A method for installing a self - contained anchor cage for reducing land acquisition

Abstract

The present invention relates to the field of foundation pit excavation, and discloses a method for installing a steel cage with built-in anchors for reducing land acquisition, which includes the following steps: Step 1: Prepare steel supports and several main reinforcement bars. The steel support includes an arc-shaped panel, a connecting part, and a base that are connected in sequence. The base is used to provide guidance for the anchor cable, and several reserved holes are provided on the connecting part; simultaneously pass several main reinforcement bars through the reserved holes of several steel supports and fix them to the steel supports to form a pre-embedded unit, and the number of pre-embedded units is at least one; Step 2: Use the pre-embedded units in Step 1 to fabricate a steel cage. The pre-embedded units are all located on the same side of the steel cage, so that the base and the arc-shaped panel of the pre-embedded unit are located on the inner side and the outer side of the steel cage respectively; Step 3: Set a circular reinforcing stirrup within the range of the steel support. The circular reinforcing stirrup is fixed to the steel support, and is simultaneously fixed to the circumferential main reinforcement bars. To reduce the thickness of the backfill layer of the side trench and reduce the excavation range.

Description

Technical Field

[0001] The present invention relates to the field of foundation pit excavation, and particularly to a method for installing a steel cage with built-in anchors for reducing land acquisition. Background Art

[0002] The combination of retaining piles and anchor cables is a commonly used form of foundation pit support. A drilling tool is used to drill holes, and the anchor holes pass through the pile body and the surrounding rock of the foundation pit. Prestressed anchor cables are arranged in the anchor holes to strengthen the integrity of the pile body and the soil behind the pile.

[0003] In the existing process, for the convenience of anchor cable tensioning, usually after the pile body is poured, an external anchor head is set on the surface of the pile body to guide the prestress of the anchor cable. By controlling the surface inclination angle of the external anchor head, the anchor is supported on the surface of the external anchor head to ensure that the prestress direction is consistent with the design direction. However, this also results in numerous protrusions on the side wall of the foundation pit after the anchor cable is tensioned and formed. In order to facilitate the pasting of the external waterproof layer on the side wall of the foundation pit, measures such as shotcrete and brick wall building are also required to level the aforementioned protrusions, so a relatively thick cushion layer needs to be set to fill the gap between the side wall of the foundation pit and the main structure.

[0004] However, in municipal projects, factors such as demolition, existing buildings, and environmental protection often need to be considered, so as to set the red line, reduce land acquisition, reduce excavation, protect the environment, achieve green energy conservation and low carbon, and realize the sustainable development of urban construction. Summary of the Invention

[0005] The present invention aims to provide a method for installing a steel cage with built-in anchors for reducing land acquisition, which is used for anchor cable tensioning and at the same time reduces the excavation range.

[0006] To achieve the above object, the present invention adopts the following technical solution: A method for installing a steel cage with built-in anchors for reducing land acquisition, comprising the following steps:

[0007] Step 1: Prepare steel supports and a plurality of main reinforcement bars. The steel support includes an arc-shaped panel, a connecting part, and a base that are connected in sequence. The base is used to provide guidance for the anchor cable, and a plurality of reserved holes are provided on the connecting part;

[0008] Simultaneously pass a plurality of main reinforcement bars through the reserved holes of a plurality of steel supports and fix them with the steel supports to form a pre-embedded unit, and the number of pre-embedded units is at least one;

[0009] Step 2: Use the pre-embedded unit in Step 1 to make a steel cage. The pre-embedded units are all located on the same side of the steel cage, so that the base and the arc-shaped panel of the pre-embedded unit are located on the inner side and the outer side of the steel cage respectively;

[0010] Step 3: Set a circular reinforcing stirrup within the range of the steel support. The circular reinforcing stirrup is fixed with the steel support and is simultaneously fixed with the circumferential main reinforcement bars.

[0011] The present solution has the following effects:

[0012] 1. Combine several steel supports and main reinforcement bars to form a pre-embedded unit, increasing the integrity among several steel supports, reducing the error in the relative positions of several steel supports after they are pre-embedded into the pile, so as to ensure that the actual stress of the pile body is close to the designed stress, and further ensure the reliability of the pile body.

