Hanging cylinder type anchorage device structure 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 for reducing the excavation volume of a foundation pit, which comprises a pile body, a mounting space is arranged in the pile body, a built-in inclined support is arranged in the mounting space, an anchorage device mounting cavity is defined by a pressure bearing piece and the inner wall of a core cylinder, and an anchorage device is fixed in the anchorage device mounting cavity. The anchor cable sequentially penetrates through the core tube and the first containing hole to be fixedly connected with the anchorage device. The installation space is arranged in the pile body, and the anchorage device is arranged on the inner side of the pile body, so that the foundation pit excavation volume increased by filling the fertilizer groove is reduced; a pile body is poured firstly, then an inclined support is installed, the situation that a concrete guide pipe is tightly attached to the device due to extrusion of flow-state concrete in the pile body pouring process, 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 the pile body is scrapped is avoided; and the problem of displacement of the built-in inclined support caused by floating and lateral pressure of flow concrete during pile body concrete pouring can also be avoided.

Description

Technical Field

[0001] The invention relates to the field of foundation pit excavation, and in particular to 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 built-in inclined support (external anchor head) is padded between the anchor and the pile body. The height of the reinforced concrete and steel built-in inclined support is 400-600mm. 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 external waterproof layer on the side wall 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 450-600mm 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 hanging barrel type 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-mentioned purpose, the present invention adopts the following technical scheme: a hanging tube anchor structure for reducing the amount of foundation pit excavation, including a pile body, an installation space is arranged in the pile body, a built-in inclined support is arranged in the installation space, the built-in inclined support includes a core tube and a pressure-bearing adjustment unit, the core tube is fixed with external stiffening ribs, the external stiffening ribs are fixedly connected to the pile body, the pressure-bearing adjustment unit includes a pressure-bearing part, the pressure-bearing part 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 are surrounded to 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.

[0006] The construction method of this scheme is: 1. Prepare the steel cage corresponding to the pile body and complete the construction of the pile hole; 2. Place the steel cage in the pile hole and pour the pile concrete; 3. Excavate the foundation pit, determine the position of the anchor head by pulling down the plumb line, and then carry out the work of drilling anchor holes, placing anchor cables, and grouting anchor holes in sequence; 4. Dig out the concrete at the location of the pile body anchor hole, cut and break apart the main bars and stirrups of the steel cage to form an installation space; 5. Place the built-in inclined bracket into the installation space and adjust it into position, and pass the anchor cable through the core tube and the first receiving hole in sequence, and then restore the broken pile body steel bars and weld them to the external stiffening ribs; 6. After the hardness of the pile body concrete meets the tensioning requirements, tension the anchor cable and seal the anchor.

[0007] 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;

[0008] After the pile body is poured, the installation space is directly set on the pile body when the foundation pit is excavated, which effectively avoids the pipe and the device being closely attached under the extrusion of the fluid concrete during the pouring of the pile body concrete, causing the concrete pipe connection flange to be stuck by the device and unable to be pulled up, delaying the concrete pouring, thereby avoiding the risk of the pile body being scrapped;

[0009] It can also be avoided that when pouring pile concrete, the fluid concrete will form a large buoyancy on the built-in inclined support buried in the pile body. If it cannot be firmly fixed, it will easily cause the built-in inclined support to deviate, float, and other problems.

[0010] 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.

[0011] 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 built-in inclined support, it is necessary to fix the built-in inclined support to the pile body to provide sufficient supporting force to meet the tensioning needs, 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 surrounding structure. The installation accuracy of the built-in inclined support is relatively high. This application uses a special design of the contact surface between the pressure-bearing part and the adjusting part. When the installation of the built-in inclined support 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, reduce the installation requirements of the built-in inclined support, and improve construction efficiency.

[0012] Furthermore, the core tube is a vertebral 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.

[0013] 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.

[0014] Furthermore, the angle between the axis of the vertebral structure and the horizontal plane is 15°-25°.

[0015] Beneficial effect: 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 member, 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 strand or anchor cable from slipping or deviating from the predetermined path during the tensioning process.

[0016] 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.

[0017] Beneficial effect: After the installation is completed, there is a certain gap between the core tube and the installation space, the axis of the vertebral body forms an angle of 15°-25° with the horizontal line, and the side wall of the vertebral body forms an angle of 15°-25° with the axis. That is, when the core tube is installed in the installation space, the side wall of the vertebral body can be placed horizontally in the installation space first, or a layer of slow-setting soil slurry can be laid between the installation space and the core tube, and then the core tube is placed on the concrete slurry, and the external stiffening ribs are welded to the steel cage. After the installation is completed, you only need to fill the installation space with concrete slurry from the upper part of the core tube to fill the upper gap, thereby avoiding hollowing between the core tube and the pile body and affecting the quality of the pile body.

[0018] 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.

[0019] Furthermore, it also includes a pin, which is arranged at the free end of the external stiffening rib and located outside the steel cage.

[0020] Beneficial effect: During installation, the pin and the core tube are located on the inner and outer sides of the steel cage respectively, which have a clamping effect on the steel cage to increase the welding area and improve the connection strength between the core tube and the steel cage.

[0021] 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.

