A self-anchored steel cage for reducing land acquisition

Abstract

The present invention relates to the field of foundation pit excavation, and discloses a self-anchored steel cage for reducing land acquisition, including a steel cage and a steel support, wherein the steel cage includes a plurality of main bars, the steel support includes an arc panel, a connecting part and a base connected in sequence, the main bars pass through the connecting part and are fixedly connected to the connecting part, the base is arranged on the side of the arc panel close to the center of the steel cage, and the base is used to provide guidance for the anchor cable. The base and the connecting part constitute an anchor operation cavity, which is used to bury the anchor inside the pile body to avoid forming numerous protrusions on the side wall of the foundation pit.

Description

Technical Field

[0001] The invention relates to the field of foundation pit excavation, and in particular to a self-anchored steel cage for reducing land acquisition. Background Art

[0002] When the surrounding rock of the foundation pit is poor, a support form of retaining piles combined with anchor cables is usually adopted. Holes are drilled using drilling tools, and the anchor holes pass through the pile body and the surrounding rock of the foundation pit. Prestressed anchor cables are set in the anchor holes to strengthen the integrity of the pile body and the soil behind the pile.

[0003] To facilitate the tensioning of the anchor cables, an external anchor head with an inclined surface is usually set on the surface of the pile body after the pile body is cast, which is used to guide the prestressing of the anchor cables. By controlling the surface inclination of the external anchor head, the anchor is supported on the surface of the external anchor head to ensure that the prestressing direction is consistent with the design direction. However, this also leads to the formation of numerous protrusions on the side walls of the foundation pit after the anchor cables are tensioned. 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 measures such as sprayed concrete and brick walls to lay the aforementioned protrusions flat, thereby forming a fertilizer trough filling layer.

[0004] However, in municipal projects, it is often necessary to consider factors such as the demolition of existing buildings and environmental protection, so as to set red lines, reduce land acquisition, reduce excavation, protect the environment, achieve green energy conservation and low carbon, and sustainable development of urban construction.

[0005] Therefore, a structure is needed that can be used for anchor cable tensioning without forming numerous protruding steel support structures on the side wall of the foundation pit. Summary of the invention

[0006] The present invention is intended to provide a self-anchored steel cage for reducing land acquisition, which is used for anchor cable tensioning and will not form numerous raised steel support structures on the side wall of a foundation pit.

[0007] To achieve the above-mentioned purpose, the present invention adopts the following technical scheme: a self-anchored steel cage for reducing land acquisition, comprising a steel cage and a steel support, the steel cage comprising a plurality of main bars, the steel support comprising an arc-shaped panel, a connecting part and a base connected in sequence, the main bars and the connecting part are fixedly connected, the base is arranged on the side of the arc-shaped panel close to the center of the steel cage, and the base is used to provide guidance for the anchor cable.

[0008] The construction method of this scheme is:

[0009] 1. Install the steel support on the steel cage in advance;

[0010] 2. Put the steel support and steel cage together into the drilled pile hole, pour the pile concrete, and bury the steel cage and steel support together in the concrete;

[0011] 3. Excavate the foundation pit. When the foundation pit is excavated to the position of the steel support, find the pre-buried steel support, remove the debris in the steel support, drill anchor holes through the steel support, place anchor cables, and grout the anchor holes;

[0012] 4. After the anchor hole grouting reaches the specified strength, tension the anchor cable and seal the anchor.

[0013] This solution has the following effects:

[0014] 1. Put the steel support and steel cage together into the pile hole. After the pile body is formed, the steel support is completely embedded in the pile body, thus solving the convex structure formed by the traditional external anchor head. As a result, numerous convexities will not be formed on the side wall of the foundation pit, and the fertilizer trough filling layer can be eliminated, reducing foundation pit excavation, reducing unnecessary land acquisition, and improving environmental protection, green energy saving and low carbon goals.

[0015] 2. 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 force-bearing 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;

[0016] In this solution, a curved panel, a connecting part and a base are provided, 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, the connecting part and the curved panel, 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.

[0017] 3. The base is used to replace the inclined surface of the external anchor head in the prior art, and is used to provide support for the anchor, thereby guiding the prestress of the anchor cable.

