Cylinder type anchorage device structure for reducing excavation volume of foundation pit

Abstract

The invention relates to the technical field of foundation pit support, and discloses a barrel type anchorage device structure for reducing the excavation volume of a foundation pit, which comprises a plurality of fixing units, the fixing units are arranged on a reinforcement cage, each fixing unit comprises an anchorage device and an inclined support, the inclined supports are fixedly connected to the reinforcement cage, the anchorage devices can be accommodated in the inclined supports, and the anchorage devices are arranged in the inclined supports. The inclined support and the reinforcement cage can be integrally embedded into the pile body, the anchorage device is used for clamping the anchor cable, and pressure borne by the anchorage device can be transmitted to the pile body through the inclined support. According to the technical scheme, a convex structure formed by a traditional external inclined support and an anchorage device is solved, the foundation pit excavation volume increased by fat groove filling is avoided, the construction cost is reduced, meanwhile, the construction period is shortened, and the high-altitude operation risk caused by fat groove filling operation is avoided.

Description

Technical Field

[0001] The invention relates to the technical field of foundation pit enclosure, and in particular to a barrel-type anchor structure for reducing the amount of foundation pit excavation. Background Art

[0002] Foundation pit support is a measure of support, reinforcement and protection for the side walls of the foundation pit and the surrounding environment to ensure the safety of underground structure construction and the surrounding environment of the foundation pit.

[0003] The existing foundation pit support structure is as follows Figure 1 As shown, the pile body 19 includes a pile body 19 and an anchor 15. A steel cage is provided inside the pile body 19. The steel cage serves as the skeleton of the pile body 19 and can improve the bearing capacity of the pile body 19. The pile body 19 is formed by pouring concrete around it. The anchor 15 is arranged outside the pile body 19. An inclined support 4 is provided between the pile body 19 and the anchor 15. The inclined support 4 is fixed to the left side wall of the pile body 19. The inclined support 4 is provided with a through hole 20 connected to the anchor hole 22. The anchor 15 is used to clamp the anchor cable 21 to prevent the anchor cable 21 from slipping or loosening when subjected to tension. The inclined support 4 is divided into two types: reinforced concrete inclined support and steel inclined support. Among them, the size of the reinforced concrete inclined support is 800 (length) * 800 (width) * 600 (height) mm, and the size of the steel inclined support is 800 (length) * 800 (width) * 400 (height) mm. When supporting the foundation pit, the pressure borne by the anchor 15 can be transmitted to the pile body 19 through the inclined support 4 to ensure the safety of the enclosure structure. However, since the anchor 15 and the inclined support 4 are both arranged on the outside of the pile body 19, after the installation is completed, a bulge will be formed on the surface of the pile body 19, causing the side wall of the foundation pit to be uneven. When the outer waterproof layer is pasted on the side wall of the foundation pit, it is usually necessary to lay the bulge flat by spraying concrete or laying brick walls. These operations form a fertilizer trough filling layer with a width of 450-600mm between the pile body 19 and the outer wall of the underground main structure. This will not only increase the excavation width of the foundation pit on one side by 450-600mm, but also increase the construction cost, and the construction period will be extended due to the fertilizer trough filling operation. At the same time, it also increases the risk of high-altitude operations. Summary of the invention

[0004] The present invention aims to provide a barrel anchor structure for reducing the amount of foundation pit excavation, so as to reduce the amount of foundation pit excavation and reduce construction costs. At the same time, it can also shorten the construction period and avoid the high-altitude operation risks brought about by fertilizer tank filling operations.

[0005] To achieve the above-mentioned purpose, the present invention adopts the following technical scheme: a cylindrical anchor structure for reducing the amount of foundation pit excavation, comprising a plurality of fixing units, the fixing units being arranged on a steel cage, each fixing unit comprising an anchor and an inclined support, the inclined support being fixedly connected to the steel cage, the anchor being accommodated inside the inclined support, the inclined support being able to be embedded in the pile body together with the steel cage, the anchor being used to clamp the anchor cable, and the pressure borne by the anchor being able to be transmitted to the pile body through the inclined support.

[0006] The beneficial effects of this solution are as follows: in this technical solution, since the inclined support can be embedded in the pile body together with the steel cage, and the anchor is the installation component, after forming, the inclined support is completely embedded in the pile body, which solves the problem of the convex structure formed by the traditional external inclined support and anchor, reduces the thickness and filling of the fertilizer trough, reduces the amount of foundation pit excavation, reduces the construction cost, and at the same time, shortens the construction period and avoids the risk of high-altitude operations caused by the fertilizer trough filling operation.

[0007] Due to the reduction in excavation volume, this technical solution reduces the disturbance to the surrounding soil and reduces the occurrence of ground subsidence and displacement. If the subsidence and displacement are too large, it will cause damage to surrounding buildings, roads, underground pipelines, etc. At the same time, it can also reduce land occupation and cause relatively little damage to the surrounding ecological environment, reduce energy consumption, and reduce carbon emissions, which meets the requirements of sustainable development.

[0008] Furthermore, the inclined support includes a core tube and a pressure plate, the pressure plate is fixedly connected to the inside of the core tube and coaxially arranged with the core tube, a No. 1 circular hole is provided on the pressure plate, the core tube is fixedly connected to the steel cage, and the core tube can be embedded in the pile body together with the steel cage.

