A post-embedding method for a cylindrical anchor structure for reducing foundation pit excavation volume

Abstract

The present invention relates to the technical field of foundation pit enclosure, and discloses a post-embedding method of a cylindrical anchor structure for reducing the amount of foundation pit excavation, comprising the following steps: S1: tying a steel cage; S2: placing the steel cage into a pile hole and pouring pile concrete; S3: after the foundation pit is excavated to the installation position of the inclined support, drilling anchor holes, placing anchor cables, and grouting the anchor holes; S4: installing the inclined support on the steel cage; S5: after the grouting strength of the inclined support installation area meets the requirements, installing the anchor in the inclined support, tensioning the anchor cable, and locking the anchor cable with the anchor, and finally sealing the anchor. The technical solution of the present invention can reduce the amount of foundation pit excavation, reduce construction costs, and at the same time, shorten the construction period and avoid the risk of high-altitude operations caused by fertilizer tank filling operations.

Description

Technical Field

[0001] The invention relates to the technical field of foundation pit enclosure, and in particular to a post-embedding method of a cylindrical anchor structure for reducing the amount of foundation pit excavation. Background Art

[0002] Foundation pit support is a measure of support, reinforcement and protection for the side walls of the foundation pit and the surrounding environment to ensure the safety of underground structure construction and the surrounding environment of the foundation pit.

[0003] The existing foundation pit support structure is as follows Figure 1 As shown, the pile body 15 includes a pile body 15 and an anchor 11. A steel cage 1 is provided inside the pile body 15. The steel cage 1 serves as the skeleton of the pile body 15 and can improve the bearing capacity of the pile body 15. The pile body 15 is formed by pouring concrete around the steel cage 11. The anchor 11 is arranged outside the pile body 15. An inclined support 2 is provided between the pile body 15 and the anchor 11. The inclined support 2 is fixed to the left side wall of the pile body 15. A through hole 16 connected to the anchor hole 18 is provided on the inclined support 2. The anchor hole 18 and the anchor cable 17 pass through The pile body 15 enters the surrounding rock on the right side of the pile body 15, and the anchor 11 is used to clamp the anchor cable 17, and anchor the left end of the anchor cable 17 on the inclined support 2 to prevent the anchor cable 17 from slipping or loosening when subjected to tension. The inclined support 2 is divided into two types: reinforced concrete inclined support and steel inclined support. Among them, the size of the reinforced concrete inclined support is 800 (length) * 800 (width) * 600 (height) mm, and the size of the steel inclined support is 800 (length) * 800 (width) * 400 (height) mm. When supporting the foundation pit, the pressure borne by the anchor 11 can be transmitted to the pile body 15 through the inclined support 2 to ensure the safety of the enclosure structure. However, because the anchor 11 and the inclined support 2 are both arranged on the outside of the pile body 15, after installation, multiple protrusions will be formed on the surface of the pile body 15, causing the side wall of the foundation pit to be uneven. When the outer waterproof layer is pasted on the side wall of the foundation pit, it is usually necessary to lay the protrusions flat by spraying concrete, laying brick walls, etc. These operations form a fertilizer trough filling layer with a width of 450-600mm between the pile body 15 and the outer wall of the underground main structure. This not only increases the excavation width of the foundation pit on one side by 450-600mm, but also increases the construction cost, and also prolongs the construction period due to the fertilizer trough filling operation, and at the same time, increases the risk of high-altitude operations. Summary of the invention

[0004] The present invention aims to provide a post-embedding method of a cylindrical anchor structure for reducing the amount of foundation pit excavation, thereby reducing the amount of foundation pit excavation and reducing construction costs. At the same time, it can also shorten the construction period and avoid the high-altitude operation risks caused by fertilizer trough filling operations.

[0005] To achieve the above object, the present invention adopts the following technical solution: a post-embedding method of a cylindrical anchor structure for reducing the amount of foundation pit excavation, comprising the following steps:

[0006] S1: Tie up the steel cage;

[0007] S2: Place the steel cage into the pile hole and pour the pile concrete;

[0008] S3: After the foundation pit is excavated to the installation position of the inclined support, the anchor holes are drilled, the anchor cables are placed, and the anchor holes are grouted;

[0009] S4: Install the inclined support on the steel cage;

[0010] S5: After the grouting strength of the inclined support installation area meets the requirements, install the anchor inside the inclined support, tension the anchor cable, lock the anchor cable with the anchor, and finally seal the anchor.