[0018] Furthermore, an operating cavity is provided in the connecting part, and the operating cavity penetrates the base to form a drilling opening, and the drilling opening is used for a drilling tool to pass through, and the operating cavity penetrates the arc-shaped panel to form an operating opening.

[0019] Furthermore, a pressure-bearing part and an anchor are provided on the side of the base away from the center of the steel cage. The outer diameter of the pressure-bearing part is larger than the drill hole. 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 first accommodating hole is used for the anchor cable to pass through.

[0020] Furthermore, the pressure-bearing part is a universal adjustment device, which includes a top plate and a bottom plate. 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. The convex spherical surface and the concave spherical surface are connected by sliding and rotation. The contact surface of the bottom plate and the base, and the contact surface of the top plate and the anchor are all planes.

[0021] Furthermore, the connecting part is a plurality of crossed transverse ribs and vertical ribs, and a plurality of reserved holes are provided on the side of the transverse ribs close to the curved panel. The reserved holes at different heights are vertically aligned, and the reserved holes are used for the main bars of the steel cage to pass through.

[0022] Furthermore, the main reinforcement of the steel cage and the curved panel are welded.

[0023] Furthermore, the inner stiffening ribs and the outer stiffening ribs divide one side of the curved panel into several areas, the base covers one of the areas, and the core tube, the inner stiffening ribs and the outer stiffening ribs enclose to form an operating cavity.

[0024] Furthermore, the connecting portion is a core tube, the main reinforcement is disconnected at the core tube position, and the disconnected portion of the main reinforcement is welded to the core tube.

[0025] Furthermore, the cross-sections of the base and the core tube are parallel, and a plurality of external stiffening ribs are circumferentially fixedly connected to the outer side of the core tube, and the side of the external stiffening ribs close to the curved panel is fixedly connected to the curved panel; the base and the inner side of the core tube are circumferentially connected, and a plurality of internal stiffening ribs are provided on the side of the base close to the center of the steel cage, and the internal stiffening ribs are connected to the inner side of the core tube.

[0026] This solution also has the following effects:

[0027] 1. 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 improved. 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 drilling holes are set on the steel supports in advance for the drilling rig to pass through, so as to drill holes.

[0028] 2. 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. In this solution, after the pile body is poured, the steel support is dug out, and a pressure-bearing part is set between the anchor and the steel support. The anchor cable tension is transferred to a larger area on the pile body surface through the pressure-bearing part and the connecting part to the curved panel, thereby reducing 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.

[0029] 3. In this scheme, 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, so that the structure of the operating cavity in the steel support is simple and flat; the operating cavity needs to be filled with fillers in advance to prevent concrete from flowing into the operating cavity. The fillers can be made of foam materials to facilitate later cleaning.

[0030] 4. Since this solution pre-buries the steel support in the pile reinforcement cage before the concrete pouring of the pile body, the conduit needs to be buried about 5m into the poured concrete during the pouring of the pile foundation. The concrete emerges from the bottom of the conduit, and the flowing concrete will form a large buoyancy and lateral extrusion force on the steel support. Therefore, there is a risk of displacement and floating of the steel support, which will cause the direction and angle of the anchor cable tension to deviate. In this regard, this solution uses a universal adjustment device to adjust it. The top plate of the universal adjustment device 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 error so that the anchor cable angle is not affected.

[0031] 5. According to relevant operating specifications, as the pouring depth of the pile concrete increases, the conduit is continuously pulled upwards. The lateral extrusion of the concrete may cause the conduit to collide with the steel support or get stuck and unable to be pulled up, delaying the pouring of concrete and leading to the risk of pile failure such as broken piles;

[0032] In the present solution, the upper part of the base is tilted toward the center of the steel cage, that is, the entire steel support is close to the center of the steel cage, with a narrower lower part and a wider upper part, forming a wedge-shaped structure, which can prevent the conduit from being closely attached to the device, and the conduit connecting flange from being stuck by the device and unable to be pulled up, thereby avoiding the risk of the pile being scrapped.

[0033] 6. This scheme sets reserved holes between the core tube and the curved panel. 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 of the steel support and the inner side of the curved panel, and the built-in steel support is connected to the pile body steel cage 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 steel 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.