[0013] 2. Through the circular reinforcing stirrups, increase the connection points between the steel supports and the main reinforcement bars. When the steel reinforcement cage is placed into the pile hole, these connection points can provide sufficient circumferential restraint and supporting force for the steel supports and the steel reinforcement cage, preventing the steel supports from moving downward and laterally deviating under the action of gravity, thus avoiding deviation in the positions of the steel supports.

[0014] 3. Install the steel supports and the steel reinforcement cage together so as to facilitate putting both of them into the pile hole. After the pile body is formed, the steel supports are all embedded into the pile body, thus solving the convex structure formed by the traditional external anchor head, avoiding numerous convexes on the side wall of the foundation pit, finally reducing the thickness of the backfill layer of the fat groove, reducing the excavation range of the foundation pit and unnecessary land acquisition, protecting the environment, and being green, energy-saving and low-carbon.

[0015] 4. In the prior art, the anchor head is arranged on the outer side of the pile body, and the tension of the anchor cable diffuses to the whole pile body through the outer side of the pile body; while when the steel support is pre-embedded inside the pile body, if the tension of the anchor cable directly acts inside the pile body, the diffusion and radiation range of the tension of the anchor cable is reduced, the stress structure becomes poor, the pressure generated by the tension of the anchor cable on the pile body becomes large, and it is easy to cause the pile body to crack;

[0016] In this solution, however, an arc-shaped panel, a base, and a connecting part are provided. The base bears the tension of the anchor cable, but the tension of the anchor cable does not directly transfer to the inside of the pile body. Instead, it is effectively transferred outside the main reinforcement bars of the pile body through the base, the connecting part, and the arc-shaped 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, ensuring the safety of the overall retaining structure.

[0017] 5. 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 fitting, thus guiding the prestress of the anchor cable.

[0018] Furthermore, one pre-embedded unit includes three steel supports.

[0019] Furthermore, in step one, the reserved hole is arranged on the side of the connecting part close to the arc-shaped panel, and the main reinforcement bar is welded to the inner wall of the arc-shaped panel of the steel support.

[0020] Furthermore, in step three, the circular reinforcing stirrup is welded to the outer wall of the arc-shaped panel of the steel support.

[0021] Furthermore, an operation cavity is provided inside the connecting part. The operation cavity penetrates through the base to form a drilling opening for a drilling tool to pass through, and penetrates through the arc-shaped panel to form an operation opening; on the side of the base away from the center of the steel reinforcement cage, there are a pressure-bearing member and an anchor. The outer diameter of the pressure-bearing member is larger than the drilling opening. The pressure-bearing member is provided with a first accommodation hole, the inner diameter of the first accommodation hole is smaller than that of the anchor, and the first accommodation hole is for the cable anchor to pass through.

[0022] Furthermore, the pressure-bearing member is a universal adjusting device. The universal adjusting device 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 cooperate with each other. The convex spherical surface and the concave spherical surface are slidably and rotatably connected. The contact surfaces between the bottom plate and the base, and between the top plate and the anchor are both flat surfaces.

[0023] Furthermore, the connecting part is several intersecting transverse rib plates and vertical rib plates. The reserved holes are arranged on the side of the transverse rib plate close to the arc-shaped panel. The reserved holes at different heights are vertically aligned and are for the main reinforcement bars to pass through; the transverse rib plates and the vertical rib plates divide one side of the arc-shaped panel into several areas. The base covers one of the areas. The base, the transverse rib plates and the vertical rib plates enclose to form an operation cavity. The base is plate-shaped, and the upper part of the base is inclined towards the center of the steel reinforcement cage.

[0024] Furthermore, the connecting part is a core tube, and the reserved holes are arranged on the core tube; the cross-sections of the base and the core tube are parallel. A number of external stiffening ribs are fixedly connected circumferentially on the outer side surface of the core tube, and the side of the external stiffening rib close to the arc-shaped panel is fixedly connected to the arc-shaped panel; the base and the inner side of the core tube are circumferentially connected. A number of internal stiffening ribs are provided on the side of the base close to the center of the steel reinforcement cage, and the internal stiffening ribs are connected to the inner side of the core tube.

[0025] Furthermore, the steel support includes a positioning tube, and the positioning tube is in clearance fit with the drilling opening;

[0026] It further includes step four: putting the steel reinforcement cage into the pile hole. After the positioning tube passes through the drilling opening and the operation opening, it is inserted into the side wall of the pile hole, and the filling material is filled into the space inside the positioning tube and between the positioning tube and the operation cavity.