[0011] The beneficial effects of this solution are as follows: (1) Since the inclined support is installed on the steel cage and the anchor is installed inside the inclined support, this technical solution solves the problem of the raised structure formed by the traditional external inclined support and anchor, avoids the increase in foundation pit excavation caused by fertilizer trough filling, reduces construction costs, shortens construction period, and avoids the risk of high-altitude operations caused by fertilizer trough filling operations.

[0012] (2) This technical solution reduces the disturbance to the surrounding soil and the occurrence of ground subsidence and displacement due to the reduction in the amount of excavation. If the subsidence and displacement are too large, it will cause damage to surrounding buildings, roads, underground pipelines, etc. At the same time, it can also reduce land occupation and the damage to the surrounding ecological environment is relatively small, reducing energy consumption and carbon emissions, which meets the requirements of sustainable development.

[0013] (3) The pre-embedded method is to embed the inclined support and the steel cage into the pile body together when pouring the pile body, and then drill the anchor hole. In order to consider the passability of the drilling tool, it is necessary to set a through hole with a diameter larger than the outer diameter of the anchor on the inclined support in advance, and set a transition gasket between the anchor and the inclined support. The pressure on the anchor is transmitted to the inclined support through the transition gasket, and then transmitted to a larger area of ​​the pile body by the inclined support, thereby reducing the local stress concentration of the pile body, avoiding local excessive deformation or damage of the pile body, and enhancing the overall stability and reliability of the pile body.

[0014] The present technical solution adopts the post-embedding method. After the pile body is cast, the anchor hole is first drilled on the pile body, and then the inclined support is installed. In this way, there is no need to pre-set a through hole larger than the outer diameter of the anchor on the inclined support. It is only necessary to set a through hole on the inclined support for the anchor cable or steel strand to pass through. In this way, the aperture of the through hole will be smaller than the outer diameter of the anchor, and the pressure borne by the anchor can be directly transmitted to the inclined support, saving the transition gasket and reducing the size of the core tube, thereby effectively saving construction materials, reducing the volume of the inclined support embedded in the pile body, and increasing the range of the pile body to withstand the tension of the anchor cable.

[0015] Furthermore, the inclined support includes a core tube and a pressure plate, which is fixedly connected to the inside of the core tube and coaxially arranged with the core tube. A No. 1 circular hole is provided on the pressure plate for the anchor cable or steel strand to pass through, and the core tube is fixedly connected to the steel cage.

[0016] The beneficial effects of this solution are as follows: since this technical solution adopts the post-embedding method, that is, the anchor hole is drilled first and the inclined support is installed later. Therefore, the diameter of the No. 1 circular hole does not need to consider the passability of the drill, as long as its diameter is smaller than the outer diameter of the anchor, it can meet the requirements. It can be seen that the pressure borne by the anchor can be directly transmitted to the inclined support through the pressure plate, and there is no need to set a transition gasket between the anchor and the pressure plate, which saves construction materials and reduces construction costs.

[0017] In this technical solution, since the core tube is fixedly connected to the steel cage, the strength of the pile body in the core tube area is increased by connecting the core tube and the steel cage into a whole.

[0018] Furthermore, in S1, annular reinforcing stirrups are added at positions on the steel cage where inclined supports need to be installed.

[0019] The beneficial effect of this solution is that: due to the provision of the annular reinforcing stirrups, this technical solution can improve the connection strength between the inclined support and the steel cage, and at the same time, can also improve the strength of the pile body.

[0020] Furthermore, the inclined support also includes an arc-shaped panel, the inner side surface of the arc-shaped panel can fit with the outer side surface of the steel cage and be fixedly connected to the steel cage, the outer side surface of the arc-shaped panel can fit with the annular reinforcing hoop and be fixedly connected to the annular reinforcing hoop, the core tube is fixedly connected to the side of the arc-shaped panel close to the steel cage, the core tube can pass through the steel cage and is inside the steel cage, the outer side surface of the core tube is fixedly connected to the steel cage, and the arc-shaped panel is provided with a No. 2 circular hole connected to the core tube.

[0021] The beneficial effect of this solution is that due to the setting of the curved panel, the pressure borne by the anchor can be distributed to a larger area on the pile surface, reducing local stress concentration on the pile body, avoiding excessive deformation or damage of the pile body in local areas, thereby enhancing the overall stability and reliability of the pile body.