[0034] 7. In the actual construction process, the pile hole is usually slightly larger than the designed size to facilitate the installation of the steel cage. However, this can easily cause the steel supports in some locations to be buried deeper into the pile body, making them difficult to find during foundation pit excavation. When the steel supports are dug out from the surface of the pile body, the volume of the pile body to be broken is easily increased, increasing the damage to the pile body, thereby reducing the overall structural stability of the pile body.

[0035] In this regard, this solution adds annular reinforcing stirrups to the periphery of the steel cage in the steel support area to perform secondary positioning of the steel support. On the one hand, it reduces the position deviation of the steel support during the concrete pouring process. On the other hand, the part of the annular reinforcing stirrups inserted into the side wall of the pile hole will not be buried by the concrete structure, thereby ensuring that the annular reinforcing stirrups can be immediately discovered after the foundation pit is excavated, so that the staff can quickly find the position of the steel support;

[0036] After finding the steel support, the positioning tube needs to be cut off to facilitate the installation of the universal adjustment device and the anchor. Therefore, the positioning tube is usually made of plastic or other materials that are easy to cut. The filler in the operating cavity is usually made of flexible materials such as foam plastics, and the hardness of the flexible material is usually lower than that of the positioning tube.

[0037] The steel support is positioned twice for different objects. The first positioning purpose is to use the steel cage as an anchor to fix the relative position of the steel support and the steel cage; the second positioning purpose is to use the side wall of the pile hole as an anchor to fix the relative position of the steel support and the steel cage, thereby achieving the effect of double positioning.

[0038] 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 large and the impact on the steel cage is large. Then, the concrete is buffered by the steel cage and fills the position between the steel cage and the side wall of the pile hole. The concrete emerges from the bottom of the conduit upward. This process needs to withstand the dead weight of about 5m high concrete, so that the concrete is dense. Therefore, the second fixing of the steel support is fixed through the gap between the annular reinforcing stirrups and the side wall. The main fixing position is on the side wall of the pile hole, which is less affected by the 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.

[0039] In addition, the annular reinforcing stirrups 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.

[0040] 8. Compared with transverse ribs and vertical ribs, the core tube is simple to manufacture, requiring only one component; the cross-sections of the base and the core tube are parallel, so that when the base is subjected to tension from the anchor cable, the direction of the tension is parallel to the length direction of the core tube, thereby optimizing the force structure and increasing the reliability of the core tube.

[0041] 9. Through the setting of external and internal stiffening ribs, not only the structural strength of the entire steel support is increased, but also the contact area between the steel support and the pile concrete is increased, the bite force between the steel support and the concrete is increased, and the reliability of the overall structure is ensured. BRIEF DESCRIPTION OF THE DRAWINGS

[0042] Figure 1 It is a schematic diagram of an external anchor head in the prior art;

[0043] Figure 2 It is a three-dimensional axonometric drawing of Example 1;

[0044] Figure 3It is a three-dimensional axonometric view of the steel support of Example 1;

[0045] Figure 4 for Figure 3 3D axonometric drawing after removing the curved panel;

[0046] Figure 5 for Figure 3 The structural breakdown diagram of

[0047] Figure 6 is a three-dimensional image of the steel support of Example 2;

[0048] Figure 7 This is an exploded view of the steel support of Example 2;

[0049] Figure 8 It is a three-dimensional axonometric diagram of the universal adjustment device of Example 3;

[0050] Fig. 9 This is a three-dimensional cross-sectional view of the universal adjustment device of Example 3. DETAILED DESCRIPTION

[0051] The following is further described in detail through specific implementation methods:

[0052] The figure marks in the drawings of the specification include: anchor 11, external anchor head 12, anchor cable 13, anchor hole 14, pile body 15, steel cage 16, main reinforcement 17, annular reinforcing stirrups 18, curved panel 2, operation port 21, operation cavity 22, transverse rib 23, vertical rib 24, reserved hole 25, pressure-bearing part 3, first accommodating hole 31, bottom plate 32, top plate 33, second accommodating hole 34, spherical surface 35, base 4, drilling port 41, core tube 5, external stiffening rib 51, and internal stiffening rib 52.