[0027] The present solution also has the following effects:

[0028] 1. In the prior art, for the convenience of operation, for drilling and installing the steel support, usually the method of drilling first and then installing the steel support is adopted. The steel support does not need to consider the passability of the drilling tool, and this has already formed a conventional method; in the present solution, for the purpose of reducing excavation, on the contrary, the construction process is changed. The steel support is pre-embedded in the pile body in advance, and then the anchor hole is drilled. Therefore, the steel support needs to consider the passability of the drilling tool, and a drilling opening is set on the steel support in advance for the drilling rig to pass through, so as to carry out drilling.

[0029] 2. Since the drilling hole opening is usually large and the anchor cannot directly cover the drilling hole, the anchor cable tension cannot be directly transmitted to the steel support through the anchor after the tensioning of the anchor cable. In this solution, after the pile body is poured, the steel support is dug out, and a pressure-bearing member is arranged between the anchor and the steel support to transmit the anchor cable tension, so that the steel support helps to disperse the anchor cable tension borne by the pile body and reduce the concentrated stress; at the same time, it also prevents the steel strand or the anchor cable from slipping or deviating from the predetermined path during the tensioning process.

[0030] 3. In this solution, before the pile body is poured, the pressure-bearing member and the steel support are not connected, but the pressure-bearing member is installed after the pile body is poured, so that the structure inside the operation cavity of the steel support is simple and flat; it is convenient to fill the filler in the operation cavity to prevent the concrete from flowing into the operation cavity, and it is convenient to clean the concrete that accidentally flows into the inside of the operation cavity after the pile body is poured.

[0031] 4. Since this solution uses the form of embedding the steel support, when pouring the pile body concrete, the flowing concrete will form a large buoyancy on the steel support embedded in the pile body, and the vibrating rod used during the concrete pouring will also affect the position accuracy of the steel support. Therefore, the steel support has the risk of deviation and floating, which will cause the deviation of the direction angle of the anchor cable tension.

[0032] The universal adjustment device enables the top plate to slide arbitrarily along the spherical surface through the setting of the convex spherical surface and the concave spherical surface, thereby driving the anchor to rotate along the center of the spherical surface, making the angle of the anchor consistent with the designed angle, so as to coordinate the construction error and ensure that the angle of the anchor cable is not affected.

[0033] 5. According to the relevant operation specifications, a conduit needs to be used for pouring during the pile foundation pouring. As the concrete is poured, the conduit is continuously driven to move upward; however, when the steel support is embedded in the pile body, the steel support occupies part of the internal space of the steel reinforcement cage, and the conduit is prone to collide with or get stuck by the steel support during the upward movement and cannot be pulled out, delaying the concrete pouring and thus resulting in the risk of pile body scrapping such as broken piles;

[0034] In this solution, the upper part of the base is inclined towards the center of the steel reinforcement cage, that is, the whole steel support is narrower at the lower part and wider at the upper part on the side close to the center of the steel reinforcement cage, which can effectively avoid the conduit during the pile body concrete pouring from being closely attached to and stuck by this device under the extrusion of the liquid concrete, resulting in the steel reinforcement cage connection flange of the concrete conduit being stuck by this device and unable to be pulled out, thereby avoiding the risk of pile body scrapping.

[0035] 6. In this solution, a reserved hole is provided between the transverse rib plate and the arc-shaped panel. Each reserved hole corresponds to a main reinforcement bar and is located on the same straight line. After the corresponding main reinforcement bar passes through, the main reinforcement bar is welded to the inner side of the arc-shaped panel. Multiple main reinforcement bars penetrate through the transverse rib plate of the steel bracket and the inner side of the arc-shaped panel, connecting the built-in steel bracket and the reinforcement cage of the retaining pile into one body, and strengthening the welding at the joint position, which can enhance the strength of the pile body in the steel bracket area, avoid the influence on the steel bracket and the reinforcement cage during the construction of the pile body concrete, and ensure accurate positioning; the arc-shaped panel is close to the surface of the pile body and has a relatively larger volume than the bottom plate. During the later excavation of the foundation pit, it is also convenient to find the steel bracket wrapped by the pile body concrete.

