Hanging cylinder type anchorage device structure rear mounting method for reducing excavation volume of foundation pit

Abstract

The invention relates to the field of foundation pit excavation, and discloses a hanging cylinder type anchorage device structure rear-mounted installation method for reducing the foundation pit excavation volume, an anchorage device is arranged on the inner side of a pile body by arranging an installation space in the pile body, and therefore the problem that a protruding structure is formed by a traditional external anchor head is solved; the problems of increased excavation volume of the foundation pit, increased investment, long construction period, safety risk in implementation of the fertile groove and the like due to fertile groove filling are avoided; meanwhile, by means of a rear-mounted installation mode, it is effectively avoided that under the extrusion effect of liquid concrete, a pile body concrete pouring guide pipe is tightly attached to a hanging cylinder type anchorage device, so that a concrete guide pipe connecting flange is clamped by the device and cannot be pulled upwards, concrete pouring is delayed, and then the risk that a pile body is scrapped is avoided; and the problems that when concrete of the pile body is cast in place, the fluid concrete can form large buoyancy on the hanging cylinder type anchorage device embedded in the pile body, and if the hanging cylinder type anchorage device cannot be firmly fixed, the hanging cylinder type anchorage device deviates, floats upwards and the like can be easily caused can be solved.

Description

Technical Field

[0001] The invention relates to the field of foundation pit excavation, and in particular to a post-installation method of a hanging barrel type anchor structure for reducing the amount of foundation pit excavation. Background Art

[0002] The foundation pit is used for the foundation construction of construction projects or municipal projects. Generally, the larger the structure and the larger the foundation, the larger the foundation pit is required. When the foundation pit support structure adopts the pile + anchor cable support type, it is necessary to first use a drill to drill a hole on the pile body at an angle of 15°-25°, and then put the anchor cable in the hole for prestressing. To facilitate the tensioning construction of the anchor cable, the anchor is generally located on the outside of the pile body, and reinforced concrete or steel inclined supports (external anchor heads) are placed between the anchor and the pile body. The height of the reinforced concrete and steel inclined supports is 400mm-600mm. After tensioning, numerous protrusions are formed on the side walls of the foundation pit; on the other hand, in order to facilitate the pasting of the external waterproof layer on the side walls of the foundation pit, it is also necessary to use sprayed concrete, brick walls and other measures to lay the aforementioned protrusions flat.

[0003] The above measures will form a fertilizer trough filling layer with a width of 450mm-600mm between the retaining piles and the outer wall of the underground main structure. Before excavation, it is necessary to consider in advance the inclusion of the fertilizer trough filling layer in the excavation volume. For large foundation pits with a circumference of hundreds of meters, it is necessary to increase the excavation of thousands of cubic meters and a large amount of support costs. Not only does it increase the investment and construction period, but there are also greater risks in its high-altitude operations (usually after the excavation is completed, scaffolding is erected for operation), and it also increases the pollution and damage to the surrounding rock and soil, which is not conducive to protecting the environment, green energy conservation and low carbon, and achieving sustainable development of urban construction. Summary of the invention

[0004] The present invention aims to provide a post-installation method of a hanging barrel anchor structure for reducing the amount of foundation pit excavation, so as to eliminate the fertilizer trough filling layer, reduce foundation pit excavation, protect the environment, and be green, energy-saving and low-carbon.

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

[0006] Step 1: Prepare the steel cage. Add annular reinforcing stirrups at the location where the hanging barrel anchor needs to be installed; place the steel cage into the pile hole and pour the pile concrete;

[0007] Step 2: excavate the foundation pit. When the foundation pit is excavated to the predetermined position for tensioning the anchor cable, an anchor hole is drilled on the pile body by a drilling tool, the anchor cable is placed in the anchor hole, and grouting is performed on the anchor hole;

[0008] Step 3: dig out the concrete at the position where the hanging barrel anchor needs to be installed on the pile body, then cut the main bars and stirrups of the steel cage, and bend the cut main bars and stirrups outward to form an installation space. The hanging barrel anchor includes a core tube, the size of the installation space is adapted to the core tube, the core tube is fixedly arranged in the installation space, a pressure adjustment unit is arranged in the core tube, and an external stiffening rib is fixed outside the core tube. After the hanging barrel anchor is placed in the installation space and adjusted in place, the split pile body steel bars are restored and welded to the external stiffening ribs;

[0009] Step 4: A first accommodating hole is provided on the pressure-bearing part, the inner diameter of the first accommodating hole is smaller than the anchor, the steel cable passes through the first accommodating hole and the anchor in sequence, the anchor cable is tensioned, and the anchor is sealed.