[0053] Example 1

[0054] Existing technologies such as Figure 1 As shown, in a foundation pit adopting a pile-anchor support structure, an external anchor head 12 is provided on the outside of the pile body 15, an anchor hole 14 and an anchor cable 13 pass through the pile body 15 and enter the surrounding rock on the right side of the pile body 15, and an anchor 11 anchors the left end of the anchor cable 13 to the external anchor head 12;

[0055] Example 1 is basically as Figure 2-Figure 5 As shown: A self-anchored steel cage for reducing land acquisition, suitable for foundation pits in the form of pile anchor support, such as Figure 2 As shown, it includes a steel cage 16 and a steel support. The steel cage 16 includes a plurality of main bars 17, spiral stirrups and annular reinforcing stirrups 18. The steel support includes an arc-shaped panel 2, a connecting part and a base 4 connected in sequence. The main bars 17 pass through the connecting part and are fixedly connected to the connecting part. The base 4 is arranged on the side of the arc-shaped panel 2 close to the center of the steel cage 16. The base 4 is used to provide guidance for the anchor cable 13.

[0056] like Figure 3 , Figure 4 As shown, the right side of the figure is the center direction of the steel cage 16, and the connecting part includes a plurality of crossed transverse ribs 23 and vertical ribs 24. Both sides of the transverse ribs 23 and the vertical ribs 24 are welded to the curved panel 2 and the base 4 respectively. Figure 4 As shown, the transverse ribs 23 and the vertical ribs 24 divide one side of the curved panel 2 into several areas, the base 4 covers the area at the center, the base 4, the transverse ribs 23 and the vertical ribs 24 enclose an operation cavity 22, the operation cavity 22 penetrates the base 4 to form a drilling opening 41, the drilling opening 41 is used for the drilling tool to pass through, the operation cavity 22 penetrates the curved panel 2 to form an operation opening 21, and the projection of the operation opening 21 on the base 4 covers the drilling opening 41, as shown in FIG. Figure 4 As shown, the left side of the transverse rib 23 is an arc shape that matches the inner shape of the arc plate, and the right side of the transverse rib 23 is a straight line shape that matches the shape of the base 4; a plurality of reserved holes 25 are opened on the left side of the transverse rib 23, and the reserved holes 25 of different heights are vertically aligned. The main reinforcement 17 of the steel cage 16 passes through the reserved holes 25, and the main reinforcement 17 is welded to the arc panel 2. The annular reinforcement stirrup 18 is arranged within the height range of the arc panel 2 on the steel cage 16, and the arc panel 2 is located between the annular reinforcement stirrup 18 and the main reinforcement 17, and the outer side of the arc panel 2 is welded to the arc reinforcement.

[0057] like Figure 5 As shown, the base 4 is a rectangular plate, the upper portion of the base 4 is inclined toward the center of the pile body 15, and the angle between the base 4 and the vertical plane is 15°-25°.

[0058] like Figure 4 , Figure 5 As shown, a pressure-bearing member 3 and an anchor 11 are provided in sequence on the side of the drilling opening 41 close to the operating chamber 22. The outer diameter of the pressure-bearing member 3 is larger than that of the drilling opening 41. A first accommodating hole 31 is provided on the pressure-bearing member 3. The inner diameter of the first accommodating hole 31 is smaller than that of the anchor 11. The first accommodating hole 31 is used for the anchor cable 13 to pass through. The sizes of the anchor cable 11 and the anchor cable 13 are adapted to each other.

[0059] A method of using a self-anchored steel cage for reducing land acquisition is as follows:

[0060] 1. Pass the main reinforcement 17 of the steel cage 16 through the reserved holes 25 of several steel supports, and weld the main reinforcement 17 and the side walls of the reserved holes 25 to make Figure 2 The steel cage 16 shown is used to complete the pile hole construction;

[0061] 2. Put the filler into the operating cavity 22. The filler is a flexible material. In this embodiment, the filler is foam plastic. Put the steel cage 16 into the pile hole and pour concrete for the pile body 15. The concrete covers the entire steel support. A protective layer thickness of at least 5 cm is left between the curved panel 2 of the steel support and the outer surface of the pile body 15.