[0022] Due to the setting of the curved panel, the tension of the post-tensioned anchor cable can be transmitted to the core tube through the pressure plate, and then to the curved panel, and effectively transmitted to the outside of the steel cage through the curved panel, and act on the surface of the pile body. In this way, the force transmission mechanism between the inclined support and the pile body is consistent with that of the traditional external anchor, which can ensure the safety of the enclosure structure.

[0023] Further, the installation of the inclined support in S4 includes the following steps:

[0024] S4.1: Chisel the concrete on the pile surface at the location where the inclined support is to be installed;

[0025] S4.2: First, cut the annular reinforcing stirrups and part of the main reinforcement of the steel cage at the installation position of the inclined support, and bend the annular reinforcing stirrups outward to form an installation opening;

[0026] S4.3: Use drilling equipment to drill installation holes in the concrete at the installation position of the inclined support in the steel cage, and clean the concrete residue in the installation hole;

[0027] S4.4: Arrange the cut main reinforcement cage bars and annular reinforcing stirrups, and remove the main reinforcement cage bars that block the openings of the curved panels and core tubes;

[0028] S4.5: First, fix the main reinforcement of the steel cage to the inner side of the curved panel and the outer side of the core tube, then restore the annular reinforcing stirrups and fix the annular reinforcing stirrups to the curved panel.

[0029] The beneficial effects of this solution are as follows: this technical solution installs the inclined support on the steel cage through the above-mentioned installation method, so that the inclined support can be embedded in the interior of the pile body, avoiding the formation of a convex structure on the outer side of the pile body, thereby avoiding the increase in foundation pit excavation caused by fertilizer trough filling, reducing construction costs, shortening construction period, and avoiding the risks of high-altitude operations caused by fertilizer trough filling operations.

[0030] By installing the inclined bracket through the technical solution, there is no need to set a transition gasket between the anchor and the inclined bracket, thereby saving construction materials and reducing construction costs.

[0031] Furthermore, a plurality of external stiffening ribs are fixedly connected to the outer side surface of the core tube in the circumferential direction, and a side of the external stiffening ribs close to the curved panel is fixedly connected to the curved panel.

[0032] The beneficial effects of this solution are as follows: due to the provision of the external stiffening ribs, this technical solution increases the connection reliability between the core tube and the curved panel, and at the same time, increases the bite force between the core tube and the concrete, thereby improving the stability of the inclined support.

[0033] Furthermore, a side of the core tube away from the pressure plate is fixedly connected with a plurality of internal stiffening ribs along its circumference, and a side of the internal stiffening ribs close to the pressure plate is fixedly connected to the pressure plate.

[0034] The beneficial effect of this solution is that due to the arrangement of the internal stiffening ribs, the connection between the core tube and the pressure plate is more reliable.

[0035] Furthermore, an angle adjustment unit is provided between the anchor and the pressure plate, and the angle adjustment unit can adjust the angle of the anchor.

[0036] The beneficial effect of this solution is that due to the setting of the angle adjustment unit, this technical solution can adjust the angle of the anchor, thereby adjusting the construction error and ensuring that the installation angle of the anchor cable is not affected.

[0037] Furthermore, the angle adjustment unit includes an adjusting bottom plate and an adjusting top plate, the outer diameters of the adjusting bottom plate and the adjusting top plate are both smaller than the inner diameter of the core tube, the side of the adjusting bottom plate close to the pressure plate is a plane and fits with the surface of the pressure plate, the side of the adjusting bottom plate close to the adjusting top plate is a convex spherical surface, and the side of the adjusting top plate close to the adjusting bottom plate is a concave spherical surface, the convex spherical surface and the concave spherical surface are in contact with each other, and the adjusting top plate can slide along the convex spherical surface, the side of the adjusting top plate close to the anchor is a plane and fits with the surface of the anchor, and a No. 3 circular hole for the anchor cable to pass through is opened at the center position of the adjusting bottom plate and the adjusting top plate.