[0010] The beneficial effects of this solution are as follows: this solution sets the anchor inside the pile body in the installation space of the internal facilities, thereby solving the convex structure formed by the traditional external anchor head, thereby avoiding the problems of increased foundation pit excavation, increased investment, longer construction period and safety risks of implementing the fertilizer trough due to the filling of the fertilizer trough;

[0011] This scheme adopts a post-installation scheme, first pouring the pile body, and installing the hanging cylinder anchor on the pile body, which effectively prevents the pile body concrete pouring conduit from being tightly attached to the core tube of the device under the squeeze of liquid concrete, causing the concrete conduit connection flange to be stuck and unable to be pulled up, delaying concrete pouring, and thus avoiding the risk of scrapping the pile body;

[0012] It can also be avoided that when pouring pile concrete, the fluid concrete will form a large buoyancy on the hanging barrel type anchor buried in the pile body. If it cannot be firmly fixed, it will easily cause the hanging barrel type anchor to be displaced, float, and other problems.

[0013] Furthermore, the core tube includes a core tube body and a pin, the external stiffening rib is fixedly arranged on the core tube body, the pin is annular and fixedly arranged on the free end of the external stiffening rib, and the steel cage includes main steel bars, which pass between the core tube body and the pin and are fixedly connected to the stiffening rib.

[0014] Beneficial effect: external stiffening ribs are arranged outside the core tube body, and pins are arranged at the free ends of the external stiffening ribs.

[0015] Furthermore, the pressure-bearing adjusting unit includes a pressure-bearing part, which is provided with a first accommodating hole. The pressure-bearing part is fixedly arranged in the core tube. The pressure-bearing part and the inner wall of the core tube together form an anchor installation cavity. The anchor is fixed in the anchor installation cavity, and the anchor cable passes through the core tube and the first accommodating hole in sequence and is fixedly connected to the anchor.

[0016] Beneficial effects: When the anchor cable is tensioned, it needs to be inclined at an angle of 15°-25° to the horizontal plane. When installing the core tube, the core tube needs to be fixedly connected to the pile body to provide sufficient support force to meet the tensioning requirements, thereby transferring the tension of the prestressed anchor cable to the pile body, so that the force transmission mechanism between the formed anchor head and the pile body is consistent with the traditional external anchor head, which can ensure the safety of the enclosure structure.

[0017] Furthermore, the pressure-bearing adjustment unit also includes an adjusting member, which is arranged between the anchor and the pressure-bearing member and is provided with a second accommodating hole for the anchor cable to pass through, the anchor cable passes through the first accommodating hole and the second accommodating hole in sequence and is fixedly connected to the anchor head, the contact surface between the pressure-bearing member and the adjusting member is a convex spherical surface, the contact surface between the adjusting member and the pressure-bearing member is a concave spherical surface matching the convex spherical surface, the concave spherical surface is slidably connected to the convex spherical surface, and the contact surface between the adjusting member and the anchor is a plane.

[0018] Beneficial effects: When the anchor cable is tensioned, it needs to be inclined at an angle of 15°-25° to the horizontal plane. When installing the core tube, the core tube needs to be fixedly connected to the pile body to provide sufficient supporting force to meet the tensioning requirements, thereby transferring the tension of the prestressed anchor cable to the pile body, so that the force transmission mechanism between the formed anchor head and the pile body is consistent with the traditional external anchor head, which can ensure the safety of the retaining structure and has high requirements on the installation accuracy of the core tube. This application uses a special design of the contact surface between the pressure-bearing part and the adjusting part. When the installation of the core tube deviates, the adjusting part can slide on the pressure-bearing part to drive the anchor to rotate along the center of the anchor hole and adjust the incident angle of the anchor cable, so as to achieve the purpose of coordinating construction errors so that the anchor cable angle is not affected, thereby reducing the installation requirements of the core tube and improving construction efficiency.

