Embedded anchorage device structure for reducing excavation volume of foundation pit

Abstract

The invention relates to the field of foundation pit excavation, and discloses an embedded anchorage device structure for reducing the excavation volume of a foundation pit, which comprises a steel support, an operation cavity is formed in the steel support, a drilling hole is formed in one side, close to the center of a pile body, of the steel support, a drilling tool penetrates through the drilling hole, and a pressure-bearing part and an anchorage device are sequentially arranged on one side, close to the operation cavity, of the drilling hole; the outer diameter of the pressure-bearing piece is larger than that of the drilling opening, a first containing hole is formed in the pressure-bearing piece, the inner diameter of the first containing hole is smaller than that of the anchorage device, the first containing hole is used for allowing the anchor cable to penetrate through, and the anchorage device is matched with the anchor cable in size. A fertilizer groove filling layer is omitted, foundation pit excavation is reduced, the environment is protected, and green, energy-saving and low-carbon effects are achieved.

Description

Technical Field

[0001] The invention relates to the field of foundation pit excavation, and in particular to an embedded 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 building 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° to 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 400-600mm. 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 450 to 600 mm 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 of earth and stone and a large amount of support costs, which not only increases the investment and construction period, but also the high-altitude operations such as shotcrete spraying or bricklaying inside the foundation pit have great risks (usually after the excavation is completed, scaffolding is set up), and also 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. Summary of the invention

[0004] The present invention aims to provide an embedded anchor structure for reducing the amount of foundation pit excavation, so as to eliminate the fertilizer trough filling layer, reduce the foundation pit area and earthwork 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: an embedded anchor structure for reducing the amount of foundation pit excavation, comprising a steel support, an operating cavity is arranged in the steel support, a drilling opening is opened on the side of the steel support close to the center of the pile body, the drilling opening is used for the drilling tool to pass through, and a pressure-bearing part and an anchor are arranged in sequence on the side of the drilling opening close to the operating cavity, the outer diameter of the pressure-bearing part is larger than the drilling opening, a first accommodating hole is arranged on the pressure-bearing part, the inner diameter of the first accommodating hole is smaller than the anchor, the first accommodating hole is used for the anchor cable to pass through, and the sizes of the anchor cable and the anchor cable are adapted.

[0006] The construction method of this scheme is:

[0007] 1. Tie up the pile reinforcement cage and install the steel support at the corresponding position of the reinforcement cage;

[0008] 2. Place the steel cage into the pile hole and pour the pile concrete;

[0009] 3. Excavate the foundation pit. When the foundation pit is excavated to the anchor head position, find the pre-buried steel support, remove the debris in the operating cavity, drill the anchor hole, place the anchor cable, and grout the anchor hole;

[0010] 4. After the anchor hole grouting body reaches the specified strength, tension the anchor cable and seal the anchor to realize the pile-anchor support system.

[0011] This solution has the following effects:

[0012] 1. The steel support is embedded in the pile body. After forming, the anchor head is completely embedded in the surrounding pile body, which solves the convex structure formed by the traditional external anchor head, thereby eliminating the fertilizer trough filling layer, reducing foundation pit excavation, protecting the environment, and being green, energy-saving and low-carbon.

[0013] 2. In the prior art, in order to facilitate operation, drilling and installation of steel supports, it is usually adopted to drill holes first and then install steel supports. The steel supports do not need to consider the passability of the drilling tools, which has become a common practice. However, in this scheme, in order to reduce excavation, the construction process is changed. The steel supports are first embedded in the pile body in advance, and then the anchor holes are drilled. Therefore, the steel supports need to consider the passability of the drilling tools, and a drilling hole is set on the steel supports in advance for the drilling rig to pass through, so as to drill holes.

[0014] 3. Since the borehole opening is usually large, the anchor cannot directly cover the borehole. Therefore, after the anchor cable is tensioned, the anchor cable tension cannot be directly transferred to the steel support through the anchor cable. In this solution, a pressure-bearing part is set between the anchor cable and the base to transfer the anchor cable tensioning force to the steel support and disperse it to the pile body around the steel support to 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.