[0062] 3. 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 22, drill the anchor hole 14, place the anchor cable 13, and grout the anchor hole 14.

[0063] 4. After the grouting body of the anchor hole 14 reaches the specified strength, install the pressure-bearing member 3, tension the anchor cable 13, and seal the anchor.

[0064] Example 2

[0065] like Figure 6 , Figure 7 As shown, the difference between Example 2 and Example 1 is that the connection parts are different:

[0066] The connecting part is a core tube 5, and the interior of the core tube 5 is an operating chamber 22. Figure 6 As shown, the core tube 5 is welded to the right side of the curved panel 2, the operation port 21 of the curved panel 2 is connected to the left end of the operation chamber 22 in the core tube 5, the right end of the core tube 5 can penetrate into the steel cage 16, the right end of the operation chamber 22 of the core tube 5 corresponds to the drilling port 41 in Example 1, the main reinforcement 17 at the corresponding position of the steel cage 16 is cut, and the position where the main reinforcement 17 is cut is welded to the outer side of the core tube 5, thereby connecting the core tube 5 and the steel cage 16 into a whole. The right end of the core tube 5 is tilted downward, and the angle between the core tube 5 and the horizontal direction is between 15°-25°. By setting the angle between the core tube 5 and the horizontal direction between 15°-25°, during the concrete construction of the cast-in-place pile body 15, it is possible to effectively avoid the concrete pouring conduit from being tightly fitted with the steel support under the squeezing action of the liquid concrete, causing the concrete conduit connection flange to be stuck by the steel support and unable to be pulled up, delaying the concrete pouring, thereby preventing the risk of the pile body 15 being scrapped.

[0067] like Figure 6 , Figure 7 As shown, a plurality of external stiffening ribs 51 are welded circumferentially on the outer side surface of the core tube 5. The external stiffening ribs 51 are triangular in shape. The left side of the external stiffening ribs 51 is welded to the arc-shaped panel 2. Due to the provision of the external stiffening ribs 51, the connection reliability between the core tube 5 and the arc-shaped panel 2 is increased. At the same time, the bite force between the core tube 5 and the concrete of the pile body 15 is increased, thereby improving the stability of the steel support.

[0068] The base 4 is welded inside the core tube 5 and is coaxially arranged with the core tube 5 , that is, the cross sections of the base 4 and the core tube 5 are parallel.

[0069] A number of internal stiffening ribs 52 are welded along the circumference of the core tube 5. The internal stiffening ribs 52 are also triangular in shape. The internal stiffening ribs 52 are located on the right side of the base 4, and the left side thereof is welded to the right side of the base 4. Due to the arrangement of the internal stiffening ribs 52, the connection between the core tube 5 and the base 4 is more reliable.

[0070] Similar to the first embodiment, the pressure bearing member 3 is supported on the base 4 .

[0071] Example 3

[0072] Embodiment 3 is based on Embodiment 1 or Embodiment 2: The pressure bearing member 3 is a universal adjustment device, such as Figure 8 As shown, the universal adjustment device includes a top plate 33 and a bottom plate 32. Fig. 9 As shown, both the top plate 33 and the bottom plate 32 are disc-shaped. Depending on the situation, the diameter of the bottom plate 32 can be larger than the diameter of the top plate 33 (not shown in the figure). A second accommodating hole 34 is respectively opened on the top plate 33 and the bottom plate 32. The second accommodating hole 34 is used for the anchor cable 13 to pass through. The contact surfaces of the top plate 33 and the bottom plate 32 are a convex spherical surface 35 and a concave spherical surface 35 that match each other. The convex spherical surface 35 is arranged on the bottom plate 32, and the concave spherical surface 35 is arranged on the top plate 33. Before tensioning the anchor cable 13, the convex spherical surface 35 and the concave spherical surface 35 are connected by sliding and rotation, that is, the top plate 33 can slide arbitrarily along the spherical surface 35, driving the anchor 11 to rotate along the center of the second accommodating hole 34 of the bottom plate 32;

[0073] After pouring the pile body 15, the right side of the bottom plate 32 is welded to the base 4, the center of the second accommodating hole 34 of the bottom plate 32 and the drilling hole 41 of the base 4 are coaxial, the left side of the top plate 33 supports the anchor 11, and the contact surface between the bottom plate 32 and the base 4 and the contact surface between the top plate 33 and the anchor 11 are both planes.

