Large-diameter slide-resistant pile double-layer reinforcement cage and construction method thereof

Abstract

The invention discloses a large-diameter slide-resistant pile double-layer reinforcement cage and a construction method thereof. The reinforcement cage comprises a concrete outer layer, outer longitudinal bars, middle-layer reinforcing stirrups, inner longitudinal bars, inner reinforcing stirrups, triangular supports, first corner joints and second corner joints. An inner cavity is formed in the concrete outer layer, outer longitudinal bars are evenly arranged in the inner cavity in the circumferential direction, and spiral outer stirrups are arranged on the outer walls of the outer longitudinal bars. Structural design is adopted, a closed-loop three-dimensional truss supporting system is constructed through the spiral outer stirrups, the middle-layer reinforcing stirrups, the inner reinforcing stirrups and the triangular supports, the outer longitudinal bars and the inner longitudinal bars are integrated into a high-strength overall framework, and the bending rigidity and the deformation resistance of a cage body are remarkably improved; the stress of the 41-ton cage body in the whole process of transportation, hoisting and concrete pouring can be effectively dispersed, structural damage to the long-size cage body is avoided, and the structural form of the device is compatible with the construction sequence that the outer cage is hoisted downwards first and then the inner cage is hoisted upwards, and the inner cage is connected upwards and then the outer cage is constructed.

Description

Technical Field

[0001] This invention belongs to the field of building steel cage technology, and specifically relates to a double-layer steel cage for large-diameter anti-slide piles and its construction method. Background Technology

[0002] In infrastructure projects such as large-scale landslide control and high slope reinforcement, anti-slide piles serve as the core retaining structure, and their bearing capacity directly determines slope stability and project safety. However, in high-risk engineering scenarios involving large-diameter, deep piles and heavy loads, traditional double-layer steel cage structures reveal numerous technical defects. Firstly, traditional double-layer steel cages rely solely on a simple connection of inner and outer longitudinal reinforcement bars and a single reinforcing hoop, lacking a three-dimensional support system, resulting in insufficient overall rigidity. For cages with a maximum lifting weight of 41 tons and a maximum length of 63 meters, bending and torsional deformation are prone to occur during manufacturing, transportation, and lifting, compromising the integrity of the steel cage. Furthermore, traditional structures do not address the issue of... The connection nodes between longitudinal bars and stirrups are precisely designed, and dimensional deviations are prone to occur when adapting to the mechanical connection of straight threaded wire, resulting in insufficient tensile strength of the nodes and a lack of effective radial positioning structure. Secondly, the traditional double-layer steel cage structure is not designed specifically for the construction characteristics of high-risk and large-scale projects. It has poor compatibility with the core construction process of hoisting the outer cage down first and then the inner cage, and splicing the piles up first and then the outer cage. The positioning accuracy is insufficient when splicing sections. Under complex conditions such as high slopes, narrow sites, and difficult traffic organization, the traditional structure is prone to problems such as cage instability and splicing deviation, which not only reduces construction efficiency but also easily causes safety hazards such as falling objects from heights and cage deformation. Summary of the Invention

[0003] The purpose of this invention is to provide a double-layer steel cage for large-diameter anti-slide piles and its construction method to solve the problems mentioned in the background art.

[0004] To solve the above-mentioned technical problems, the present invention provides the following technical solution: A double-layer steel cage for large-diameter anti-slide piles includes a concrete outer layer, an inner cavity within the concrete outer layer, and outer longitudinal bars evenly arranged along the circumferential direction within the inner cavity. Spiral outer stirrups are provided on the outer walls of the outer longitudinal bars, and first connection points are evenly arranged along the spiral direction on the inner walls of the spiral outer stirrups.

[0005] A second connection is provided on one side of the outer wall of the outer longitudinal rib at a position corresponding to the first connection.

[0006] A third connection is provided on one inner wall of the outer longitudinal bar, and a middle layer of reinforcing stirrups is provided on the inner wall of the outer longitudinal bar.

