Method for installing anchorage device of reinforcement cage for reducing land acquisition

Abstract

The invention relates to the field of foundation pit excavation, and discloses a reinforcement cage anchorage device mounting method for reducing land acquisition, which comprises the following steps: step 1, manufacturing a reinforcement cage, preparing a steel support and a plurality of main reinforcements, the steel support comprises an arc-shaped panel, a connecting part and a base which are connected in sequence, the base is used for providing guidance for an anchor cable, a plurality of preformed holes are formed in the connecting part, and the main reinforcements are arranged in the arc-shaped panel; a plurality of main reinforcements penetrate through the preformed holes of the steel support at the same time and are fixed to the steel support; secondly, the mounting position of a steel support is determined, and main reinforcements and stirrups at the corresponding positions of the reinforcement cage are cut open; and thirdly, the main reinforcement on each steel support is connected with the main reinforcement cutting position of the corresponding position of the reinforcement cage, the steel supports are all located on the same side of the reinforcement cage, and bases and arc-shaped panels of the steel supports are located on the inner side and the outer side of the reinforcement cage correspondingly. And meanwhile, the excavation range is reduced.

Description

Technical Field

[0001] The invention relates to the field of foundation pit excavation, and in particular to an anchor installation method for a steel cage used to reduce land acquisition. Background Art

[0002] The combination of retaining piles and anchor cables is a commonly used support form for foundation pits. 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] In the existing process, in order to facilitate the tensioning of the anchor cable, 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 prestress of the anchor cable. 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 prestress direction is consistent with the design direction. However, this also leads to the formation of numerous protrusions on the side wall of the foundation pit after the anchor cable is tensioned. In order to facilitate the pasting of the external waterproof layer on the side wall of the foundation pit, it is also necessary to use measures such as sprayed concrete and brick wall to lay the aforementioned protrusions flat, thereby forming a fertilizer trough filling layer.

[0004] However, in municipal projects, factors such as demolition, existing buildings and environmental protection often need to be considered, 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. Summary of the invention

[0005] The present invention aims to provide a method for installing an anchor of a steel cage for reducing land acquisition, which is used for tensioning anchor cables and reduces the excavation range at the same time.

[0006] To achieve the above object, the present invention adopts the following technical solution: a method for installing an anchor of a steel cage for reducing land acquisition, comprising the following steps:

[0007] Step 1: Make a steel cage, prepare a steel support and several main bars. The steel support includes an arc-shaped panel, a connecting part and a base connected in sequence. The base is used to provide a guide for the anchor cable. The connecting part is provided with several reserved holes. Several main bars are passed through the reserved holes of the steel support at the same time and fixed to the steel support.

[0008] Step 2: Confirm the installation position of the steel support and cut the main reinforcement and stirrups at the corresponding position of the steel cage;

[0009] Step 3: Connect the main reinforcement on each steel support with the main reinforcement cut at the corresponding position of the steel cage, so that the steel supports are located on the same side of the steel cage, and the base and curved panel of the steel support are located on the inside and outside of the steel cage respectively.

[0010] This solution has the following effects:

[0011] 1. First make a complete steel cage, and then install the steel support on the steel cage through steps 2 and 3. This method does not need to consider the installation of steel supports when making the steel cage, and the steel cages mass-produced by the steel bar factory can be directly used.

[0012] 2. By using annular reinforcing stirrups to increase the connection points between the steel support and the main reinforcement, when the steel cage is placed in the pile hole, these connection points can provide sufficient vertical support force for the steel support to prevent the steel support from moving downward under the action of gravity, thereby avoiding deviation in the position of the steel support.

[0013] 3. Install the steel support and the steel cage together so that they can be placed in the pile hole together. 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, so that no numerous convexities will be formed on the side wall of the foundation pit, and the fertilizer trough filling layer can be eliminated, reducing the scope of foundation pit excavation, reducing unnecessary land acquisition, protecting the environment, and being green, energy-saving and low-carbon.

[0014] 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 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;

[0015] In this solution, a curved panel, a base and a connecting part 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.

[0016] 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, thereby guiding the prestress of the anchor cable.

[0017] Furthermore, the method also includes step 4: annular reinforcing stirrups are set within the range of the steel support, the annular reinforcing stirrups are fixed to the steel support, and the annular reinforcing stirrups and the circumferential main reinforcement are fixed at the same time.

[0018] Furthermore, in step one, a reserved hole is provided on one side of the connection portion close to the curved panel, and the main reinforcement and the inner side of the curved panel of the steel support are welded.