[0015] 4. In this solution, the pressure-bearing parts and the steel support are not connected before pouring the pile body. Instead, the pressure-bearing parts are installed after pouring the pile body, thereby making the structure of the operating cavity in the steel support simple and flat. In order to prevent concrete from flowing into the operating cavity and facilitate cleaning of the operating cavity after pouring the pile body, an easy-to-clean foaming material can be filled in the operating cavity.

[0016] Furthermore, the drilling opening is arranged on the steel support base; the pressure-bearing part is a universal adjustment device, which includes a top plate and a bottom plate, and the contact surfaces of the top plate and the bottom plate are a convex spherical surface and a concave spherical surface that match each other, and the convex spherical surface and the concave spherical surface are connected by sliding and rotating, and the contact surface of the bottom plate and the base, and the contact surface of the top plate and the anchor are all planes.

[0017] Furthermore, the steel support includes an arc-shaped panel and a base, and a plurality of intersecting transverse ribs and vertical ribs are arranged on one side of the arc-shaped panel close to the center of the pile body.

[0018] Furthermore, the transverse ribs and the vertical ribs divide the inner side of the curved panel into several areas, the base covers one of the areas, and the base, the transverse ribs and the vertical ribs enclose to form an operating cavity.

[0019] Furthermore, the base is plate-shaped, and the upper part of the base is inclined toward the center of the pile body, and the angle between the base and the vertical plane is 15°-25°.

[0020] Furthermore, one side of the transverse rib is arc-shaped and closely attached to the inner side of the arc-shaped panel, and the other side of the transverse rib is straight and closely attached to the base.

[0021] Furthermore, a plurality of reserved holes are provided on one side of the transverse rib plate close to the curved panel, and the reserved holes at different heights are vertically aligned, and the reserved holes are used for the main reinforcement of the steel cage to pass through.

[0022] Furthermore, an operating port is provided on the curved panel, a drilling port corresponding to the operating port is provided on the base, and the steel support also includes a positioning cylinder, and the positioning cylinder and the drilling port are clearance-matched. Before the pile body is poured, the positioning cylinder is used to pass through the drilling port and the operating port and then be inserted into the side wall of the pile hole, and a filler is provided between the positioning cylinder and the operating cavity.

[0023] Furthermore, the steel support also includes a grouting pipe and a guide pipe. The guide pipe is arranged on the side of the base close to the center of the pile body and is connected to the drilling hole. One end of the grouting pipe passes through the arc panel, and the other end of the grouting pipe is connected to the guide pipe.

[0024] Furthermore, the two vertical sides of the base are connected to the two sides of the curved panel, and the base, the transverse ribs and the curved panel enclose to form an operating cavity.

[0025] This solution also has the following effects:

[0026] 1. Since the steel support in this solution is embedded in the pile body and on the steel cage, when the pile concrete is poured, the flowing concrete will form a large buoyancy on the steel support. During the concrete pouring and vibration process, the steel support may be deviated or floated, which may cause the direction and angle of the anchor cable tension to deviate.

[0027] In this regard, this scheme sets a universal adjustment device between the anchor and the pressure plate. Through the convex spherical surface and the concave spherical surface, the top plate can slide arbitrarily along the spherical surface, thereby driving the anchor to rotate along the center of the spherical surface, so that the angle of the anchor is consistent with the design angle, so as to coordinate the construction errors and ensure that the anchor cable forming angle is consistent with the design.

[0028] 2. According to relevant operating specifications, a conduit is required to guide the flowing concrete to pour downwards during the pouring of pile concrete. As the concrete pouring height increases, the conduit is also pulled upwards. However, since the steel support embedded in the pile body occupies part of the concrete pouring space, the conduit is easy to collide with or get stuck with the steel support during the upward pulling process and cannot be pulled up, delaying the concrete pouring and leading to the risk of pile scrapping such as broken piles.

[0029] In this solution, the upper part of the base is inclined at an angle of 15-25° toward the center of the pile body, that is, the entire steel support is close to the center side of the pile body, with a narrower lower part and a wider upper part, forming a wedge-shaped transition effect. This can prevent the connecting flange of the conduit from being stuck by the device and unable to be pulled up under the squeezing effect of liquid concrete, thereby avoiding the risk of the pile body being scrapped.