[0007] A fourth connection is provided on the outer wall of the middle layer reinforcing stirrup at the position corresponding to the third connection.

[0008] The inner wall of the first layer of reinforcing stirrups is uniformly provided with fifth connection points along the spiral direction, and the inner wall of the middle layer of reinforcing stirrups is uniformly provided with inner longitudinal bars along the circumferential direction.

[0009] A sixth connection is provided on the outer wall of the inner longitudinal rib at the position corresponding to the fifth connection.

[0010] A seventh connection point is provided on one side of the outer wall of the inner longitudinal rib.

[0011] An inner reinforcing stirrup is provided on the inner side of the inner longitudinal bar, and an eighth connection is provided on one outer wall of the inner reinforcing stirrup at the position corresponding to the seventh connection.

[0012] The inner side of the inner reinforcing stirrup is evenly provided with triangular braces from top to bottom.

[0013] As a further technical solution of the present invention, a first corner connection is provided at each of the triangular parts of the triangular brace, and a second corner connection is provided on the inner side of the inner reinforcing stirrup at the position corresponding to the first corner connection.

[0014] The above-mentioned construction method for a double-layer steel cage for large-diameter anti-slide piles includes the following steps: First, the inner longitudinal bars are evenly distributed along the circumference and precisely aligned and fixed with the fifth connection of the inner wall of the middle layer reinforcing stirrup through the sixth connection of its outer wall to ensure that the spacing of the inner longitudinal bars meets the design standard. Then, the inner reinforcing stirrup is fastened to the seventh connection of the outer wall of one side of the inner longitudinal bar through the eighth connection of its outer wall. At the same time, the triangular brace is firmly connected to the second corner of the inner side of the inner reinforcing stirrup by means of the first corner connection of its triangle, thus constructing the core support system of the inner cage, which is compatible with the design parameters of the middle layer reinforcing stirrup, inner reinforcing stirrup and triangular brace with a diameter of 32 mm and a spacing of 2000 mm. Then, the outer longitudinal reinforcement is evenly distributed on the outer side of the inner cavity along the circumferential direction and fixed to the first connection of the inner wall of the spiral outer hoop through the second connection of its outer wall, matching the design requirements of two spiral outer hoops with a diameter of 12 mm and a spacing of 90 mm. Then, by precisely fitting the third connection point on the inner wall of the outer longitudinal reinforcement with the fourth connection point on the outer wall of the middle layer reinforcing stirrup, a closed-loop three-dimensional truss skeleton is finally formed, consisting of outer longitudinal reinforcement, spiral outer stirrup, middle layer reinforcing stirrup, inner longitudinal reinforcement, inner reinforcing stirrup, and triangular brace, ensuring that the cage has the hoisting rigidity to withstand a maximum weight of 41 tons and a length of 63 meters.

[0015] As a further technical solution of the present invention, after assembly, following the construction sequence in the customer's information of hoisting the outer cage downwards first and then the inner cage, and connecting the pile upwards first and then the outer cage, a hoisting scheme using a 100-ton crawler crane as the main hoist and a 50-ton truck crane as a cooperating hoisting method is adopted. The segmented cages are smoothly transferred to the pile position through double hoisting points. When hoisting the outer cage, the outer cage adjustment cage is first hoisted into the pile hole and fixed by the I-beam through the hole opening. Then, the outer cage standard cage is hoisted section by section. The outer longitudinal reinforcement is connected by a straight thread mechanical connection. At the same time, the fixation reliability of the spiral outer hoop and the first and second connections of the outer longitudinal reinforcement is checked. When hoisting the inner cage, the inner longitudinal reinforcement is connected section by section according to the same process. It is ensured that the middle layer reinforcing hoop and the third, fourth, fifth, and sixth connections of the outer and inner longitudinal reinforcements are completely fitted. At the same time, the first and second corner connections of the triangular brace are checked to ensure that there is no looseness. This ensures the overall verticality and coaxiality of the cage after splicing, meeting the design requirements of a pile diameter of 2.5 meters and a concrete protective layer of not less than 50 millimeters.