[0019] Furthermore, the core tube is a conical structure, which includes a narrow end and a wide end. The narrow end extends into the installation space, and the wide end is fixedly connected to the pile body. The pressure-bearing part is sleeved in the core tube and fits against the inner wall of the core tube. The angle between the axis of the conical structure and the horizontal plane is 15°-25°.

[0020] Beneficial effects:

[0021] Furthermore, the core tube is a cone, the angle between the side wall of the cone structure and the axis is 15°-25°, and the reinforcement is rotatably arranged in the core tube.

[0022] Beneficial effect: The core tube is set as a vertebral structure, and the pressure-bearing part is sleeved in the core tube, so that the pressure-bearing part can be fixedly installed in the core tube without setting an additional connection structure between the core tube and the pressure-bearing part, which simplifies the installation process and improves construction efficiency.

[0023] At the same time, by presetting the angle between the core tube axis and the horizontal plane, the axis of the vertebral structure is made to be the same as the anchor cable tensioning angle, which facilitates the transmission of the anchor cable tension to the core tube through the pressure-bearing parts, so that the core tube helps to disperse the anchor cable tension borne by the pile body and reduce concentrated stress. At the same time, it also prevents the steel strands or anchor cables from slipping or deviating from the predetermined path during the tensioning process.

[0024] Furthermore, the external stiffening ribs are fixed to the outer wall of the core tube and extend away from the wide end. The narrow end of the pressure-bearing member is fixed with internal stiffening ribs, which fit the inner wall of the core tube. The pile body includes a steel cage, and the external stiffening ribs are fixedly connected to the steel cage.

[0025] Furthermore, the pin is a circular steel ring, the free end of the external stiffening rib is provided with an annular through hole, the annular through hole is coaxial with the core tube, the pin is arranged in the annular through hole and is fixedly connected to the steel cage.

[0026] In the prior art, the anchor head is arranged outside the pile body, and the tension of the anchor cable diffuses to the whole pile body through the outside of the pile body; however, when the steel support is arranged inside the pile body, if the tension of the anchor cable directly acts inside the pile body, the diffusion radiation range of the tension of the anchor cable is reduced, the force-bearing structure is deteriorated, and the pressure exerted by the tension of the anchor cable on the pile body is increased, which is easy to cause the pile body to crack;

[0027] In this solution, the core tube is directly welded to the pile body reinforcement cage through external stiffening ribs, and the welding is strengthened at the node positions. The anchor cable tension is borne by the pressure-bearing parts. The anchor cable tension is not directly transmitted to the inside of the pile body, but is effectively transmitted to the outside of the main reinforcement of the pile body through the pressure-bearing parts, core tube, external stiffening ribs and pins, and acts on the surface of the pile body. In this way, the force transmission mechanism between the formed anchor head and the pile body is consistent with that of the traditional external anchor head, which can ensure the safety of the overall enclosure structure.

[0028] Furthermore, step 4 also includes a filling process, in which the gaps on both sides and the top of the core tube in the installation space are filled with concrete mortar, so that the vertical surface of the location where the installation space is located is flush with the vertical surface of the pile body, thereby reducing the impact of setting the installation space in the pile body on the structural strength and appearance of the pile body. BRIEF DESCRIPTION OF THE DRAWINGS

[0029] Figure 1 It is a schematic diagram of an external anchor head in the prior art;

[0030] Figure 2 It is a schematic diagram of the process of the present invention;

[0031] Figure 3 It is a three-dimensional axonometric drawing of the built-in anchor head of Example 1;

[0032] Figure 4 for Figure 3 Exploded diagram of the structure;

[0033] Figure 5It is a schematic diagram of the installation of the hanging barrel type anchor structure of the present invention;

[0034] Figure 6 It is a three-dimensional axonometric diagram of the adjusting member of Example 2;

[0035] Figure 7 is a 3D cross-sectional view of the adjusting member of Example 2;

[0036] Figure 8 A three-dimensional diagram of the built-in anchor head of Example 3;

[0037] Fig. 9 for Figure 8 Exploded diagram of the structure. DETAILED DESCRIPTION

[0038] The following is further described in detail through specific implementation methods:

[0039] The figure marks in the drawings of the specification include: anchor 11, inclined support 12, anchor cable 13, anchor hole 14, pile body 15, steel cage 16, hanging tube anchor structure 2, core tube body 21, external stiffening rib 22, pin 23, pressure-bearing part body 31, first accommodating hole 311, internal stiffening rib 312, convex spherical surface 313, adjustment part 32, second accommodating hole 321.