[0030] 3. This scheme sets reserved holes between the transverse ribs and the curved panels. Each reserved hole corresponds to a main reinforcement and is located on the same straight line, so that the main reinforcement can be welded to the inner side of the curved panel after the corresponding main reinforcement passes through. Multiple main reinforcements are passed through the transverse ribs and the inner side of the curved panel of the steel support, and the built-in steel support is connected to the reinforcement cage of the retaining pile as a whole. The welding is strengthened at the node position, which can enhance the strength of the pile body in the steel support area, avoid the impact of the steel support and the reinforcement cage during the construction of the pile body concrete, and ensure accurate positioning; the curved panel is close to the surface of the pile body and has a larger volume than the bottom plate. When the foundation pit is excavated later, it is also easy to find the steel support wrapped by the pile body concrete.

[0031] 4. 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 pre-buried inside the pile body, if the tension of the anchor cable acts directly inside the pile body, the diffusion radiation range of the tension of the anchor cable is reduced, the stress of the pile body structure is deteriorated, and the pressure generated by the tension of the anchor cable on the pile body is increased, which is easy to cause the pile body to crack;

[0032] In this solution, curved panels, bases, transverse ribs and vertical ribs are arranged, and the anchor cable tension is borne by the base. However, 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 base, ribs and curved panels, 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, thereby ensuring the safety of the overall enclosure structure.

[0033] 5. In the actual construction process, the pile hole is usually slightly larger than the design size to facilitate the installation of the steel cage. However, this also easily leads to the steel support in some positions being buried deeper into the pile body, making it difficult to find during the excavation of the foundation pit. When the steel support is dug out from the surface of the pile body, it is easy to increase the volume of the pile body to be broken, increase the damage to the pile body, and thus weaken the integrity of the pile structure;

[0034] The surrounding rock of the foundation pit with pile + anchor cable support is usually relatively weak. Therefore, after the steel cage is placed in the pile hole and positioned, the positioning cylinder is inserted into the side wall of the pile hole (i.e., the surrounding rock) through the drilling port and the operation port to perform secondary positioning of the steel support. On the one hand, the position deviation of the steel support during the concrete pouring process is reduced. On the other hand, the part of the positioning cylinder inserted into the side wall of the pile hole will not be buried by the concrete structure, thereby ensuring that the positioning cylinder can be immediately found after the foundation pit is excavated, which is convenient for construction personnel to quickly find the steel support;

[0035] After finding the steel support, it is necessary to clear the debris (including fillers) in the operating cavity to facilitate the installation of the universal adjustment device and anchor. Therefore, the fillers in the operating cavity are usually made of flexible materials such as foam plastics;

[0036] In fact, the second fixing method is less affected by the offset of concrete pouring. Specifically, during the concrete pouring process, the concrete enters the steel cage through the conduit. At this time, the concrete flow rate is relatively large, and the impact on the steel cage is relatively large. Then, after being buffered by the conduit, the concrete fills the position between the steel cage and the side wall of the pile hole. Due to the small space, it is not convenient to directly insert a vibrating rod for vibration at this position. Most of the time, the concrete is vibrated in the steel cage and then flows to the outside of the steel cage, making the concrete more compact. Therefore, the second fixing of the steel support is to insert the positioning cylinder into the side wall of the pile hole for fixing. The main fixing position is on the side wall of the pile hole, which is less affected by concrete pouring, so as to ensure the accuracy of the position of the steel support, and then ensure that the tensioning direction of the anchor cable is consistent with the design, so as to achieve the best force effect.

[0037] In addition, the positioning tube can ensure that there is a certain distance between the steel cage and the side wall of the borehole, thereby meeting the protective layer thickness requirements of the steel cage in the specification and preventing the steel cage from shaking close to the side wall of the borehole during the concrete pouring process, thereby making the local concrete protective layer too thin and affecting the durability of the steel cage.

[0038] 6. In the prior art, usually after drilling anchor holes on the pile body, mortar is injected, and finally the anchor cable is put in for tensioning; while in the present solution, after tensioning the anchor cable, grouting is again performed from the grouting pipe to ensure that the grouting pressure in the hole is strong and the mortar in the hole is dense, thereby ensuring the firmness of the connection between the anchor cable and the surrounding rock and increasing the reliability of the structure.