[0016] As a further technical solution of the present invention, after the steel cage is installed and positioned, C35 grade concrete is poured into the inner cavity using the tremie pipe method. The concrete fills the gaps between the outer longitudinal bars, spiral outer stirrups, middle layer reinforcing stirrups, inner longitudinal bars, inner reinforcing stirrups, and triangular braces. After the concrete solidifies, an anti-slide pile structure integrating the outer concrete layer and the steel cage is formed. When under stress, the huge bending moment and shear force transmitted by the landslide body first act on the outer concrete layer and are transmitted to the spiral outer stirrups and outer longitudinal bars. The stress is dispersed through the rigid connection at the first and second connection points. Then, the stress is transmitted to the inner longitudinal bars through the third and fourth connection points of the middle layer reinforcing stirrups. The fifth and sixth connection points work together to achieve the linkage of the inner and outer longitudinal bars under stress. Finally, the seventh and eighth connection points of the inner reinforcing stirrups and the first and second corner connection points of the triangular braces form an internal force closed loop, which uniformly transmits the stress to the stable stratum, ultimately achieving the support goal of high slope reinforcement and landslide stabilization.

[0017] Compared with the prior art, the beneficial effects achieved by the present invention are: This invention employs a structured design. The device constructs a closed-loop three-dimensional truss support system through spiral outer stirrups, middle layer reinforcing stirrups, inner reinforcing stirrups, and triangular braces. It integrates the outer and inner longitudinal bars into a high-strength integral skeleton, significantly improving the cage's bending stiffness and deformation resistance. It can effectively distribute the stress of the 41-ton cage during transportation, hoisting, and concrete pouring, avoiding structural damage to long cages. Furthermore, the device's structural form is compatible with construction sequences such as hoisting the outer cage downwards first and then the inner cage, or connecting the piles upwards first and then the outer cage, facilitating precise segmented splicing and significantly reducing the difficulty of construction organization in complex conditions such as high slopes and narrow sites. In addition, the high overall stability brought by the three-dimensional truss structure, combined with the rigid fixing design of each connection node, significantly improves the safety redundancy of the cage hoisting and splicing process, effectively avoiding safety risks such as cage instability and splicing deviation. Attached Figure Description

[0018] To more clearly illustrate the technical solutions in the embodiments of the present invention or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0019] Figure 1 This is a three-dimensional structural diagram of the present invention; Figure 2 This is a cross-sectional three-dimensional structural diagram of the present invention; Figure 3 for Figure 2 Enlarged structural diagram of region A in the middle; Figure 4 This is a cross-sectional top view of the structure of the present invention.

[0020] In the diagram: 1. Outer concrete layer; 2. Inner cavity; 3. Spiral outer stirrup; 4. Outer longitudinal reinforcement; 5. First connection; 6. Second connection; 7. Third connection; 8. Middle layer reinforcing stirrup; 9. Fourth connection; 10. Fifth connection; 11. Inner longitudinal reinforcement; 12. Sixth connection; 13. Seventh connection; 14. Inner reinforcing stirrup; 15. Eighth connection; 16. Triangular brace; 17. First corner connection; 18. Second corner connection. Detailed Implementation