[0040] The technical solutions mentioned in the background technology are as follows Figure 1 As shown in the figure, in the foundation pit using the pile-anchor support structure, the construction method of the pile-anchor support structure is as follows:

[0041] Casting of the pile body 15: 1. Prepare the steel cage 16 corresponding to the pile body 15 and complete the construction of the pile hole; 2. Place the steel cage 16 into the pile hole and cast the concrete of the pile body 15;

[0042] Tensioning anchor cable 13: Tensioning preparation: excavate the foundation pit to reach the position where the prestressed anchor cable 13 needs to be arranged, and then carry out the following work in sequence: drilling anchor hole 14, placing anchor cable 13, grouting anchor hole 14, etc. Tensioning: after the concrete hardness of pile body 15 meets the tensioning requirements, place inclined support 12, tension anchor cable 13, seal anchor, and obtain the following result: Figure 1 Pile anchor support structure shown.

[0043] To facilitate the tensioning construction of the anchor cable 13, the anchor 11 is generally located outside the pile body 15, and reinforced concrete or inclined supports 12 are laid between the anchor 11 and the pile body 15. The height of the reinforced concrete and the inclined supports 12 is 400mm-600mm. After tensioning, numerous protrusions are formed on the side wall of the foundation pit. On the other hand, in order to facilitate the pasting of the outer waterproof layer on the side wall of the foundation pit, it is also necessary to use measures such as sprayed concrete and brick walls to lay the aforementioned protrusions flat.

[0044] A fertilizer trough filling layer with a width of 450mm-600mm is formed. Before excavation, it is necessary to consider in advance that the fertilizer trough filling layer should be included in the excavation volume. For large foundation pits with a circumference of hundreds of meters, it is necessary to increase the excavation of thousands of cubic meters and a large amount of support costs. Not only does it increase the investment and construction period, but there are also greater risks in its high-altitude operations (usually after the excavation is completed, scaffolding is erected for operations), and it also increases the pollution and damage to the surrounding rock and soil, which is not conducive to protecting the environment, green energy conservation and low carbon, and achieving sustainable development of urban construction.

[0045] Example 1

[0046] Embodiment 1 is basically as attached Figure 3-4 As shown, Figure 3-Figure 5 A post-installation method of a hanging barrel type anchor structure for reducing the amount of foundation pit excavation is shown, in which the hanging barrel type anchor structure 2 is installed on the pile body 15 in a post-installation manner to complete the installation of the pile anchor support structure, such as Figure 2 As shown, the following steps are included:

[0047] Step 1: Prepare the steel cage. Add annular reinforcing stirrups at the location where the hanging barrel anchor needs to be installed; place the steel cage into the pile hole and pour the pile concrete;

[0048] Step 2: excavate the foundation pit. When the foundation pit is excavated to the predetermined position for tensioning the anchor cable, an anchor hole is drilled on the pile body by a drilling tool, the anchor cable is placed in the anchor hole, and grouting is performed on the anchor hole;

[0049] Step 3: dig out the concrete at the position where the hanging barrel anchor needs to be installed on the pile body, then cut the main bars and stirrups of the steel cage, and bend the cut main bars and stirrups outward to form an installation space. The hanging barrel anchor includes a core tube, the size of the installation space is adapted to the core tube, the core tube is fixedly arranged in the installation space, a pressure adjustment unit is arranged in the core tube, and an external stiffening rib is fixed outside the core tube. After the hanging barrel anchor is placed in the installation space and adjusted in place, the split pile body steel bars are restored and welded to the external stiffening ribs;

[0050] Step 4: A first accommodating hole is provided on the pressure-bearing part, the inner diameter of the first accommodating hole is smaller than the anchor, the steel cable passes through the first accommodating hole and the anchor in sequence, the anchor cable is tensioned, the anchor is sealed, and the filling is leveled.

