to the corresponding segment wall 1. When suspending the corresponding segment wall 1 using the temporary suspension device, the three-dimensional jack is placed at the ground surface of the trench segment 16. Temporary brackets and bolts are set on the side of the corresponding segment wall 1, and the brackets are installed on the corresponding segment wall 1 by bolts. The brackets are placed on the three-dimensional jacks, and the bottom of the three-dimensional jacks is fixed to the ground surface of the trench segment 16 by anchor bolts, which provides temporary suspension support for the segment wall 1. At the same time, the segment wall can also be leveled vertically and horizontally by using the jacks.

[0140] When the temporary suspension device is removed, the corbels and bolts on the side of the corresponding segment wall 1 are removed, and the segment wall 1 is continued to be lowered.

[0141] In the above scheme, grouting of prestressed ducts can also be carried out in step F.

[0142] The above are merely preferred embodiments of the present invention and are not intended to limit the present invention. Any modifications, equivalent substitutions, and improvements made within the spirit and principles of the present invention should be included within the protection scope of the present invention.

Claims

1. An ultra-deep prefabricated diaphragm wall structure system, characterized in that, The wall unit is formed by vertically splicing several segment walls (1) with prestressed tendons (301). The segment walls (1) have a cavity structure (2). The prestressed tendons (301) are provided in the corresponding prestressed ducts (3) of each layer of segment walls (1). The prestressed ducts (3) are buried on both sides of the cavity structure (2). The prestressed tendons (301) are integrated with each layer of segment walls (1) in the prestressed ducts (3) by grouting. Both ends of the prestressed tendons (301) are anchored to the structural system. The inner wall of the cavity structure (2) is provided with a lifting lug (8), and both ends of the segment wall (1) are provided with grouting pipes (6). The grouting pipes (6) are used to inject grout into the bottom of the wall unit. At least part of the grouting pipes (6) are detachably connected to a hanging rod (7). The upper end of the boom (7) is provided with a connector (101), and the boom (7) is connected to another boom (7) through the connector (101). The lower part of the boom (7) is provided with a snap-fit ​​structure (102). The outer diameter of the snap-fit ​​structure (102) can be radially extended and retracted along the boom (7). The lower part of the outer side of the snap-fit ​​structure (102) is inclined toward the boom (7). The grouting pipe (6) is provided with an enlarged aperture section (10). A cylindrical structure is slidably provided inside the grouting pipe (6). 103), the upper part of the cylindrical structure (103) is provided with an annular inwardly protruding edge (105), the protruding edge (105) forms a slot (107), a telescopic spring (104) is provided inside the cylindrical structure (103), the bottom of the telescopic spring (104) is connected to the cylindrical structure (103), the top of the telescopic spring (104) is connected to the bottom of the rod (7), and the buckle structure (102) has an extended state and a retracted state relative to the rod (7): When the buckle structure (102) is in the unfolded state, the top of the buckle structure (102) abuts against the top of the aperture enlargement section (10); When the snap-fit ​​structure (102) is in the retracted state, the lower end of the rod (7) passes through the slot (107) and extends into the cylindrical structure (103). The snap-fit ​​structure (102) is located inside the cylindrical structure (103). The top of the snap-fit ​​structure (102) abuts against the bottom of the protrusion (105). The side wall of the cylindrical structure (103) is provided with several through holes (106). The through holes (106) are correspondingly provided with the snap-fit ​​structure (102). The cylindrical structure (103) abuts against the grouting pipe (6) in the direction toward the bottom of the grouting pipe (6).

2. The ultra-deep prefabricated diaphragm wall structure system according to claim 1, characterized in that, The segmental wall (1) formed by the cavity structure (2) has a wall void ratio of ≥30%; At least two prestressed tendons (301) are connected in sequence through a prestressed connector (303) to form a prestressed tendon assembly (31). The prestressed tendon assembly (31) is connected to the lower part of the wall unit through an anchoring end (302). The upper part of the wall unit is provided with a tensioning end (304), which is used to tension the corresponding prestressed tendon assembly (31). The prestressed connector (303) is located at the horizontal joint of the vertical adjacent segment wall (1).

3. The ultra-deep prefabricated diaphragm wall structure system according to claim 2, characterized in that, A shear key (14) is provided at the horizontal joint (13) between vertically adjacent segmental walls (1), the shear key (14) is used to restrict the lateral relative movement between vertically adjacent segmental walls (1), and the horizontal joint (13) between vertically adjacent segmental walls (1) is also coated with epoxy resin.

4. The ultra-deep prefabricated diaphragm wall structure system according to claim 1, characterized in that, Temporary fasteners (20) are also provided at the horizontal joint (13) of the adjacent segment wall (1). The temporary fasteners (20) are anchored to the side wall of the segment wall (1) corresponding to the horizontal joint (13). The segment wall (1) has a groove (201) recessed in the side wall corresponding to the horizontal joint (13). The temporary fasteners (20) include a fixing plate (202). One end of the fixing plate (202) is anchored to the segment wall (1) by a shear nail (204). The other end of the fixing plate (202) is embedded in the groove (201) and fixed to the adjacent segment wall (1) by a locking member (203). The inner wall of the groove (201) is provided with a connecting hole (205) that connects to the locking member (203).