[0021] To make the objectives, technical solutions, and advantages of the embodiments of the present invention clearer, the technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0022] Please see the appendix Figure 1 - Appendix Figure 4This invention provides an embodiment of a large-diameter anti-slide pile double-layer steel cage, comprising a concrete outer layer 1, an inner cavity 2 within the concrete outer layer 1, and outer longitudinal reinforcement bars 4 evenly arranged along the circumferential direction within the inner cavity 2. Spiral outer stirrups 3 are arranged on the outer walls of the outer longitudinal reinforcement bars 4, and first connection points 5 are evenly arranged along the spiral direction on the inner walls of the spiral outer stirrups 3. A second connection point 6 is arranged on one side of the outer wall of the outer longitudinal reinforcement bar 4 at a position corresponding to the first connection point 5. The first connection point 5 and the second connection point 6 precisely align the spiral outer stirrups 3 and the outer longitudinal reinforcement bars 4, fixing their relative positions. A second connection point 6 is arranged on one side of the inner wall of the outer longitudinal reinforcement bar 4. There is a third connection 7. A middle-layer reinforcing stirrup 8 is provided on the inner wall of the outer longitudinal reinforcement 4. The third connection 7 and the middle-layer reinforcing stirrup 8 provide installation positioning points for the middle-layer reinforcing stirrup 8, ensuring neat arrangement. A fourth connection 9 is provided on the outer wall of the middle-layer reinforcing stirrup 8 at a position corresponding to the third connection 7. The fourth connection 9 and the third connection 7 connect the outer longitudinal reinforcement 4 and the middle-layer reinforcing stirrup 8, transferring radial stress. A fifth connection 10 is evenly arranged along the spiral direction on the inner wall of the middle-layer reinforcing stirrup 8. Inner longitudinal reinforcement 11 is evenly arranged along the circumference on the inner wall of the middle-layer reinforcing stirrup 8. The fifth connection... 10 and the inner longitudinal reinforcement 11 provide a uniform layout reference for the inner longitudinal reinforcement 11, ensuring consistent spacing; a sixth connection 12 is provided on the outer wall of the inner longitudinal reinforcement 11 at the position corresponding to the fifth connection 10. The sixth connection 12 and the fifth connection 10 fix the inner longitudinal reinforcement 11 and the middle layer reinforcing stirrup 8, strengthening the linkage between the inner and outer layers; a seventh connection 13 is provided on one side of the outer wall of the inner longitudinal reinforcement 11, providing a docking point for the inner reinforcing stirrup 14 to ensure accurate installation; an inner reinforcing stirrup 14 is provided on the inner side of the inner longitudinal reinforcement 11, and on one side of the outer wall of the inner reinforcing stirrup 14, corresponding to the seventh connection 13... An eighth connection 15 is provided at the location. The eighth connection 15 and the seventh connection 13 connect the inner longitudinal reinforcement 11 and the inner reinforcing stirrup 14 to enhance the rigidity of the inner cage. Triangular braces 16 are evenly provided on the inner side of the inner reinforcing stirrup 14 from top to bottom. The triangular braces 16 form a three-dimensional support for the inner cage to prevent deformation of the cage. A first corner connection 17 is provided at each of the triangular parts of the triangular brace 16. A second corner connection 18 is provided on the inner side of the inner reinforcing stirrup 14 at the position corresponding to the first corner connection 17. The first corner connection 17 and the second corner connection 18 fix the triangular brace 16 and the inner reinforcing stirrup 14 to ensure stable support.