[0038] The beneficial effects of this solution are as follows: this technical solution adopts the post-embedding method, that is, the pile body is cast first, then the anchor hole is drilled on the pile body, and finally the inclined support is installed. Therefore, when installing the inclined support, the core tube and the anchor hole may not be coaxial. If the core tube and the anchor hole are not coaxial, the adjusting top plate can be rotated to make the adjusting top plate rotate around the convex spherical surface of the adjusting bottom plate, thereby driving the anchor to rotate synchronously, thereby adjusting the construction error and ensuring that the installation angle of the anchor cable is not affected.

[0039] After the adjusting bottom plate and the adjusting top plate are adjusted to the appropriate angles, the anchor, the adjusting top plate and the adjusting bottom plate are pressed against the pressure plate by the pressure brought by the anchor cable tension, which automatically fixes the anchor, the adjusting top plate and the adjusting bottom plate, and has the advantage of convenient operation. BRIEF DESCRIPTION OF THE DRAWINGS

[0040] Figure 1 It is a schematic diagram of the existing foundation pit supporting structure of the present invention;

[0041] Figure 2 A three-dimensional diagram of a cylindrical anchor structure for reducing the amount of foundation pit excavation in Example 1 of the present invention;

[0042] Figure 3 A three-dimensional diagram of the coordination between the oblique support and the anchor in Example 1 of the present invention;

[0043] Figure 4 It is an exploded view of the components of the inclined support and the anchor in Embodiment 1 of the present invention;

[0044] Figure 5 A three-dimensional diagram of the angle adjustment unit in Embodiment 2 of the present invention;

[0045] Figure 6 Schematic diagram of the angle adjustment unit in Embodiment 2 of the present invention. DETAILED DESCRIPTION

[0046] The following is further described in detail through specific implementation methods:

[0047] The figure marks in the drawings of the specification include: steel cage 1, inclined support 2, curved panel 3, annular reinforcing stirrups 4, core tube 5, No. 2 circular hole 6, external stiffening rib 7, pressure plate 8, No. 1 circular hole 9, internal stiffening rib 10, anchor 11, adjusting bottom plate 12, adjusting top plate 13, No. 3 circular hole 14, pile body 15, through hole 16, anchor cable 17, anchor hole 18.

[0048] Example 1

[0049] The structure of the cylindrical anchor used to reduce the amount of foundation pit excavation is basically as follows Figure 1-4 shown.

[0050] like Figure 2 The cylindrical anchor structure shown in the figure for reducing the amount of foundation pit excavation comprises an inclined support 2 and an anchor 11. The inclined support 2 is welded to the steel cage 1. In this embodiment, the inclined support is a steel inclined support.

[0051] like Figure 3-4As shown, the inclined support 2 includes an arc panel 3, a core tube 5 and a pressure plate 8. Specifically, the right side of the arc panel 3 is fitted with the outer side of the steel cage 1 and welded to the steel cage 1. The steel cage 1 at the installation position of the inclined support 2 is sleeved with an annular reinforcing hoop 4, and the annular reinforcing hoop 4 is welded to the steel cage 1 and the arc panel 3. The core tube 5 is a cylindrical structure with openings on both the left and right ends. The core tube 5 is welded to the right side of the arc panel 3. The left side of the arc panel 3 is provided with a No. 2 circular hole 6 connected to the core tube 5. The right end of the core tube 5 can pass through the steel cage 1 and is inside the steel cage 1. The outer side of the core tube 5 is welded to the steel cage 1, and the core tube 5 and the steel cage 1 are connected to form a whole. The right end of the core tube 5 is tilted downward, and the angle between the core tube 5 and the vertical direction is between 15° and 25°. A plurality of external stiffening ribs 7 are welded circumferentially on the outer side of the core tube 5. The external stiffening ribs 7 are triangular in shape, and the left side of the external stiffening ribs 7 is welded on the curved panel 3. The pressure plate 8 is welded inside the core tube 5 and is coaxially arranged with the core tube 5. A No. 1 circular hole 9 is opened at the center of the pressure plate 8 for the anchor cable or steel strand to pass through. The aperture of the No. 1 circular hole 9 is smaller than the outer diameter of the anchor 11. The pressure transmission energy borne by the anchor 11 can be transmitted to the core tube 5 and the curved panel 3 through the pressure plate 8. A plurality of internal stiffening ribs 10 are welded along the circumference of the core tube 5. The internal stiffening ribs 10 are also triangular in shape. The internal stiffening ribs 10 are located on the right side of the pressure plate 8, and the left side thereof is welded on the right side of the pressure plate 8. The anchor 11 is arranged on the left side of the pressure plate 8 and is located inside the core tube 5. The anchor 11 is used to clamp the anchor cable 17 or the steel strand to prevent the anchor cable 17 or the steel strand from slipping or loosening when subjected to tension, and to evenly transfer the tension formed by the tensioned anchor cable 17 to the pressure plate 8. In this embodiment, the anchor 11 adopts the existing clip anchor 11, and the appropriate size can be selected according to actual needs. The clip anchor 11 is a prior art and will not be described here in detail; the angle between the core tube 5 and the vertical direction is 23°.