[0051] The pouring process of the pile body 15 of the present invention is basically the same as that of the prior art, with the difference that an installation space is provided inside the pile body 15, and the hanging tube type anchor structure 2 is provided in the installation space. The installation space is provided during the tensioning preparation work. After completing the drilling of the anchor hole 14, placing the anchor cable 13, and grouting of the anchor hole 14, part of the concrete around the anchor hole 14 needs to be dug out, and at the same time, part of the main reinforcement and stirrups of the steel cage 16 need to be cut and broken apart, thereby forming an installation space inside the pile body 15. The size of the installation space should be greater than or equal to the size of the hanging tube type anchor structure 2.

[0052] The hanging tube type anchor structure 2 includes a core tube and a pressure-bearing adjustment unit, such as Figure 3 , Figure 4 As shown, the core tube includes a core tube body 21, an external stiffening rib 22 and a pin 23. The core tube body 21 is a cone structure including a wide end and a narrow end. In this embodiment, the core tube body 21 is a cone with a side wall and an axis at an angle of 15°-25°. It can also be other cones such as a quadrangular pyramid, a hexagonal pyramid, an octagonal pyramid or a twelve-sided pyramid. In this embodiment, the angle between the side wall and the axis is 20°. The external stiffening rib 22 includes a plurality of triangular plates, and a through hole is provided on the triangular plate. One side of the triangular plate is welded to the outer wall of the core tube body 21 from the narrow end to the wide end. The through holes are combined to form an annular through hole. The pin 23 It is arranged in the annular through hole and welded to the triangular plate. During installation, a proper amount of concrete slurry is laid at the bottom of the installation space, and the core tube body 21 is inserted into the installation space so that the axis of the core tube body 21 forms an angle of 15°-25° with the horizontal plane. At the same time, the laid concrete slurry is used to fill the gap between the bottom of the core tube and the installation space. At the same time, the broken steel bars are reset and welded to the external stiffening ribs 22 and the pins 23 to ensure that the contact parts of the external stiffening ribs 22 and the pins 23 with the steel bars are welded. After the installation is completed, the core tube body 21 is located inside the steel cage 16, and the pins 23 are located outside the steel cage 16.

[0053] The pressure-bearing adjustment unit includes a pressure-bearing member, which includes a pressure-bearing member body 31 and an internal stiffening rib 312. The pressure-bearing member body 31 is also a vertebral structure including a narrow end and a wide end. The wide end of the pressure-bearing member is larger than the narrow end of the core tube body 21. The pressure-bearing member is provided with a first accommodating hole 311. The aperture of the first accommodating hole 311 is smaller than the outer diameter of the anchor 11, so that the anchor 11 can be fine-tuned on the first accommodating hole 311. The pressure-bearing member is fixedly arranged in the core tube. The pressure-bearing member and the inner wall of the core tube are surrounded to form an anchor 11 installation cavity. The anchor 11 is fixed in the anchor 11 installation cavity and pressed against the pressure-bearing member. The anchor cable 13 passes through the core tube and the first accommodating hole 311 in turn and is fixedly connected to the anchor 11. The contact surface between the pressure-bearing member and the anchor 11 is a plane.

[0054] The specific implementation process is as follows:

[0055] 1. Prepare the steel cage 16 corresponding to the pile body 15 and complete the construction of the pile hole;

[0056] 2. Place the steel cage 16 into the pile hole and pour concrete into the pile body 15;

[0057] 3. Excavate the foundation pit, determine the position of the anchor head by pulling down a vertical line, and then carry out the following work in sequence: drilling the anchor hole 14, placing the anchor cable 13, and grouting the anchor hole 14;

[0058] 4. Dig out the concrete at the location of the anchor hole 14 of the pile body 15, cut and break apart part of the main reinforcement and stirrups of the steel cage 16 to form an installation space;

[0059] 5. Lay a proper amount of concrete slurry at the bottom of the hanging cylinder anchor structure 2, put the hanging cylinder anchor structure 2 into the installation space and adjust it into place, and then pass the anchor cable 13 through the core tube and the first receiving hole 311 in sequence, restore the separated pile body 15 steel bars and weld them to the external stiffening ribs;

[0060] 6. After the concrete hardness of the pile body 15 meets the tensioning requirements, the anchor cable 13 is tensioned so that the angle between the anchor cable 13 and the horizontal plane is the same as the inclination angle of the anchor hole 14, and the anchor is sealed.