[0036] 7. During the actual construction process, the pile hole is usually slightly larger than the designed size to facilitate the installation of the reinforcement cage. However, this also easily causes the steel bracket at some positions to be buried deeper in the pile body, making it difficult to find during the excavation of the foundation pit. When breaking the surface of the pile body to dig out the steel bracket, it is easy to increase the volume of the broken pile body, increase the damage to the pile body, and thus reduce the overall structural stability of the pile body;

[0037] For the foundation pit supported by the pile + cable anchor support type, the surrounding rock is usually relatively weak. Therefore, after the reinforcement cage is placed in the pile hole and positioned, the positioning cylinder is inserted through the drilling hole and the operation hole and then inserted into the side wall of the pile hole (i.e., the surrounding rock) to perform secondary positioning on the steel bracket. On the one hand, it reduces the position deviation of the steel bracket during the concrete pouring process. 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, so as to ensure that the positioning cylinder can be immediately found after the foundation pit is excavated, enabling the staff to quickly find the position of the steel bracket;

[0038] After finding the steel bracket, the positioning cylinder needs to be cut off to facilitate the installation of the universal adjustment device and the anchor. Therefore, the positioning cylinder is usually made of materials such as plastic that are easy to cut, and the filler in the operation cavity is usually made of flexible materials such as foam plastic. The hardness of this flexible material is usually lower than that of the material of the positioning cylinder;

[0039] The objects of the two-time positioning of the steel bracket are different. The first time, the steel bracket is fixed on the reinforcement cage, and its purpose is: taking the reinforcement cage as the anchor, fixing the relative position of the steel bracket and the reinforcement cage; the second time, the steel bracket is fixed on the side wall of the pile hole through the positioning cylinder, and its purpose is: taking the side wall of the pile hole as the anchor, fixing the relative position of the steel bracket and the reinforcement cage; thus achieving the effect of double positioning;

[0040] In fact, the second fixing method is less affected by the offset of concrete pouring. Specifically, during the process of concrete pouring, the concrete enters the inside of 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 the concrete is buffered by the steel cage, it fills the position between the steel cage and the side wall of the pile hole. Since the space at this position is narrow, it is not convenient for the operator to directly insert a vibrating rod for vibration. Most of the time, the concrete inside the steel cage is vibrated, and then the concrete flows outside the steel cage, so that the concrete is more dense. Therefore, the second fixing of the steel bracket is fixed by inserting the positioning cylinder into the side wall of the pile hole. The main fixing position is on the side wall of the pile hole, and it is less affected by concrete pouring, so as to ensure the position accuracy of the steel bracket, and then ensure that the tensioning direction of the anchor cable is consistent with the design, so as to achieve the best stress effect.

[0041] In addition, the positioning cylinder can ensure a certain distance between the steel cage and the side wall of the drilling hole, so as to meet the requirement of the protective layer thickness of the steel cage in the specification, and prevent the steel cage from approaching the side wall of the drilling hole due to shaking during the concrete pouring process, and then making the local concrete protective layer too thin, affecting the durability of the steel cage.

[0042] 8. Compared with the horizontal rib plate and the vertical rib plate, the production of the core tube is simple, only requiring one component of the core tube; the cross-sections of the base and the core tube are parallel, so that when the base is subjected to the tension from the anchor cable, the direction of the tension is parallel to the length direction of the core tube, thereby optimizing the stress structure and increasing the reliability of the core tube.

[0043] 9. By setting the external stiffening ribs and the internal stiffening ribs, not only the structural strength of the entire steel bracket is increased, but also the contact area between the steel bracket and the pile body concrete is increased, the bite force between the steel bracket and the concrete is increased, and the reliability of the overall structure is ensured. Description of the Drawings

[0044] Figure 1 Top view of the steel bracket in Embodiment 1;

[0045] Figure 2 Three-dimensional axonometric view of the embedded unit in Embodiment 1;

[0046] Figure 3 Three-dimensional axonometric view of the steel cage in Step 2 of Embodiment 1;

[0047] Figure 4 Three-dimensional axonometric view of the steel cage in Step 3 of Embodiment 1;

[0048] Figure 5 Three-dimensional axonometric view of the steel bracket in Embodiment 1;

[0049] Figure 6 For Figure 5 Three-dimensional axonometric view after removing the arc-shaped panel;

[0050] Figure 7 is Figure 5 the exploded view of the structure;

[0051] Figure 8 is the three-dimensional view of the steel support in Embodiment 2;

[0052] Figure 9 is the exploded view of the steel support in Embodiment 2;

[0053] Figure 10 is the three-dimensional axonometric view of the universal adjusting device in Embodiment 3;