[0052] A post-embedding method of a cylindrical anchor structure 11 for reducing the amount of foundation pit excavation comprises the following steps:

[0053] S1: Tie up the steel cage 1 and add annular reinforcing stirrups 4 at the position where the inclined support 2 needs to be installed on the steel cage 1;

[0054] S2: Place the steel cage 1 into the pile hole and pour the pile body 15 concrete. The hoisting of the steel cage 1 and the pouring of the pile body 15 concrete are both prior arts and will not be described in detail here.

[0055] S3: After the foundation pit is excavated to the installation position of the inclined support 2, the anchor hole 18 is drilled, the anchor cable 17 is placed, and the anchor hole 18 is grouted;

[0056] S4: Install the inclined support 2 on the steel cage 1;

[0057] S4.1: Chisel the concrete on the surface of the pile body 15 at the position where the inclined support 2 needs to be installed;

[0058] S4.2: First, cut the annular reinforcing stirrups 4 and part of the main reinforcement of the steel cage 1 at the installation position of the inclined support 2, and bend the annular reinforcing stirrups 4 outward to form an installation opening;

[0059] S4.3: Use drilling equipment to drill a mounting hole in the concrete at the mounting position of the inclined support 2 in the steel cage 1, and clean the concrete residue in the mounting hole;

[0060] S4.4: Arrange the cut main reinforcement of the steel cage 1 and the annular reinforcing stirrups 4, and remove the main reinforcement of the steel cage 1 that blocks the opening range of the curved panel 3 and the core tube 5;

[0061] S4.5: First, weld the main reinforcement of the steel cage 1 to the inner side of the curved panel 3 and the outer side of the core tube 5, then restore the annular reinforcing stirrups 4, and weld the annular reinforcing stirrups 4 to the curved panel 3;

[0062] S5: After the grouting strength of the installation area of ​​the inclined support 2 meets the requirements, the anchor 11 is installed in the inclined support 2, the anchor cable 17 is tensioned, and the anchor cable 17 is locked with the anchor 11, and finally the anchor is sealed.

[0063] Example 2

[0064] Since the inclined support 2 is prone to deviate from the anchor hole 18 during installation, based on Example 1, an angle adjustment unit is provided between the anchor 11 and the pressure plate 8, and the angle adjustment unit can adjust the angle of the anchor 11.

[0065] Specifically, Figure 5-6 As shown, the angle adjustment unit includes an adjusting bottom plate 12 and an adjusting top plate 13. The outer diameters of the adjusting bottom plate 12 and the adjusting top plate 13 are both smaller than the inner diameter of the core tube 5. The right side surface of the adjusting bottom plate 12 is a plane, which fits tightly with the surface of the pressure plate 8. The left side surface of the adjusting bottom plate 12 is a convex spherical surface, and the right side surface of the adjusting top plate 13 is a concave spherical surface. The convex spherical surface and the concave spherical surface are in contact with each other, and the adjusting top plate 13 can slide along the convex spherical surface. The left side surface of the adjusting top plate 13 is a plane, which fits tightly with the surface of the anchor 11. The center positions of the adjusting bottom plate 12 and the adjusting top plate 13 are provided with No. 3 round holes 14 for the anchor cable 17 or the steel strand to pass through.

[0066] The present technical solution adopts a post-embedding method, that is, the pile body 15 is cast first, then the anchor hole 18 is drilled on the pile body 15, and finally the inclined support 2 is installed. Therefore, when installing the inclined support 2, the core tube 5 and the anchor hole 18 may not be coaxial. If the core tube 5 and the anchor hole 18 are not coaxial, the top plate 13 can be rotated to rotate around the convex spherical surface of the bottom plate 12, thereby driving the anchor 11 to rotate synchronously, thereby adjusting the construction error and ensuring that the installation angle of the anchor cable 17 is not affected.