[0039] 7. After the main reinforcement of the steel cage passes through the inside of the transverse ribs and the curved panels and is welded, the transverse ribs and the curved panels are fixed more firmly. The base is directly connected to the transverse ribs and the curved panels to ensure the stability of the base, while the vertical ribs are not directly connected to the main reinforcement and are relatively weak in firmness. Therefore, compared with the connection with the vertical ribs, the connection between the base and the curved panels is more stable.

[0040] 8. After the bottom plate and top plate of the universal adjustment device are adjusted to the appropriate angle, the pressure brought by the tension of the anchor cable presses the bottom plate, top plate and steel support tightly, thereby automatically achieving the effect of fixing the angle of the universal adjustment device, which is convenient and quick. BRIEF DESCRIPTION OF THE DRAWINGS

[0041] Figure 1 It is a schematic diagram of an external anchor head in the prior art;

[0042] Figure 2 It is a three-dimensional axonometric drawing of Example 1;

[0043] Figure 3 for Figure 2 3D axonometric drawing after removing the curved panel;

[0044] Figure 4 for Figure 2 Exploded diagram of the structure;

[0045] Figure 5 This is a schematic diagram of the installation of Example 1;

[0046] Figure 6 It is a three-dimensional axonometric diagram of the universal adjustment device of Example 2;

[0047] Figure 7 A 3D cross-sectional view of the universal adjustment device of Example 2;

[0048] Figure 8 This is a three-dimensional axonometric drawing of Example 3. DETAILED DESCRIPTION

[0049] The following is further described in detail through specific implementation methods:

[0050] The figure marks in the drawings of the specification include: pile body 1, anchor 21, external anchor head 22, anchor cable 23, anchor hole 24, steel cage 15, curved panel 3, operation port 31, operation cavity 32, transverse rib 33, vertical rib 34, reserved hole 35, pressure-bearing part 4, first accommodating hole 41, bottom plate 42, top plate 43, second accommodating hole 44, spherical surface 45, base 5, drilling port 51, grouting pipe 6, guide pipe 7.

[0051] Example 1

[0052] Existing technologies such as Figure 1 As shown, in a foundation pit using a pile-anchor support structure, an external anchor head 22 is provided on the outside of the pile body 1, an anchor hole 24 and an anchor cable 23 pass through the pile body 1 and enter the surrounding rock on the right side of the pile body 1, and an anchor 21 anchors the left end of the anchor cable 23 to the external anchor head 22. Figure 2-Figure 5 As shown: An embedded anchor structure for reducing the amount of foundation pit excavation, suitable for foundation pits in the form of pile anchor support, including steel supports, such as Figure 2 , Figure 3 As shown in the figure, the right side is the center direction of the pile body 1, and an operating cavity 32 is provided in the steel support. The steel support includes an arc-shaped panel 3 and a base 5. A plurality of cross-shaped transverse ribs 33 and vertical ribs 34 are welded on the side of the arc-shaped panel 3 close to the center of the pile body 1. Figure 3 As shown, the transverse ribs 33 and the vertical ribs 34 divide one side into several rectangular areas, the base 5 covers the rectangular area at the center, and the base 5, the transverse ribs 33 and the vertical ribs 34 enclose the operating chamber 32, as shown in FIG. Figure 3As shown, the left side of the transverse rib 33 is an arc shape that matches the inner shape of the curved panel 3, and the right side of the transverse rib 33 is a straight line shape that matches the shape of the base 5; a plurality of reserved holes 35 are opened on the left side of the transverse rib 33, and the reserved holes 35 of different heights are vertically aligned, and the reserved holes 35 are used for the main reinforcement of the steel cage 26 to pass through.

[0053] like Figure 4 As shown, the base 5 is a rectangular plate, the upper part of the base 5 is inclined toward the center of the pile body 1, and the angle between the base 5 and the vertical plane is 15°-25°; a drilling opening 51 is opened on the base 5, and the drilling opening 51 is used for the drilling tool to pass through, and an operating opening 31 is opened on the arc panel 3, and the projection of the operating opening 31 on the base 5 covers the drilling opening 51, and the operating cavity 32 is respectively connected with the operating opening 31 and the drilling opening 51.