[0054] Figure 11 is the sectional three-dimensional view of the universal adjusting device in Embodiment 3. Specific Embodiments

[0055] The following is a further detailed description through specific embodiments:

[0056] The reference numerals in the accompanying drawings of the specification include: steel reinforcement cage 1, main reinforcement 11, annular reinforcing stirrup 12, arc-shaped panel 2, operation opening 21, operation cavity 22, transverse rib 23, vertical rib 24, reserved hole 25, bearing member 3, first accommodation hole 31, bottom plate 32, top plate 33, second accommodation hole 34, spherical surface 35, base 4, drilling opening 41, core tube 5, external stiffening rib 51, internal stiffening rib 52, and anchor 6.

[0057] Embodiment 1

[0058] A method for installing a steel reinforcement cage with a self - contained anchor for reducing land acquisition includes the following steps:

[0059] Step 1, prepare a steel support and a number of main reinforcements 11. The steel support includes an arc-shaped panel 2, a connecting part, and a base 4 connected in sequence. The main reinforcement 11 passes through the connecting part and is fixedly connected to the connecting part. The base 4 is used to provide guidance for the anchor cable;

[0060] As Figure 5 、 Figure 6 shown, the connecting part includes a number of intersecting transverse ribs 23 and vertical ribs 24. Both sides of the transverse rib 23 and the vertical rib 24 are respectively welded to the arc-shaped panel 2 and the base 4. As Figure 6 shown, the transverse rib 23 and the vertical rib 24 divide one side of the arc-shaped panel 2 into several regions. The base 4 covers the region at the central position. The base 4, the transverse rib 23, and the vertical rib 24 enclose to form an operation cavity 22. The operation cavity 22 penetrates through the base 4 to form a drilling opening 41 for the drill to pass through. The operation cavity 22 penetrates through the arc-shaped panel 2 to form an operation opening 21. The projection of the operation opening 21 on the base 4 covers the drilling opening 41. As Figure 6As shown, the left side of the transverse rib plate 23 is an arc shape that matches the inner shape of the arc-shaped plate, and the right side of the transverse rib plate 23 is a straight shape that matches the shape of the base 4; several reserved holes 25 are opened on the left side of the transverse rib plate 23, and the reserved holes 25 at different heights are vertically aligned, as Figure 1 shown, the reserved holes 25 are arranged on the transverse rib plate 23 close to the arc-shaped panel 2 side.

[0061] As Figure 7 shown, the base 4 is a rectangular plate, and the upper part of the base 4 is inclined towards the center of the pile body, and the included angle between the base 4 and the vertical plane is 15° - 25°.

[0062] As Figure 6 、 Figure 7 shown, a pressure-bearing member 3 and an anchor 6 are successively arranged on the side of the drilling hole 41 close to the operation chamber 22. The outer diameter of the pressure-bearing member 3 is larger than that of the drilling hole 41. A first accommodation hole 31 is opened on the pressure-bearing member 3. The inner diameter of the first accommodation hole 31 is smaller than that of the anchor 6. The first accommodation hole 31 is used for the cable to pass through, and the anchor 6 and the cable are dimensionally adapted.

[0063] Simultaneously pass the three main reinforcements 11 vertically through the reserved holes 25 of the three steel supports and weld them to the inner side of the arc-shaped panel 2 to form a pre-embedded unit as Figure 2 shown. The total number of pre-embedded units is one-third of the total number of steel supports. When the total number of steel supports is not an integer multiple of three, pass the three main reinforcements 11 vertically through the remaining steel supports simultaneously to form a pre-embedded unit. The total number of steel supports is the number of prestressed cables to be set;

[0064] Step Two: As Figure 3 shown, use the pre-embedded unit in Step One to make the steel reinforcement cage 1. The pre-embedded units are all located on the same side of the steel reinforcement cage 1, so that the base 4 and the arc-shaped panel 2 of the pre-embedded unit are located inside and outside the steel reinforcement cage 1 respectively;

[0065] Step Three: As Figure 4 shown, four circular reinforcing stirrups 12 are arranged within the height range of each arc-shaped panel 2 on the steel reinforcement cage 1. The arc-shaped panel 2 is located between the circular reinforcing stirrups 12 and the main reinforcement 11, and the outer side of the arc-shaped panel 2 is welded to the arc-shaped reinforcing bars. The circular reinforcing stirrups 12 are simultaneously tied and connected to the circumferential main reinforcement 11.