[0019] Furthermore, in step three, the annular reinforcing stirrups are welded to the outer side of the curved panel of the steel support.

[0020] Furthermore, an operating cavity is provided in the connecting part, and the operating cavity penetrates the base to form a drilling hole, and the drilling hole is used for the drilling tool to pass through. The operating cavity penetrates the arc panel to form an operating port; a pressure-bearing part and an anchor are provided on the side of the base away from the center of the steel cage, and the outer diameter of the pressure-bearing part is larger than the drilling hole, and a first accommodating hole is provided on the pressure-bearing part, and the inner diameter of the first accommodating hole is smaller than the anchor, and the first accommodating hole is used for the anchor cable to pass through.

[0021] 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.

[0022] Furthermore, the connecting part is a plurality of crossed transverse ribs and vertical ribs, the 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, and the reserved holes are used for the main reinforcement of the steel cage to pass through; the transverse ribs and the vertical ribs divide one side of the curved panel into a plurality of 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.

[0023] Furthermore, the connecting part is a core tube, and the reserved hole is arranged on the core tube; 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 surface of the core tube, and the side of the external stiffening ribs close to the arc panel is fixedly connected to the arc panel; the base is circumferentially connected to the inner side of the core tube, and a plurality of internal stiffening ribs are arranged 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.

[0024] Further, the steel support includes a positioning tube, and the positioning tube and the drilling hole are clearance-matched;

[0025] The method also includes step five, placing the steel cage into the pile hole, inserting the positioning tube through the drilling hole and the operation hole into the side wall of the pile hole, and filling the space inside the positioning tube and between the positioning tube and the operation cavity with fillers.

[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 opposite is done and 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.

[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 to transfer the anchor cable tension, so that the steel support helps to disperse the anchor cable tension borne by the pile body and reduce concentrated stress; at the same time, it also prevents the steel strand or anchor cable from slipping or deviating from the predetermined path during the tensioning process.

[0029] 3. In this scheme, the pressure-bearing parts and the steel support are not connected before pouring the pile body, but 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; so that it is convenient to fill the operating cavity with fillers to prevent concrete from flowing into the operating cavity, and after pouring the pile body, it is convenient to clean the concrete that accidentally flows into the operating cavity.

[0030] 4. Since this scheme adopts the pre-embedded form when pouring pile concrete with pre-embedded steel supports, the fluid concrete will form a large buoyancy on the steel supports buried in the pile body, and the vibrating rod used when pouring concrete will also affect the position accuracy of the steel supports. Therefore, there is a risk of displacement and floating of the steel supports, which will cause deviations in the direction and angle of the anchor cable tension.

[0031] The universal adjustment device allows the top plate to slide arbitrarily along the spherical surface through the setting of convex and concave spherical surfaces, thereby driving the anchor to rotate along the center of the spherical surface, making the angle of the anchor consistent with the design angle, so as to coordinate the construction error and keep the anchor cable angle unaffected.

[0032] 5. According to relevant operating specifications, the conduit needs to be used for pouring pile foundations. As the concrete is poured, the conduit is continuously driven to move upwards. However, when the steel support is embedded in the pile body, the steel support occupies part of the internal space of the steel cage. The conduit is easy to collide with or get stuck with the steel support during the upward movement and cannot be pulled up, delaying the concrete pouring, and thus leading to the risk of pile scrapping such as broken piles.

[0033] 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 side of the steel cage, with a narrower lower part and a wider upper part. This can effectively prevent the conduit during the pouring of the pile concrete from being squeezed by the liquid concrete and getting stuck with the device, causing the concrete conduit connection flange to get stuck in the device and unable to be pulled up, thereby avoiding the risk of the pile being scrapped.

[0034] 6. 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.

[0035] 7. 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 reduce the overall structural stability of the pile body;

[0036] 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, so that the staff can quickly find the position of the steel support;

[0037] 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.

[0038] The steel support is positioned twice for different objects. The first time, the steel support is fixed on the steel cage, and its purpose is to fix the relative position of the steel support and the steel cage with the steel cage as an anchor. The second time, the steel support is fixed on the side wall of the pile hole through the positioning tube, and its purpose is to fix the relative position of the steel support and the steel cage with the side wall of the pile hole as an anchor, thereby achieving the effect of double positioning.

[0039] 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, the concrete is buffered by the steel cage and fills the position between the steel cage and the side wall of the pile hole. Due to the small space at this position, it is not convenient for operators to directly insert a vibrating rod for vibration. 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.