[0023] The above-mentioned construction method for a double-layer steel cage for large-diameter anti-slide piles involves first evenly distributing the inner longitudinal reinforcement 11 along the circumference. The inner longitudinal reinforcement 11 is precisely aligned and fixed to the fifth connection 10 of the inner wall of the middle-layer reinforcing stirrup 8 via the sixth connection 12 on its outer wall, ensuring the spacing of the inner longitudinal reinforcement 11 meets the design standards. Then, the inner reinforcing stirrup 14 is secured to the seventh connection 13 on one side of the outer wall of the inner longitudinal reinforcement 11 via the eighth connection 15 on its outer wall. Simultaneously, the triangular brace 16 is firmly connected to the second corner connection 18 on the inner side of the inner reinforcing stirrup 14 via the first corner connection 17 at its triangular point, thus constructing the core support system of the inner cage. This system is adapted to the design parameters of the middle-layer reinforcing stirrup 8, inner reinforcing stirrup 14, and triangular brace 16, which have a diameter of 32 mm and a spacing of 2000 mm. Finally, the outer longitudinal reinforcement 4 is distributed along the circumference... The spiral outer hoop 3 is uniformly distributed on the outer side of the inner cavity 2 in the circumferential direction. It is fixed to the first connection 5 of the inner wall of the spiral outer hoop 3 through the second connection 6 of its outer wall. It matches the design requirements of two spiral outer hoop 3 with a diameter of 12 mm and a spacing of 90 mm. Then, it is precisely attached to the fourth connection 9 of the outer wall of the middle layer reinforcing hoop 8 through the third connection 7 of the inner wall of the outer longitudinal rib 4. Finally, a closed-loop three-dimensional truss skeleton is formed by the outer longitudinal rib 4, the spiral outer hoop 3, the middle layer reinforcing hoop 8, the inner longitudinal rib 11, the inner reinforcing hoop 14, and the triangular brace 16. This ensures that the cage has the hoisting rigidity to withstand a maximum weight of 41 tons and a length of 63 meters. After assembly, according to the construction sequence in the customer's information, the outer cage is hoisted downwards first and then the inner cage, and the inner cage is hoisted upwards first and then the outer cage. A 100-ton crawler crane is used as the main hoist and a 50-ton... The lifting scheme, using a truck crane, involves smoothly transporting the segmented cage to the pile location via dual lifting points. When lifting the outer cage, the adjusting outer cage is first lowered into the pile hole and secured using I-beams through the hole. Then, the standard outer cage is lifted section by section, and the outer longitudinal reinforcement 4 is connected via a threaded mechanical connection. Simultaneously, the reliability of the first connection 5 and second connection 6 between the spiral outer hoop 3 and the outer longitudinal reinforcement 4 is checked. When lifting the inner cage, the same process is followed, connecting the inner longitudinal reinforcement 11 section by section. This ensures complete fit between the middle reinforcing hoop 8 and the third connection 7, fourth connection 9, fifth connection 10, and sixth connection 12 of the outer and inner longitudinal reinforcements 4 and 11. At the same time, the first corner connection 17 and second corner connection 18 of the triangular brace 16 are checked for looseness, ensuring the overall verticality and coaxiality of the cage after assembly. To meet the design requirements of a pile diameter of 2.5 meters and a concrete protective layer of not less than 50 millimeters, after the reinforcement cage is installed and positioned, C35 grade concrete is poured into the inner cavity 2 using the tremie pipe method. The concrete fills the gaps between the outer longitudinal reinforcement 4, the spiral outer stirrup 3, the middle layer reinforcing stirrup 8, the inner longitudinal reinforcement 11, the inner reinforcing stirrup 14, and the triangular brace 16. After the concrete solidifies, an anti-slide pile structure integrating the outer concrete layer 1 and the reinforcement cage is formed. When under stress, the huge bending moment and shear force transmitted by the landslide body first act on the outer concrete layer 1 and are transmitted to the spiral outer stirrup 3 and the outer longitudinal reinforcement 4. The stress is dispersed through the rigid connection of the first connection 5 and the second connection 6, and then transmitted to the inner longitudinal reinforcement 11 through the third connection 7 and the fourth connection 9 of the middle layer reinforcing stirrup 8.The fifth connection 10 and the sixth connection 12 work together to achieve stress linkage between the inner and outer longitudinal reinforcements. Finally, the seventh connection 13 and the eighth connection 15 of the inner reinforcing stirrup 14, and the first corner connection 17 and the second corner connection 18 of the triangular brace 16 form an internal force closed loop, uniformly transferring stress to the stable stratum, ultimately achieving the support goal of high slope reinforcement and landslide stabilization.

[0024] This invention has the following characteristics: 1. High bearing capacity: The inner and outer layers of steel mesh form a strong load-bearing skeleton, which greatly improves the bending stiffness and bearing capacity of the pile.

[0025] 2. Structural stability: The inner and outer layers of steel bars are connected by a reliable truss support system to ensure the overall stability of the cage during the manufacturing, hoisting and pouring process.