[0067] After the adjusting bottom plate 12 and the adjusting top plate 13 are adjusted to the appropriate angles, the pressure brought by the tension of the anchor cable 17 presses the anchor 11, the adjusting top plate 13 and the adjusting bottom plate 12 onto the pressure plate 8, which automatically fixes the anchor 11, the adjusting top plate 13 and the adjusting bottom plate 12, and has the advantage of convenient operation.

[0068] Example 3

[0069] On the basis of Example 1 or Example 2, a positioning cylinder is tied at the installation position of the inclined support 2 on the steel cage 1, and the end of the positioning cylinder away from the steel cage 1 is inserted into the side wall of the pile hole. A filler is arranged inside the positioning cylinder. The positioning cylinder is made of PVC material, and the filler is a flexible material. In this embodiment, the filler is foam plastic. Due to the setting of the positioning cylinder, it is convenient to locate the installation position of the inclined support 2. At the same time, when installing the inclined support 2, it is easier to chisel the concrete at the installation position of the inclined support 2, and the construction amount is reduced.

[0070] In actual construction, the pile hole is often slightly larger than the designed size, which is convenient for installing the steel cage 1, but easily causes the annular reinforcing stirrups 4 to be buried too deep in the pile body 15. When excavating the foundation pit, it becomes extremely difficult to determine the pre-embedded position of the annular reinforcing stirrups 4, which inevitably increases the damaged area of ​​the pile body 15 during the search process, thereby greatly reducing the stability of the pile body 15.

[0071] In actual construction, in order to prevent the borehole from collapsing, a layer of mortar is usually applied to the side wall of the borehole to form a protective wall. When installing the positioning tube, it is necessary to first break the protective wall at the installation position of the positioning tube, and then insert one end of it into the side wall of the pile hole, and tie the other end to the steel cage 1. Since the surrounding rock is usually relatively weak when the pile body 15 and the anchor cable 17 are used as a combined support method, the positioning tube can be inserted into the side wall of the pile hole (i.e., the surrounding rock).

[0072] The positioning tube provided in the present technical solution has many significant advantages. On the one hand, it can accurately locate the installation position of the inclined support 2 very effectively, greatly reducing the degree of damage to the surface of the pile body 15. During the construction process, accurate positioning can ensure the accuracy of the installation position of the inclined support 2, improve the construction quality, and avoid unnecessary damage to the pile body 15 due to inaccurate positioning. On the other hand, since the positioning tube is tied to the steel cage 1, when the pile body 15 is cast and formed, an installation space for the inclined support 2 will be naturally formed at the position of the positioning tube. Moreover, the positioning tube is a hollow structure. When the inclined support 2 is constructed by the post-embedded method, the amount of concrete chiseling of the pile body 15 can be significantly reduced, thereby greatly reducing the construction amount, making the installation of the inclined support 2 more convenient and efficient. In addition, by arranging a filler in the positioning tube, during the process of pouring the pile body 15, it can effectively prevent concrete from flowing into the interior of the positioning tube, ensuring that the interior of the positioning tube always maintains a hollow structure. In this way, when the inclined support 2 is constructed by the post-embedded method, the chiseling operation of the concrete at the positioning tube is further facilitated.

[0073] In addition, the positioning cylinder can also ensure that there is a certain distance between the steel cage 1 and the side wall of the borehole, thereby meeting the requirements for the thickness of the protective layer of the steel cage 1 in the specification. During the concrete pouring process, the steel cage 1 may shake due to various factors. Without the obstruction of the positioning cylinder, the steel cage 1 is easy to get close to the side wall of the borehole, which will cause the local concrete protective layer to be too thin, seriously affecting the durability of the steel cage 1. The existence of the positioning cylinder effectively avoids this situation, provides stable protection for the steel cage 1, and greatly improves the service life of the steel cage 1 and the reliability of the entire pile body 15 structure.

[0074] The above is only an embodiment of the present invention, and the common knowledge such as the known specific technical solutions and / or characteristics in the solution is not described in detail here. It should be pointed out that for those skilled in the art, without departing from the technical solution of the present invention, several modifications and improvements can be made, which should also be regarded as the protection scope of the present invention, and these will not affect the effect of the implementation of the present invention and the practicality of the patent. The scope of protection required by this application shall be based on the content of its claims, and the specific implementation methods and other records in the specification can be used to interpret the content of the claims.