[0066] Example 2

[0067] As Figure 8 、 Figure 9 shown, the difference between Example 2 and Example 3 lies in the different connection parts:

[0068] The connection part is the core tube 5, and the inside of the core tube 5 is the operation chamber 22, as Figure 8As shown in the figure, the core tube 5 is welded to the right side of the arc-shaped panel 2. The operation opening 21 of the arc-shaped panel 2 communicates with the left end of the operation cavity 22 inside the core tube 5. The right end of the core tube 5 can penetrate into the inside of the steel reinforcement cage 1. The right end of the operation cavity 22 of the core tube 5 corresponds to the drilling opening 41 in Embodiment 1. The main reinforcement bars 11 at the corresponding position of the steel reinforcement cage 1 are cut, and the cut position of the main reinforcement bars 11 is welded to the outer side surface of the core tube 5, thereby connecting the core tube 5 and the steel reinforcement cage 1 into a whole. The right end of the core tube 5 is arranged to incline downward, and the included angle between the core tube 5 and the horizontal direction is between 15° and 25°. By setting the included angle between the core tube 5 and the horizontal direction between 15° and 25°, during the construction of the cast-in-place pile body concrete, it can effectively avoid the concrete pouring conduit being closely attached to the steel support under the extrusion of the liquid concrete, resulting in the connection flange of the concrete conduit being stuck by the steel support and unable to be pulled out, delaying the concrete pouring, and thus preventing the risk of the pile body being scrapped.

[0069] As Figure 8 , Figure 9 shown, a number 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 surface of the external stiffening ribs 51 is welded to the arc-shaped panel 2. Due to the setting 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 biting force between the core tube 5 and the pile body concrete is increased, thereby improving the stability of the steel support.

[0070] 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.

[0071] A number of internal stiffening ribs 52 are welded circumferentially inside 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 their left side surfaces are welded to the right side surface of the base 4. Due to the setting of the internal stiffening ribs 52, the connection between the core tube 5 and the base 4 is made more reliable.

[0072] Same as Embodiment 1, the pressure-bearing member 3 is supported on the base 4.

[0073] Embodiment 3

[0074] Embodiment 3 is based on Embodiment 1 or Embodiment 2: The pressure-bearing member 3 is a universal adjusting device. As Figure 10 shown, the universal adjusting device includes a top plate 33 and a bottom plate 32. As Figure 11As shown, both the top plate 33 and the bottom plate 32 are disc-shaped. According to the situation, the diameter of the bottom plate 32 can be larger than that of the top plate 33 (not shown in the figure). A second receiving hole 34 is respectively formed on the top plate 33 and the bottom plate 32 for the cable anchor 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 cooperate with each other. The convex spherical surface 35 is provided on the bottom plate 32, and the concave spherical surface 35 is provided on the top plate 33. Before tensioning the cable anchor, the convex spherical surface 35 and the concave spherical surface 35 are slidably and rotatably connected, that is, the top plate 33 can slide arbitrarily along the spherical surface 35, driving the anchor 6 to rotate around the center of the second receiving hole 34 of the bottom plate 32;

[0075] After pouring the pile body, the right side of the bottom plate 32 is welded to the base 4. The centers of the second receiving 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 6. The contact surfaces between the bottom plate 32 and the base 4, and between the top plate 33 and the anchor 6 are all flat surfaces.

[0076] Embodiment 4

[0077] Based on Embodiment 1 or Embodiment 2 or Embodiment 3, Embodiment 4: The steel support further includes a positioning cylinder. The positioning cylinder is made of PVC material and has a clearance fit with the drilling hole 41. The positioning cylinder is used to pass through the drilling hole 41 and the operation hole 21 and then insert into the side wall of the pile hole. Before inserting into the side wall of the pile hole, the retaining wall of the pile hole needs to be broken in advance. The positioning cylinder is inserted into the retaining wall, and the filler is filled inside the positioning cylinder, between the positioning cylinder and the operation cavity 22.

[0078] Embodiment 4 further includes Step 4: Place the steel reinforcement cage 1 into the pile hole. The positioning cylinder passes through the drilling hole 41 and the operation hole 21 and then inserts into the side wall of the pile hole. The filler is filled into the space inside the positioning cylinder, between the positioning cylinder and the operation cavity 22.