[0026] 3. Applicable to the following projects: (1) Large-diameter anti-slide piles in the treatment of large landslides along highways and railways; (2) Anchor piles for high slopes in hydropower projects; (3) Deep support piles for construction sites on high slopes in mountainous areas; (4) Other design requirements for large-section rectangular or circular pile foundation projects with double-layer longitudinal reinforcement of bored piles.

[0027] In the description of this invention, it should be noted that, unless otherwise explicitly specified and limited, the terms "installation," "connection," and "linking" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; and they can refer to the internal connection of two components. Those skilled in the art can understand the specific meaning of the above terms in this invention based on the specific circumstances.

[0028] The device embodiments described above are merely illustrative. The units described as separate components may or may not be physically separate. The components shown as units may or may not be physical units; that is, they may be located in one place or distributed across multiple network units. Some or all of the modules can be selected to achieve the purpose of this embodiment according to actual needs. Those skilled in the art can understand and implement this without any creative effort.

[0029] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention, and not to limit them; although the present invention has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that modifications can still be made to the technical solutions described in the foregoing embodiments, or equivalent substitutions can be made to some of the technical features; and these modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the spirit and scope of the technical solutions of the embodiments of the present invention.

Claims

1. A double-layer steel cage for large-diameter anti-slide piles, comprising a concrete outer layer (1), characterized in that: The outer concrete layer (1) has an inner cavity (2), and the inner cavity (2) is uniformly provided with outer longitudinal reinforcement (4) along the circumferential direction. The outer wall of the outer longitudinal reinforcement (4) is provided with spiral outer hoop reinforcement (3), and the inner wall of the spiral outer hoop reinforcement (3) is uniformly provided with first connection (5) along the spiral direction. A second connection (6) is provided on one side of the outer wall of the outer longitudinal rib (4) at the position corresponding to the first connection (5); A third connection (7) is provided on one side of the inner wall of the outer longitudinal bar (4), and a middle layer reinforcing stirrup (8) is provided on the inner wall of the outer longitudinal bar (4). A fourth connection (9) is provided on the outer wall of the middle layer reinforcing stirrup (8) at the position corresponding to the third connection (7); The inner wall of the middle layer reinforcing stirrup (8) is uniformly provided with a fifth connection (10) along the spiral direction, and the inner wall of the middle layer reinforcing stirrup (8) is uniformly provided with an inner longitudinal bar (11) along the circumferential direction. A sixth connection (12) is provided on the outer wall of the inner longitudinal rib (11) at the position corresponding to the fifth connection (10); A seventh connection (13) is provided on one side of the outer wall of the inner longitudinal rib (11). An inner reinforcing stirrup (14) is provided on the inner side of the inner longitudinal bar (11), and an eighth connection (15) is provided on one side of the outer wall of the inner reinforcing stirrup (14) at the position corresponding to the seventh connection (13). The inner side of the inner reinforcing stirrup (14) is evenly provided with triangular braces (16) from top to bottom.

2. The double-layer steel cage for a large-diameter anti-slide pile according to claim 1, characterized in that: The triangular brace (16) is provided with a first corner connection (17) at the triangular part, and the inner side of the inner reinforcing stirrup (14) is provided with a second corner connection (18) at the position corresponding to the first corner connection (17).