[0054] like Figure 3 , Figure 4 As shown, a pressure-bearing part 4 and an anchor 21 are provided in sequence on the side of the drilling opening 51 close to the operating chamber 32. The outer diameter of the pressure-bearing part 4 is larger than that of the drilling opening 51. A first accommodating hole 41 is provided on the pressure-bearing part 4. The inner diameter of the first accommodating hole 41 is smaller than that of the anchor 21. The first accommodating hole 41 is used for the anchor cable 23 to pass through. The hole on the anchor cable 21 and the anchor cable 23 are adapted in size.

[0055] A method for using an embedded anchor structure for reducing the amount of foundation pit excavation is as follows:

[0056] 1. Pass the main reinforcement of the steel cage 26 through the reserved holes 35 of the steel brackets, and weld the main reinforcement to the side walls of the reserved holes 35 to make Figure 5 A reinforcement cage 26 is shown.

[0057] 2. Put a filler into the operating cavity 32. The filler is a flexible material. In this embodiment, the filler is a foam plastic.

[0058] 3. After the pile hole is excavated and formed, the steel cage 26 is placed in the pile hole, and the pile body 1 is poured with concrete. The concrete covers the entire steel support, and a protective layer thickness of at least 5 cm is left between the curved panel 3 of the steel support and the outer surface of the pile body 1.

[0059] 4. Excavate the foundation pit. When the foundation pit is excavated to the anchor head position, find the pre-buried steel support, remove the filler and other debris in the operating cavity 32, drill the anchor hole 24, place the anchor cable 23, and grout the anchor hole 24.

[0060] 5. After the grouting body of the anchor hole 24 reaches the specified strength, install the pressure-bearing member 4, tension the anchor cable 23, and seal the anchor.

[0061] Example 2

[0062] The difference between Example 2 and Example 1 is that the pressure bearing member 4 is a universal adjustment device (such as Figure 6As shown), the universal adjustment device includes a top plate 43 and a bottom plate 42 (as shown Figure 7 As shown in the figure, the top plate 43 and the bottom plate 42 are both disc-shaped. Depending on the situation, the diameter of the bottom plate 42 can be larger than the diameter of the top plate 43 (not shown in the figure). A second receiving hole 44 is respectively opened on the top plate 43 and the bottom plate 42. The second receiving hole 44 is used for the anchor cable 23 to pass through. The contact surfaces of the top plate 43 and the bottom plate 42 are a convex spherical surface 45 and a concave spherical surface 45 that match each other. The convex spherical surface 45 is arranged on the bottom plate 42, and the concave spherical surface 45 is arranged on the top plate 43. Before the anchor cable 23 is tensioned, the convex spherical surface 45 and the concave spherical surface 45 are connected by sliding and rotation, that is, the top plate 43 can slide arbitrarily along the spherical surface 45, driving the anchor 21 to rotate along the center of the second receiving hole 44 of the bottom plate 42;

[0063] After pouring the pile body 1, the right side of the bottom plate 42 is welded to the base 5, the center of the second receiving hole 44 of the bottom plate 42 and the drilling hole 51 of the base 5 are coaxial, the left side of the top plate 43 supports the anchor 21, and the contact surface between the bottom plate 42 and the base 5 and the contact surface between the top plate 43 and the anchor 21 are both planes.

[0064] Example 3

[0065] The difference between Example 3 and Example 2 is that: Figure 8 As shown, the steel support also includes a grouting pipe 6 and a guide pipe 7. The guide pipe 7 is horizontally welded to the right side of the base 5. The left end of the guide pipe 7 is connected to the drilling hole 51. The grouting pipe 6 is L-shaped. The left end of the grouting pipe 6 passes through the curved panel 3. The lower end of the grouting pipe 6 is connected to the guide pipe 7.

[0066] The base 5 is vertically arranged, and two sides of the base 5 are connected to two sides of the arc-shaped panel 3 . The base 5 , the transverse ribs 33 and the arc-shaped panel 3 enclose an operating chamber 32 .