[0040] 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.

[0041] 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.

[0042] 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

[0043] Figure 1 is a flow chart of Example 1;

[0044] Figure 2 It is a three-dimensional axonometric diagram of the steel support in step 1 of Example 1;

[0045] Figure 3 A three-dimensional axonometric view of the steel cage in step 3 of Example 1;

[0046] Figure 4 It is a three-dimensional axonometric view of the reinforcement cage in step 4 of Example 1;

[0047] Figure 5 It is a three-dimensional axonometric view of the steel support of Example 1;

[0048] Figure 6 for Figure 5 3D axonometric drawing after removing the curved panel;

[0049] Figure 7 for Figure 5 Exploded diagram of the structure;

[0050] Figure 8 is a three-dimensional image of the steel support of Example 2;

[0051] Fig. 9 This is an exploded view of the steel support of Example 2;

[0052] Fig.10 It is a three-dimensional axonometric diagram of the universal adjustment device of Example 3;

[0053] Fig.11 This is a three-dimensional cross-sectional view of the universal adjustment device of Example 3. DETAILED DESCRIPTION

[0054] The following is further described in detail through specific implementation methods:

[0055] The figure marks in the drawings of the specification include: steel cage 1, main reinforcement 11, annular reinforcing stirrups 12, curved panel 2, operating port 21, operating cavity 22, transverse ribs 23, vertical ribs 24, reserved holes 25, pressure-bearing parts 3, first accommodating holes 31, bottom plate 32, top plate 33, second accommodating holes 34, spherical surface 35, base 4, drilling port 41, core tube 5, external stiffening ribs 51, internal stiffening ribs 52, and anchors 6.

[0056] Example 1

[0057] A method for installing anchorage of a steel cage for reducing land acquisition, the flow chart is as follows Figure 1 As shown, the following steps are included:

[0058] Step 1: Make a steel cage, prepare a steel support and several main 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.

[0059] like Figure 5 , Figure 6 As shown, the connection portion includes a plurality of intersecting 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 6 As shown, the transverse ribs 23 and the vertical ribs 24 divide one side of the curved panel 2 into a plurality of rectangular areas, the base 4 covers the rectangular 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 a 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 6As shown, the left side of the transverse rib 23 is an arc shape that matches the shape of the inner side 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, and the reserved holes 25 are arranged on the transverse rib 23 close to the side of the arc panel 2.

[0060] like Figure 7 As shown, the base 4 is a rectangular plate, the upper part of the base 4 is inclined toward the center of the pile body, and the angle between the base 4 and the vertical plane is 15°-25°.

[0061] like Figure 6 , Figure 7 As shown, a pressure-bearing member 3 and an anchor 6 are provided in sequence on the side of the drilling hole 41 close to the operating chamber 22. The outer diameter of the pressure-bearing member 3 is larger than that of the drilling hole 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 6. The first accommodating hole 31 is used for the anchor cable to pass through. The sizes of the anchor cable 6 and the anchor cable are adapted to each other.

[0062] like Figure 2 As shown, three main reinforcements 11 are vertically passed through the reserved holes 25 of the steel support at the same time and welded to the inner side of the curved panel 2;

[0063] Step 2: Confirm the installation position of the steel support and cut the main reinforcement and stirrups at the corresponding position of the steel cage;

[0064] Step 3: Figure 3 As shown, the main reinforcement on each steel support is connected to the main reinforcement cut position of the corresponding position of the steel cage by using a sleeve, the stirrup cut position of the corresponding position of the steel cage is welded to the vertical rib plate, and the steel supports are all installed on the same side of the steel cage 1, so that the base 4 and the curved panel 2 of the steel support are respectively located on the inner side and the outer side of the steel cage 1;

[0065] Step 4: Figure 4 As shown, four annular reinforcing stirrups 12 are arranged within the height range of each curved panel 2 on the steel cage 1, the curved panel 2 is located between the annular reinforcing stirrups 12 and the main reinforcement 11, and the outer side of the curved panel 2 is welded to the curved reinforcement, and the annular reinforcing stirrups 12 and the circumferential main reinforcement 11 are tied and connected at the same time.

[0066] Example 2

[0067] like Figure 8 , Fig. 9 As shown, the difference between Example 2 and Example 1 is that the connection parts are different:

[0068] The connecting part is a core tube 5, and the interior of the core tube 5 is an operating chamber 22. Figure 8As 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 1, 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 11 at the corresponding position of the steel cage 1 is cut, and the main reinforcement 11 cut position is welded to the outer side of the core tube 5, thereby connecting the core tube 5 and the steel cage 1 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, 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 being scrapped.