[0022] This solution also has the following effects:

[0023] 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;

[0024] 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. BRIEF DESCRIPTION OF THE DRAWINGS

[0025] Figure 1 It is a schematic diagram of an external anchor head in the prior art;

[0026] Figure 2 It is a three-dimensional axonometric drawing of the built-in anchor head of Example 1;

[0027] Figure 3 for Figure 2 Exploded view of structural components;

[0028] Figure 4 This is a schematic diagram of the installation of the built-in inclined bracket of the present invention;

[0029] Figure 5 It is a three-dimensional axonometric diagram of the adjusting member of Example 2;

[0030] Figure 6 is a 3D cross-sectional view of the adjusting member of Example 2;

[0031] Figure 7 A three-dimensional diagram of the built-in anchor head of Example 3;

[0032] Figure 8 for Figure 7 Exploded diagram of the structure. DETAILED DESCRIPTION

[0033] The following is further described in detail through specific implementation methods:

[0034] The figure marks in the drawings of the specification include: anchor 11, external inclined support 12, anchor cable 13, anchor hole 14, pile body 15, steel cage 16, internal inclined support 2, core tube body 21, external stiffening rib 22, pin 23, pressure-bearing member body 31, first accommodating hole 311, internal reinforcement rib 312, convex spherical surface 313, adjustment member 32, second accommodating hole 321.

[0035] 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:

[0036] 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;

[0037] 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 external inclined support 12, tension anchor cable 13, and seal the anchor to obtain the following result: Figure 1 Pile anchor support structure shown.

[0038] 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 an external inclined support 12 is laid between the anchor 11 and the pile body 15. The height of the reinforced concrete and the external inclined support 12 is 400-600mm. 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 external waterproof layer on the side wall of the foundation pit, it is also necessary to use measures such as sprayed concrete and brick wall to lay the aforementioned protrusions flat.

[0039] A fertilizer trough filling layer with a width of 450-600mm 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. This not only increases the investment and construction period, but also has great risks in high-altitude operations (usually after the excavation is completed, scaffolding is erected), and increases the pollution and damage to the surrounding rock and soil, which is not conducive to protecting the environment, green energy saving and low carbon, and realizing the sustainable development of urban construction.

[0040] Example 1

[0041] Embodiment 1 is basically as attached Figure 2-4 As shown, Figure 2-Figure 4 A hanging tube anchor structure 11 for reducing the amount of foundation pit excavation is shown, comprising a pile body 15 and a built-in inclined support 2. The pouring process of the pile body 15 of the present invention is basically the same as the prior art, except that an installation space is provided in the pile body 15, and the built-in inclined support 2 is provided in the installation space. The installation space is set during the tensioning preparation process. After completing the drilling of the anchor hole 14, placing the anchor cable 13, and grouting 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 are 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 built-in inclined support 2.

[0042] The built-in inclined support 2 includes a core tube and a pressure-bearing adjustment unit, such as Figure 2 , Figure 3 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°. 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 is arranged in the annular through hole and welded to the triangular plate. During installation, lay an appropriate amount of concrete slurry at the bottom of the installation space, insert the core tube body 21 into the installation space, so that the axis of the core tube body 21 forms an angle of 15°-25° with the horizontal plane, and at the same time, use the laid concrete slurry to fill the gap between the bottom of the core tube and the installation space. At the same time, reset the broken steel bars and weld them 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.

[0043] The pressure-bearing regulating unit includes a pressure-bearing member, which includes a pressure-bearing member body 31 and an inner reinforcing 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.

[0044] The specific implementation process is as follows:

[0045] 1. Prepare the steel cage 16 corresponding to the pile body 15 and complete the construction of the pile hole;

[0046] 2. Place the steel cage 16 into the pile hole and pour concrete into the pile body 15;

[0047] 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;

[0048] 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;

[0049] 5. Lay a proper amount of concrete slurry at the bottom of the built-in inclined bracket 2, put the built-in inclined bracket 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 steel bars of the pile body 15 that have been broken apart and weld them to the external stiffening ribs;

[0050] 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.

[0051] 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.

[0052] Example 2

[0053] 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 5 , Figure 6As 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 built-in inclined support 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 built-in inclined support 2 and improving the construction efficiency.

[0054] Example 3

[0055] Example 3 is substantially the same as Example 1, except that Figure 7 , Figure 8 As 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 that matches the convex spherical surface 313, and the concave spherical surface is slidably connected to the convex spherical surface 313, and the adjustment member 32 and the anchor are fixedly connected to each other. The contact surface of the tool 11 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 built-in inclined support 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 error so that the angle of the anchor cable 13 is not affected, thereby reducing the installation requirements of the built-in inclined support 2 and improving the construction efficiency.

[0056] 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 hanging barrel type anchor structure for reducing the amount of foundation pit excavation, characterized in that: It includes a pile body, an installation space is arranged in the pile body, a built-in oblique support is arranged in the installation space, the built-in oblique support includes a core tube and a pressure-bearing adjustment unit, the core tube is fixed with an external stiffening rib, the external stiffening rib is fixedly connected to the pile body, the pressure-bearing adjustment unit includes a pressure-bearing part, the pressure-bearing part 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 are surrounded to 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.

2. The hanging barrel type anchor structure for reducing the amount of foundation pit excavation according to claim 1 is 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.

3. The hanging barrel type anchor structure for reducing the amount of foundation pit excavation according to claim 2 is characterized in that: The core tube is a vertebral 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.

4. The hanging barrel type anchor structure for reducing the amount of foundation pit excavation according to claim 3 is characterized in that: The angle between the axis of the vertebral structure and the horizontal plane is 15°-25°.

5. The hanging barrel type anchor structure for reducing the amount of foundation pit excavation according to claim 4 is 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.

6. A hanging barrel type anchor structure for reducing the amount of foundation pit excavation according to claim 5, 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 part 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.

7. A hanging barrel type anchor structure for reducing the amount of foundation pit excavation according to claim 6, characterized in that: It also includes a pin, which is arranged at the free end of the external stiffening rib and located outside the steel cage.

8. The 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.

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