[0079] The above are only embodiments of the present invention. Specific technical solutions and / or common knowledge such as characteristics well known in the art are not described in detail herein. It should be noted that for those skilled in the art, without departing from the technical solution of the present invention, several deformations and improvements can be made, which should also be regarded as the protection scope of the present invention, and these will not affect the implementation effect of the present invention and the practicability of the patent. The protection scope required by this application should be based on the content of its claims, and the specific implementation manners described in the specification can be used to interpret the content of the claims.

Claims

1. A method for installing a self - contained anchor steel cage for reducing land acquisition, characterized in that, It includes the following steps: Step 1: Prepare a steel support and several main reinforcement bars. The steel support includes an arc-shaped panel, a connecting part, and a base connected in sequence. The base is used to provide guidance for the anchor cable. Several reserved holes are provided on the connecting part. An operation cavity is arranged inside the connecting part. The operation cavity penetrates through the base to form a drilling opening for the drilling tool to pass through, and the operation cavity penetrates through the arc-shaped panel to form an operation opening. A pressure-bearing part and an anchor are arranged on the side of the base away from the center of the steel reinforcement cage. The outer diameter of the pressure-bearing part is larger than the drilling opening. A first accommodating hole is provided on the pressure-bearing part, and the inner diameter of the first accommodating hole is smaller than that of the anchor. The first accommodating hole is used for the anchor cable to pass through. The steel support includes a positioning cylinder, and the positioning cylinder is in clearance fit with the drilling opening. Simultaneously pass several main reinforcement bars through the reserved holes of several steel supports and fix them to the steel supports to form at least one embedded unit. Step 2: Use the embedded unit in Step 1 to fabricate a steel reinforcement cage. The embedded units are all located on the same side of the steel reinforcement cage, with the base and the arc-shaped panel of the embedded unit located on the inner and outer sides of the steel reinforcement cage respectively. Step 3: Set a circular reinforcing stirrup within the range of the steel support. The circular reinforcing stirrup is fixed to the steel support and is simultaneously fixed to the circumferential main reinforcement bars. It also includes Step 4: Fill the operation cavity tightly with a flexible material. Place the steel reinforcement cage into the pile hole. After the positioning cylinder passes through the drilling opening and the operation opening, insert it into the side wall of the pile hole. Fill the space inside the positioning cylinder and between the positioning cylinder and the operation cavity with the filler.

2. The installation method of a self - contained anchor cage for reducing land acquisition according to claim 1, characterized in that: In Step 1, the reserved holes are arranged on the side of the connecting part close to the arc-shaped panel, and the main reinforcement bars are welded to the inner wall of the arc-shaped panel of the steel support.

3. A method for installing a self - contained anchor cage for reducing land acquisition according to claim 1, characterized in that: In Step 3, the circular reinforcing stirrup is welded to the outer wall of the arc-shaped panel of the steel support.

4. A method for installing a self - contained anchor cage for reducing land acquisition according to claim 1, characterized in that: The pressure-bearing part is a universal adjusting 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 cooperate with each other. The convex spherical surface and the concave spherical surface are slidably and rotatably connected. The contact surfaces between the bottom plate and the base, and between the top plate and the anchor are both flat surfaces.

5. A method for installing a steel cage with self - contained anchors for reducing land acquisition according to claim 1, characterized in that: The connecting part is composed of several intersecting transverse rib plates and vertical rib plates. The reserved holes are arranged on the side of the transverse rib plates close to the arc-shaped panel. The reserved holes at different heights are vertically aligned for the main reinforcement bars to pass through. The transverse rib plates and the vertical rib plates divide one side of the arc-shaped panel into several areas. The base covers one of the areas. The base, the transverse rib plates, and the vertical rib plates enclose to form an operation cavity. The base is plate-shaped, and the upper part of the base is inclined towards the center of the steel reinforcement cage.

6. The installation method of the self - contained anchor steel cage for reducing land acquisition according to claim 1, characterized in that: The connecting part is a core tube, and the reserved holes are arranged on the core tube. The cross-sections of the base and the core tube are parallel. A number of additional stiffening ribs are evenly fixed circumferentially on the outer side of the core tube. The side of the additional stiffening ribs close to the arc-shaped panel is fixedly connected to the arc-shaped panel. The base and the inner side of the core tube are circumferentially connected. A number of inner stiffening ribs are arranged on the side of the base close to the center of the steel reinforcement cage, and the inner stiffening ribs are connected to the inner side of the core tube.

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