[0061] 7. Use concrete mortar to fill the gaps on both sides and the top of the core tube in the installation space, so that the vertical surface of the installation space is flush with the vertical surface of the pile body 15, thereby reducing the impact of setting the installation space in the pile body 15 on the structural strength and appearance of the pile body 15.

[0062] Example 2

[0063] Embodiment 2 is basically the same as Embodiment 1, except that the pressure-bearing adjustment unit further includes a convex spherical surface 313 and an adjustment member 32, the convex spherical surface 313 is placed between the pressure-bearing member body 31 and the adjustment member 32 and abuts against the pressure-bearing member, and the convex spherical surface 313 is also provided with a first receiving hole 311, such as Figure 6 , Figure 7 As shown, the contact surface between the convex spherical surface 313 and the pressure-bearing member is a plane, the contact surface between the adjusting member 32 and the convex spherical surface 313 is a concave spherical surface matched with the convex spherical surface 313, the concave spherical surface is slidably connected with the convex spherical surface 313, and the contact surface between the adjusting member 32 and the anchor 11 is a plane. Thus, the incident angle of the anchor cable 13 is adjusted by the relative sliding of the adjusting member 32 and the convex spherical surface 313. When the installation of the hanging cylinder type anchor structure 2 deviates, the adjusting member 32 can slide on the convex spherical surface 313 to drive the anchor 11 to rotate along the center of the anchor hole 14, and adjust the incident angle of the anchor cable 13, so as to achieve the purpose of coordinating the construction error and making the angle of the anchor cable 13 unaffected, thereby reducing the installation requirements of the hanging cylinder type anchor structure 2 and improving the construction efficiency.

[0064] Example 3

[0065] Example 3 is substantially the same as Example 1, except that Figure 8 , Fig. 9As shown, the pressure-bearing adjustment unit also includes an adjustment member 32, which is arranged between the anchor 11 and the pressure-bearing member and is provided with a second receiving hole 321 for the anchor cable 13 to pass through, and the anchor cable 13 passes through the first receiving hole 311 and the second receiving hole 321 in sequence and is fixedly connected to the anchor head, the contact surface between the pressure-bearing member body 31 and the adjustment member 32 is a convex spherical surface 313, and the contact surface between the adjustment member 32 and the pressure-bearing member is a concave spherical surface matched with the convex spherical surface 313, and the concave spherical surface is slidably connected with the convex spherical surface 313, and the adjustment member 32 and the anchor 11 are fixedly connected to each other. The contact surface is a plane. Through the special design of the contact surfaces of the pressure-bearing part, the convex spherical surface 313 and the adjusting part 32, when the installation of the hanging tube type anchor structure 2 deviates, the adjusting part 32 can slide on the convex spherical surface 313, or the convex spherical surface 313 can move relatively on the pressure-bearing part, thereby driving the anchor 11 to rotate along the center of the anchor hole 14 and adjusting the incident angle of the anchor cable 13, so as to achieve the purpose of coordinating the construction errors so that the angle of the anchor cable 13 is not affected, thereby reducing the installation requirements of the hanging tube type anchor structure 2 and improving the construction efficiency.

[0066] The above is only an embodiment of the present invention, and 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 the technical means for solving the problems in the above-mentioned embodiments of the present invention can be used in combination to solve multiple technical problems at the same time. For those skilled in the art, several modifications and improvements can be made without departing from the technical solution of the present invention, which should also be regarded as the scope of protection 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-installation method of a hanging barrel type anchor structure for reducing the amount of foundation pit excavation, characterized in that: The following steps are involved: Step 1: Prepare the steel cage. Add annular reinforcing stirrups at the location where the hanging barrel anchor needs to be installed; place the steel cage into the pile hole and pour the pile concrete; Step 2: excavate the foundation pit. When the foundation pit is excavated to the predetermined position for tensioning the anchor cable, an anchor hole is drilled on the pile body by a drilling tool, the anchor cable is placed in the anchor hole, and grouting is performed on the anchor hole; Step 3: dig out the concrete at the position where the hanging barrel anchor needs to be installed on the pile body, then cut the main bars and stirrups of the steel cage, and bend the cut main bars and stirrups outward to form an installation space. The hanging barrel anchor includes a core tube, the size of the installation space is adapted to the core tube, the core tube is fixedly arranged in the installation space, a pressure adjustment unit is arranged in the core tube, and an external stiffening rib is fixed outside the core tube. After the hanging barrel anchor is placed in the installation space and adjusted in place, the split pile body steel bars are restored and welded to the external stiffening ribs; Step 4: A first accommodating hole is provided on the pressure-bearing part, the inner diameter of the first accommodating hole is smaller than the anchor, the steel cable passes through the first accommodating hole and the anchor in sequence, the anchor cable is tensioned, and the anchor is sealed.