3. The construction method of a double-layer steel cage for a large-diameter anti-slide pile according to claim 2, characterized in that: First, a steel cage is made. The inner longitudinal bars (11) are evenly distributed along the circumference. They are precisely aligned and fixed with the fifth connection (10) of the inner wall of the middle layer reinforcing stirrups (8) through the sixth connection (12) of the outer wall to ensure that the spacing of the inner longitudinal bars (11) meets the design standard. Then, the inner reinforcing stirrups (14) are fastened with the seventh connection (13) of the outer wall of one side of the inner longitudinal bars (11) through the eighth connection (15) of the outer wall. At the same time, the triangular brace (16) is firmly connected to the second corner connection (18) inside the inner reinforcing stirrup (14) by means of the first corner connection (17) of its triangle, thus constructing the core support system of the inner cage, which is compatible with the design parameters of the middle layer reinforcing stirrup (8), inner reinforcing stirrup (14) and triangular brace (16) with a diameter of 32 mm and a spacing of 2000 mm. Then the outer longitudinal reinforcement (4) is evenly distributed on the outside of the inner cavity (2) along the circumferential direction and fixed to the first connection (5) of the inner wall of the spiral outer hoop (3) through the second connection (6) of its outer wall, matching the design requirements of two spiral outer hoop (3) with a diameter of 12 mm and a spacing of 90 mm. Then, by precisely fitting the third connection (7) on the inner wall of the outer longitudinal bar (4) with the fourth connection (9) on the outer wall of the middle layer reinforcing stirrup (8), a closed-loop three-dimensional truss skeleton is finally formed, consisting of the outer longitudinal bar (4), spiral outer stirrup (3), middle layer reinforcing stirrup (8), inner longitudinal bar (11), inner reinforcing stirrup (14), and triangular brace (16), ensuring that the cage has the hoisting rigidity to withstand a maximum weight of 41 tons and a length of 63 meters.

4. The construction method of a double-layer steel cage for a large-diameter anti-slide pile according to claim 3, characterized in that: After assembly, following the construction sequence in the customer's information—lifting the outer cage downwards first, then the inner cage, and connecting the piles upwards first, then the outer cage—a 100-ton crawler crane was used as the main crane, with a 50-ton truck crane assisting. The segmented cages were smoothly transported to the pile location via double lifting points. When lifting the outer cage, the outer cage adjustment cage was first lifted into the pile hole and fixed using the I-beam through the hole opening. Then, the standard outer cage was lifted section by section. The outer longitudinal reinforcement (4) was connected by a threaded straight thread mechanical connection. The first connection (5) and the second connection (6) between the spiral outer hoop (3) and the outer longitudinal reinforcement (4) were checked simultaneously. To ensure the stability of the inner cage, the inner longitudinal reinforcement (11) is connected section by section according to the same process during hoisting. This ensures that the middle layer reinforcing stirrup (8) is fully fitted with the third connection (7), fourth connection (9), fifth connection (10), and sixth connection (12) of the outer longitudinal reinforcement (4) and inner longitudinal reinforcement (11). At the same time, the first corner connection (17) and second corner connection (18) of the triangular brace (16) are checked for looseness. This ensures the overall verticality and coaxiality of the cage after splicing, meeting the design requirements of a pile diameter of 2.5 meters and a concrete protective layer of not less than 50 millimeters.

5. The construction method of a double-layer steel cage for a large-diameter anti-slide pile according to claim 4, characterized in that: After the steel cage is installed and positioned, C35 grade concrete is poured into the inner cavity (2) using the guide pipe method. The concrete fills the gap between the outer longitudinal reinforcement (4), spiral outer stirrups (3), middle layer reinforcing stirrups (8), inner longitudinal reinforcement (11), inner reinforcing stirrups (14), and triangular bracing (16). After the concrete solidifies, an anti-slide pile structure integrating the outer concrete layer (1) and the steel cage is formed. When under stress, the huge bending moment and shear force transmitted by the landslide body first act on the outer concrete layer (1) and are transmitted to the spiral outer stirrups (3) and outer longitudinal reinforcement (4), through the first connection (5) and the second connection ( The rigid connection of 6) disperses the stress, and then the stress is transferred to the inner longitudinal reinforcement (11) through the third connection (7) and the fourth connection (9) of the middle layer reinforcing stirrup (8). The fifth connection (10) and the sixth connection (12) are used to realize the linkage of the inner and outer longitudinal reinforcements. Finally, the seventh connection (13) and the eighth connection (15) of the inner reinforcing stirrup (14) and the first corner connection (17) and the second corner connection (18) of the triangular brace (16) form an internal force closed loop, and the stress is evenly transferred to the stable stratum, so as to achieve the support goal of high slope reinforcement and landslide stability.

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