[0067] Example 4

[0068] Example 4 is based on Example 1, Example 2 or Example 3: the steel support also includes a positioning tube, the positioning tube is made of PVC material, the positioning tube and the drilling hole 51 are clearance-matched, the positioning tube is used to pass through the drilling hole 51 and the operating port 31 and then insert into the side wall of the pile hole, and before inserting into the side wall of the pile hole, the protective wall of the pile hole needs to be broken in advance, the positioning tube is inserted into the protective wall, and the filler is filled inside the positioning tube and between the positioning tube and the operating cavity 32.

[0069] 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. An embedded anchor structure for reducing the amount of foundation pit excavation, characterized in that: It includes a steel support with an operating cavity inside. A drilling hole is opened on one side of the steel support close to the center of the pile body. The drilling hole is used for the drilling tool to pass through. A pressure-bearing part and an anchor are sequentially arranged on the side of the drilling hole close to the operating cavity. The outer diameter of the pressure-bearing part is larger than the drilling hole. A first accommodating hole is arranged on the pressure-bearing part. The inner diameter of the first accommodating hole is smaller than the anchor. The first accommodating hole is used for the anchor cable to pass through. The sizes of the anchor cable and the anchor cable are adapted to each other.

2. The embedded anchor structure for reducing the amount of foundation pit excavation according to claim 1, characterized in that: The steel support includes a base, and a drilling hole is arranged on the base; the pressure-bearing part is a universal adjustment device, and the universal adjustment device includes a top plate and a bottom plate, and the contact surfaces of the top plate and the bottom plate are a convex spherical surface and a concave spherical surface that match each other, and the convex spherical surface and the concave spherical surface are connected by sliding and rotating, and the contact surface of the bottom plate and the base, and the contact surface of the top plate and the anchor are all planes.

3. The embedded anchor structure for reducing the amount of foundation pit excavation according to claim 1 is characterized in that: The steel support comprises an arc-shaped panel and a base. A plurality of intersecting transverse ribs and vertical ribs are arranged on one side of the arc-shaped panel close to the center of the pile body.

4. The embedded anchor structure for reducing the amount of foundation pit excavation according to claim 3 is characterized in that: The transverse ribs and the vertical ribs divide the inner side of the curved panel into several areas, the base covers one of the areas, and the base, the transverse ribs and the vertical ribs enclose an operating cavity.

5. The embedded anchor structure for reducing the amount of foundation pit excavation according to claim 3 is characterized in that: The base is plate-shaped, and the upper part of the base is inclined toward the center of the pile body, and the angle between the base and the vertical plane is 15°-25°.

6. The embedded anchor structure for reducing the amount of foundation pit excavation according to claim 3 is characterized in that: One side of the transverse rib is arc-shaped and closely attached to the inner side of the arc-shaped panel, and the other side of the transverse rib is straight and closely attached to the base.

7. The embedded anchor structure for reducing the amount of foundation pit excavation according to claim 3 is characterized in that: A plurality of reserved holes are arranged on one side of the transverse rib plate close to the curved panel. The reserved holes at different heights are vertically aligned. The reserved holes are used for the main reinforcement of the reinforcement cage to pass through.

8. The embedded anchor structure for reducing the amount of foundation pit excavation according to claim 3 is characterized in that: An operating port is provided on the curved panel, a drilling port corresponding to the operating port is provided on the base, and the steel support further comprises a positioning cylinder, which has a clearance fit with the drilling port. Before the pile body is poured, the positioning cylinder is used to pass through the drilling port and the operating port and then be inserted into the side wall of the pile hole, and a filler is provided between the positioning cylinder and the operating cavity.

9. The embedded anchor structure for reducing the amount of foundation pit excavation according to claim 3, characterized in that: The steel support also includes a grouting pipe and a guide pipe. The guide pipe is arranged on one side of the base close to the center of the pile body and is connected to the drilling hole. One end of the grouting pipe passes through the arc panel, and the other end of the grouting pipe is connected to the guide pipe.

10. The embedded anchor structure for reducing the amount of foundation pit excavation according to claim 9, characterized in that: The two vertical sides of the base are connected to the two sides of the curved panel, and the base, the transverse ribs and the curved panel enclose an operating cavity.

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