5. A vertical splicing method for an ultra-deep prefabricated diaphragm wall structure system, wherein the construction forms the ultra-deep prefabricated diaphragm wall structure system as described in any one of claims 1-4, characterized in that... include: S1. Place prestressed tendons (301) into the prestressed ducts (3) of the segment wall (1), and set anchor ends (302) at the bottom of the segment wall (1) and perform sealing treatment to anchor the prestressed tendons (301). The prestressed tendons (301) are located in the side wall of the segment wall (1). S2. A hanger (7) is placed in at least a portion of the grouting pipe (6), the grouting pipe (6) being connected to the lower part of the prestressed duct (3); S3. Use the lifting equipment to connect the boom (7) and the lug (8), and use the boom (7) and the lug (8) to lift and lower the segment wall (1) into the trench section (16). When the segment wall (1) is lowered to a height of 0.4m-0.7m above the top of the trench section (16), use a temporary suspension device to suspend the segment wall (1), and detach the lifting equipment from the boom (7) and the lug (8) respectively. S4. Then hoist and install the new segment wall (1) so that the new segment wall (1) and the installed segment wall (1) are connected, and the hanger (7) and the prestressed tendon (301) are extended accordingly. Epoxy glue is applied to the horizontal joint (13) between the new segment wall (1) and the installed segment wall (1). Temporary fasteners (20) are used to temporarily connect the new segment wall (1) and the installed segment wall (1). The new segment wall (1) is located above the installed segment wall (1). S5. Using the lifting equipment, connect the lifting rod (7) and the lifting lug (8), release the temporary suspension device, and use the lifting rod (7) and the lifting lug (8) to lift and lower the new segment wall (1) and the installed segment wall (1) into a whole. When the top of the new segment wall (1) is 0.4m-0.7m higher than the top of the trench section (16), use the temporary suspension device to suspend the new segment wall (1), and detach the lifting equipment from the lifting rod (7) and the lifting lug (8) respectively. S6. Repeat steps S4 and S5 until the segment wall (1) is lowered into the predetermined installation position in the trench (16) by means of the lifting rod (7) and lifting lug (8); S7. Tension and fix the prestressed tendons (301) at the top of the uppermost segment wall (1), then grout the prestressed ducts (3), and detach the lifting equipment from the lifting rod (7) and the lifting lug (8) respectively, and detach the lifting rod (7) from the corresponding grouting pipe (6).

6. The vertical splicing method for the ultra-deep prefabricated diaphragm wall structure system according to claim 5, characterized in that, In step S2, placing the hanger (7) inside the grouting pipe (6) specifically involves: Insert the boom (7) into the grouting pipe (6) of the first installed segment wall (1), and slowly slide it into the bottom along the grouting pipe (6). During the sliding process, the inner wall of the grouting pipe (6) restricts the unfolding of the snap-fit ​​structure (102). When the snap-fit ​​structure (102) slides to the position of the hole enlargement section (10), the snap-fit ​​structure (102) automatically pops open. At this time, when the boom (7) is lifted upward, the snap-fit ​​structure (102) locks the top position of the hole enlargement section (10) to provide anchoring force. In step S7, disengaging the boom (7) from the corresponding grouting pipe (6) specifically involves: Squeeze the rod (7) downwards to compress the telescopic spring (104) inside the cylindrical structure (103), so that the snap-fit ​​structure (102) enters the cylindrical structure (103). The top of the snap-fit ​​structure (102) abuts against the bottom of the protrusion (105). Then lift the rod (7) upwards and loosen the joint (101) in sections. After all the rods (7) are pulled out of the corresponding grouting pipe (6), press the snap-fit ​​structure (102) through the through hole (106) on the side wall of the cylindrical structure (103) and pull the rod (7) outwards at the same time, so that the snap-fit ​​structure (102) is pulled out of the cylindrical structure (103).

7. The vertical splicing method for the ultra-deep prefabricated diaphragm wall structure system according to claim 5, characterized in that, The temporary suspension device includes a three-dimensional jack and a bracket, the three-dimensional jack supports the bracket, and the bracket is connected to the corresponding segment wall (1); When suspending the corresponding segment wall (1) using a temporary suspension device, the three-dimensional jack is placed on the ground surface of the trench section (16), the bracket and bolt are set on the side of the corresponding segment wall (1), and the bracket is installed on the corresponding segment wall (1) by bolts. The bracket is placed on the three-dimensional jack, and the bottom of the three-dimensional jack is fixed to the ground surface of the trench section (16) by anchor bolts. The three-dimensional jack can perform vertical and horizontal leveling of the corresponding segment wall (1). When the temporary suspension device is released, the corbel and bolts on the side of the corresponding segment wall (1) are removed.

8. A construction method for an ultra-deep prefabricated diaphragm wall structure system, characterized in that, Includes the following steps: A1. Construction forms a trench section (16), and a layer of crushed stone (17) is laid at the bottom of the trench section (16) for leveling; A2. The vertical splicing method for splicing, lowering and installing the wall panel units according to any one of claims 5-7 of the ultra-deep prefabricated underground continuous wall structure system; A3. Repeat step A2 until all wall units in the trench (16) are installed, and backfill the wall side joint (19) between the wall unit and the side wall of the trench (16) with graded sand and gravel. A4. Grout is injected into the vertical joint (18) between adjacent wall units through at least a portion of the grouting pipes (6) pre-embedded in the segmental wall (1) to form a sealed vertical joint; A5. Grouting is performed on the bottom and side joints (19) of the wall unit by at least a portion of the grouting pipes (6) pre-embedded in the segment wall (1), thus completing the construction of the prefabricated diaphragm wall in a trench segment.

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