[0069] like Figure 8 , Fig. 9 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 pile 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 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.

[0072] Similar to the first embodiment, the pressure bearing member 3 is supported on the base 4 .

[0073] Example 3

[0074] Embodiment 3 is based on Embodiment 1 or Embodiment 2: The pressure bearing member 3 is a universal adjustment device, such as Fig.10 As shown, the universal adjustment device includes a top plate 33 and a bottom plate 32. Fig.11As 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 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, 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 6 to rotate along the center of the second accommodating 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 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 6, 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 6 are both planes.

[0076] Example 4

[0077] Example 4 is based on Example 1 or Example 2: the steel support also includes a positioning cylinder, the positioning cylinder is made of PVC material, the positioning cylinder and the drilling hole 41 are clearance-matched, the positioning cylinder is used to pass through the drilling hole 41 and the operating port 21 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 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.

[0078] Embodiment 4 also includes step five, placing the steel cage 1 into the pile hole, inserting the positioning cylinder through the drilling port 41 and the operating port 21 into the side wall of the pile hole, and filling the space inside the positioning cylinder and between the positioning cylinder and the operating cavity 22 with fillers.

[0079] 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 method for installing an anchor of a steel cage for reducing land acquisition, characterized in that: The following steps are involved: Step 1: Make a steel cage, prepare a steel support and several main bars. The steel support includes an arc-shaped panel, a connecting part and a base connected in sequence. The base is used to provide a guide for the anchor cable. The connecting part is provided with several reserved holes. Several main bars are passed through the reserved holes of the steel support at the same time and fixed to the steel support. Step 2: Confirm the installation position of the steel support and cut the main reinforcement and stirrups at the corresponding position of the steel cage; Step 3: Connect the main reinforcement on each steel support with the main reinforcement cut at the corresponding position of the steel cage, so that the steel supports are located on the same side of the steel cage, and the base and curved panel of the steel support are located on the inside and outside of the steel cage respectively.

2. A method for installing an anchor of a steel cage for reducing land acquisition according to claim 1, characterized in that: The method also includes step 4: setting annular reinforcing stirrups within the range of the steel support, fixing the annular reinforcing stirrups and the steel support, and fixing the annular reinforcing stirrups and the circumferential main reinforcement at the same time.

3. The method for installing an anchor of a steel cage for reducing land acquisition according to claim 1, characterized in that: In step one, a reserved hole is set on the side of the connecting portion close to the curved panel, and the main reinforcement and the inner side of the curved panel of the steel support are welded.

4. The method for installing an anchor of a steel cage for reducing land acquisition according to claim 1, characterized in that: In step three, the annular reinforcing stirrups are welded to the outer side of the curved panel of the steel support.

5. The method for installing an anchor of a steel cage for reducing land acquisition according to claim 1, characterized in that: An operating cavity is provided in the connecting part, and the operating cavity penetrates the base to form a drilling hole, and the drilling hole is used for the drilling tool to pass through. The operating cavity penetrates the arc panel to form an operating port; 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 drilling hole, and a first accommodating hole is provided on the pressure-bearing part, the inner diameter of the first accommodating hole is smaller than the anchor, and the first accommodating hole is used for the anchor cable to pass through.

6. A method for installing an anchor of a steel cage for reducing land acquisition according to claim 5, 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.

7. The method for installing an anchor of a steel cage for reducing land acquisition according to claim 1, characterized in that: The connecting part is a plurality of crossed transverse ribs and vertical ribs. The 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 bars of the steel cage to pass through. The transverse ribs and vertical ribs divide one side of the curved panel into a plurality of 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.

8. The method for installing an anchor of a steel cage for reducing land acquisition according to claim 1, characterized in that: The connecting part is a core tube, and the reserved hole is arranged on the core tube; 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 arc panel is fixedly connected to the arc panel; the base is circumferentially connected to the inner side of the core tube, and a plurality of internal stiffening ribs are arranged 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.

9. The method for installing an anchor of a steel cage for reducing land acquisition according to claim 5, characterized in that: The steel support includes a positioning tube, and the positioning tube and the drill hole are clearance-matched; The method also includes step five, placing the steel cage into the pile hole, inserting the positioning tube through the drilling hole and the operation hole into the side wall of the pile hole, and filling the space inside the positioning tube and between the positioning tube and the operation cavity with fillers.

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