Claims

1. A post-embedding method of a cylindrical anchor structure for reducing the amount of foundation pit excavation, characterized in that: The following steps are involved: S1: Tie up the steel cage; add annular reinforcing stirrups at the position where the inclined bracket needs to be installed on the steel cage; S2: Place the steel cage into the pile hole and pour the pile concrete; S3: After the foundation pit is excavated to the installation position of the inclined support, the anchor holes are drilled, the anchor cables are placed, and the anchor holes are grouted; S4: Install the inclined support on the steel cage; the inclined support includes a core tube and a pressure plate, the pressure plate is fixedly connected to the inside of the core tube and is coaxially arranged with the core tube, a No. 1 circular hole for the anchor cable to pass through is provided on the pressure plate, and the core tube is fixedly connected to the steel cage; the inclined support also includes an arc-shaped panel, the inner side of the arc-shaped panel can fit with the outer side of the steel cage and is fixedly connected to the steel cage, the outer side of the arc-shaped panel can fit with the annular reinforcing stirrups and is fixedly connected to the annular reinforcing stirrups, the core tube is fixedly connected to the side of the arc-shaped panel close to the steel cage, the core tube can pass through the steel cage and is inside the steel cage, the outer side of the core tube is fixedly connected to the steel cage, and a No. 2 circular hole connected to the core tube is provided on the arc-shaped panel; S5: After the grouting strength of the inclined support installation area meets the requirements, install the anchor inside the inclined support, tension the anchor cable, lock the anchor cable with the anchor, and finally seal the anchor.

2. A post-embedding method of a cylindrical anchor structure for reducing the amount of foundation pit excavation according to claim 1, characterized in that: The installation of the inclined bracket in S4 includes the following steps: S4.1: Chisel the concrete on the pile surface at the location where the inclined support is to be installed; S4.2: First, cut the annular reinforcing stirrups and part of the main reinforcement of the steel cage at the installation position of the inclined support, and bend the annular reinforcing stirrups outward to form an installation opening; S4.3: Use drilling equipment to drill installation holes in the concrete at the installation position of the inclined support in the steel cage, and clean the concrete residue in the installation hole; S4.4: Arrange the cut main reinforcement cage bars and annular reinforcing stirrups, and remove the main reinforcement cage bars that block the openings of the curved panels and core tubes; S4.5: First, fix the main reinforcement of the steel cage to the inner side of the curved panel and the outer side of the core tube, then restore the annular reinforcing stirrups and fix the annular reinforcing stirrups to the curved panel.

3. A post-embedding method of a cylindrical anchor structure for reducing the amount of foundation pit excavation according to claim 2, characterized in that: A plurality of external stiffening ribs are fixedly connected to the outer side surface of the core tube in the circumferential direction, and a side of the external stiffening ribs close to the curved panel is fixedly connected to the curved panel.

4. A post-embedding method of a cylindrical anchor structure for reducing the amount of foundation pit excavation according to claim 3, characterized in that: A side of the core tube away from the pressure plate is fixedly connected with a plurality of internal stiffening ribs along its circumference, and a side of the internal stiffening rib close to the pressure plate is fixedly connected to the pressure plate.

5. A post-embedding method of a cylindrical anchor structure for reducing the amount of foundation pit excavation according to claim 4, characterized in that: An angle adjustment unit is provided between the anchor and the pressure plate, and the angle adjustment unit can adjust the angle of the anchor.

6. A post-embedding method of a cylindrical anchor structure for reducing the amount of foundation pit excavation according to claim 5, characterized in that: The angle adjustment unit includes an adjusting base plate and an adjusting top plate. The outer diameters of the adjusting base plate and the adjusting top plate are both smaller than the inner diameter of the core tube. The side of the adjusting base plate close to the pressure plate is a plane and fits with the surface of the pressure plate. The side of the adjusting base plate close to the adjusting top plate is a convex spherical surface, and the side of the adjusting top plate close to the adjusting base plate is a concave spherical surface. The convex spherical surface and the concave spherical surface are in contact with each other, and the adjusting top plate can slide along the convex spherical surface. The side of the adjusting top plate close to the anchor is a plane and fits with the surface of the anchor. The center position of the adjusting base plate and the adjusting top plate is provided with a No. 3 circular hole for the anchor cable to pass through.

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