[0074] Example 4

[0075] Example 4 is based on Example 1 or Example 2: the steel support also includes a positioning cylinder, which is clearance-matched with the drilling hole 41. The positioning cylinder is used to pass through the drilling hole 41 and the operating port 21 and then be inserted into the side wall of the pile hole. 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 cylinder is inserted into the protective wall, and the filler is filled inside the positioning cylinder and between the positioning cylinder and the operating cavity 22.

[0076] The above is only an embodiment of the present invention, and the common knowledge such as the known specific technical solutions and / or characteristics in the solution is not described in detail here. It should be pointed out that for those skilled in the art, without departing from the technical solution of the present invention, several modifications and improvements can be made, which should also be regarded as the protection scope of the present invention, and these will not affect the effect of the implementation of the present invention and the practicality of the patent. The scope of protection required by this application shall be based on the content of its claims, and the specific implementation methods and other records in the specification can be used to interpret the content of the claims.

Claims

1. A self-anchored steel cage for reducing land acquisition, characterized in that: It includes a steel cage and a steel support, wherein the steel cage includes a plurality of main bars, and the steel support includes an arc-shaped panel, a connecting part and a base connected in sequence; the main bars and the connecting part are fixedly connected, and the base is arranged on the side of the arc-shaped panel close to the center of the steel cage, and the base is used to provide a guide for the anchor cable; An operating cavity is provided in the connecting part, the operating cavity penetrates the base to form a drilling opening, the drilling opening is used for the drilling tool to pass through, and the operating cavity penetrates the arc-shaped panel to form an operating opening; A pressure-bearing part and an anchor are provided on the side of the base away from the center of the steel cage. The outer diameter of the pressure-bearing part is larger than the drill hole. 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 first accommodating hole is used for the anchor cable to pass through.

2. The self-anchored steel cage for reducing land acquisition according to claim 1, characterized in that: The pressure-bearing part is a universal adjustment device, which includes a top plate and a bottom plate. 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. The convex spherical surface and the concave spherical surface are connected by sliding and rotation. 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 self-anchored steel cage for reducing land acquisition according to claim 1, characterized in that: The connection part includes a plurality of crossed transverse ribs and vertical ribs. A plurality of reserved holes are arranged on the side of the transverse ribs 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 steel cage to pass through.

4. The self-anchored steel cage for reducing land acquisition according to claim 3 is characterized in that: The main reinforcement and curved panels of the steel cage are welded.

5. The self-anchored steel cage for reducing land acquisition according to claim 3 is characterized by: The transverse ribs and the vertical ribs divide one side of the curved panel into several rectangular areas. The base covers one of the rectangular areas. The base, the transverse ribs and the vertical ribs enclose an operating cavity. The base is plate-shaped, and the upper part of the base is inclined toward the center of the steel cage.

6. The self-anchored steel cage for reducing land acquisition according to claim 1, characterized in that: The steel support includes a positioning tube, which is clearance-matched with the drilling hole. Before the pile body is poured, the positioning tube is used to pass through the drilling hole and the operating hole and then inserted into the side wall of the pile hole. A filler is provided between the positioning tube and the operating cavity.

7. The self-anchored steel cage for reducing land acquisition according to claim 1, characterized in that: The connecting part is the core tube, the main reinforcement is disconnected at the core tube position, and the disconnected part of the main reinforcement is welded to the core tube.

8. The self-anchored steel cage for reducing land acquisition according to claim 7, characterized in that: The cross-sections of the base and the core tube are parallel, and a plurality of external stiffening ribs are circumferentially fixedly connected to the outer side of the core tube, and the side of the external stiffening ribs close to the curved panel is fixedly connected to the curved panel; the base is circumferentially connected to the inner side of the core tube, and a plurality of internal stiffening ribs are provided on the side of the base close to the center of the steel cage, and the internal stiffening ribs are connected to the inner side of the core tube.

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