2. A post-installation method for a hanging barrel type anchor structure for reducing the amount of foundation pit excavation according to claim 1, characterized in that: The core tube includes a core tube body and a pin, the external stiffening rib is fixedly arranged on the core tube body, the pin is annular and fixedly arranged on the free end of the external stiffening rib, and the steel cage includes main steel bars, which pass between the core tube body and the pin and are fixedly connected to the stiffening rib.

3. A post-installation method for a hanging barrel type anchor structure for reducing the amount of foundation pit excavation according to claim 2, characterized in that: The pressure-bearing regulating unit includes a pressure-bearing part, which is provided with a first accommodating hole. The pressure-bearing part is fixedly arranged in the core tube. The pressure-bearing part and the inner wall of the core tube together form an anchor installation cavity. The anchor is fixed in the anchor installation cavity. The anchor cable passes through the core tube and the first accommodating hole in sequence and is fixedly connected to the anchor.

4. A post-installation method for a hanging barrel type anchor structure for reducing the amount of foundation pit excavation according to claim 3, characterized in that: The pressure-bearing adjustment unit also includes an adjusting member, which is arranged between the anchor and the pressure-bearing member and is provided with a second accommodating hole for the anchor cable to pass through, the anchor cable passes through the first accommodating hole and the second accommodating hole in sequence and is fixedly connected to the anchor head, the contact surface between the pressure-bearing member and the adjusting member is a convex spherical surface, the contact surface between the adjusting member and the pressure-bearing member is a concave spherical surface matching the convex spherical surface, the concave spherical surface is slidably connected to the convex spherical surface, and the contact surface between the adjusting member and the anchor is a plane.

5. A post-installation method for a hanging barrel type anchor structure for reducing the amount of foundation pit excavation according to claim 4, characterized in that: The core tube is a conical structure, which includes a narrow end and a wide end. The narrow end extends into the installation space, and the wide end is fixedly connected to the pile body. The pressure-bearing part is sleeved in the core tube and fits with the inner wall of the core tube. The angle between the axis of the conical structure and the horizontal plane is 15°-25°.

6. A post-installation method for a hanging barrel type anchor structure for reducing the amount of foundation pit excavation according to claim 5, characterized in that: The core tube is a cone, the angle between the side wall of the cone structure and the axis is 15°-25°, and the reinforcement is rotatably arranged in the core tube.

7. A post-installation method for a hanging barrel type anchor structure for reducing the amount of foundation pit excavation according to claim 6, characterized in that: The external stiffening rib is fixed on the outer wall of the core tube and extends away from the wide end. The narrow end of the pressure-bearing member is fixed with an internal stiffening rib, which fits the inner wall of the core tube. The pile body includes a steel cage, and the external stiffening rib is fixedly connected to the steel cage.

8. The post-installation method of a hanging barrel type anchor structure for reducing the amount of foundation pit excavation according to claim 7 is characterized in that: The pin is a circular steel ring, and a circular through hole is arranged at the free end of the external stiffening rib. The circular through hole is coaxial with the core tube, and the pin is arranged in the circular through hole and fixedly connected with the steel cage.

9. The post-installation method of a hanging barrel type anchor structure for reducing the amount of foundation pit excavation according to claim 1 is characterized in that: Step four also includes a filling process, in which the gaps on both sides and the top of the core tube in the installation space are filled with concrete mortar so that the vertical surface of the installation space is flush with the vertical surface of the pile body.

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