[0009] The beneficial effect of this solution is that when in use, with the help of washers, the washers are set between the anchor and the pressure ring, so that the tension of the post-tensioned anchor cable can be stably transmitted to the pressure plate through the washers, and then transmitted to the core tube, and transmitted to a larger range of the pile body through the core tube, thereby reducing local stress concentration on the pile body, avoiding excessive deformation or damage of the pile body in local areas, and thus enhancing the overall stability and reliability of the pile body.

[0010] In this technical solution, since the core tube is fixedly connected to the steel cage, the core tube and the steel cage are connected as a whole, thereby increasing the strength of the pile in the core tube area; at the same time, during the pouring of concrete for the pile body, the fluid concrete will generate a large buoyancy on the inclined support buried in the pile body. By fixing the outer side of the core tube and the steel cage together, the inclined support can be prevented from being deviated (such as floating up), thereby making the positioning of the inclined support more accurate.

[0011] Due to the provision of the No. 1 circular hole, the technical solution facilitates the drill bit to pass through the No. 1 circular hole to complete the anchor hole drilling during the anchor hole construction.

[0012] In this technical solution, since the core tube can be embedded in the pile body together with the steel cage, after the pile body is cast and formed, the core tube is completely embedded in the pile body, which solves the problem of the raised structure formed by the traditional external inclined support and anchor, avoids the increase in foundation pit excavation caused by fertilizer trough filling, reduces construction costs, shortens the construction period, and avoids the risk of high-altitude operations caused by fertilizer trough filling operations.

[0013] Furthermore, the inclined support also includes an arc-shaped panel, which is fitted with the outer side of the steel cage and fixedly connected to the steel cage. The core tube is fixedly connected to the side of the arc-shaped panel close to the steel cage. The core tube can pass through the steel cage and is located inside the steel cage. The outer side of the core tube is fixedly connected to the steel cage. The arc-shaped panel is provided with a No. 2 circular hole connected to the core tube.

[0014] The beneficial effect of this solution is that due to the setting of the curved panel, the pressure borne by the anchor can be distributed to a larger area on the pile surface, reducing local stress concentration on the pile body, avoiding excessive deformation or damage of the pile body in local areas, thereby enhancing the overall stability and reliability of the pile body.

[0015] Due to the setting of the curved panel, the tension of the post-tensioned anchor cable can be transmitted to the core tube through the pressure plate, and then to the curved panel, and effectively transmitted to the outside of the steel cage through the curved panel, and act on the surface of the pile body. In this way, the force transmission mechanism between the inclined support and the pile body is consistent with that of the traditional external anchor, which can ensure the safety of the enclosure structure.

[0016] Furthermore, a plurality of external stiffening ribs are fixedly connected to the outer side surface of the core tube in the circumferential direction, and a side of the external stiffening ribs close to the curved panel is fixedly connected to the curved panel.

[0017] The beneficial effects of this solution are as follows: due to the provision of the external stiffening ribs, this technical solution increases the connection reliability between the core tube and the curved panel, and at the same time, increases the bite force between the core tube and the pile concrete, thereby improving the stability of the inclined support.

[0018] Furthermore, a side of the core tube away from the pressure ring is fixedly connected with a plurality of internal stiffening ribs along its circumference, and a side of the internal stiffening rib close to the pressure ring is fixedly connected to the pressure ring.

[0019] The beneficial effect of this solution is that due to the arrangement of the internal stiffening ribs, the connection between the core tube and the pressure ring is more reliable.

[0020] Furthermore, the free end of the core tube is arranged to be tilted downward, and the angle between the core tube and the vertical direction is between 15° and 25°.

[0021] The beneficial effects of this solution are as follows: since the free end of the core tube is tilted downward and the angle between the core tube and the vertical direction is between 15° and 25°, the inclined support is close to the center side of the pile body, presenting a layout with a narrow lower part and a wide upper part. During the concrete construction of the cast-in-place pile body, it can effectively avoid the concrete pouring conduit being tightly fitted with the inclined support under the squeezing effect of the flowing concrete, causing the concrete conduit connecting flange to be stuck by the inclined support and unable to be pulled up, thereby delaying the concrete pouring and preventing the risk of the pile body being scrapped.

[0022] Furthermore, a plurality of annular reinforcing stirrups are provided in the oblique supporting area, and the annular reinforcing stirrups are fixedly connected to the arc-shaped panel and the periphery of the steel cage.

[0023] The beneficial effects of this solution are as follows: due to the provision of annular reinforcing stirrups, this technical solution can improve the connection strength between the arc-shaped panel and the steel cage, and prevent the inclined support from being displaced during the concrete construction of the poured pile body.

[0024] Furthermore, a pressure pad is provided between the anchor and the pressure ring. The side of the pressure pad close to the pressure ring is in contact with the pressure ring, and the side of the pressure pad close to the anchor is in contact with the anchor. The outer diameter of the pressure pad is smaller than the inner diameter of the core tube. A No. 3 circular hole is opened at the center of the pressure pad for the anchor cable to pass through, and the diameter of the No. 3 circular hole is smaller than the outer diameter of the anchor.

[0025] The beneficial effects of this solution are as follows: in order to facilitate the drilling construction of the anchor hole, the diameter of the No. 1 circular hole is usually larger than the outer diameter of the anchor. Therefore, a pressure pad is arranged between the anchor and the pressure ring to facilitate the transfer of the pressure on the anchor to the pressure ring, and then to the core tube, the curved panel and the pile body in turn through the pressure ring, thereby achieving the dispersion of the pressure on the anchor to the surface of the pile body.

[0026] Furthermore, an angle adjustment unit is provided between the anchor and the pressure ring, and the angle adjustment unit can adjust the angle of the anchor.

[0027] The beneficial effect of this solution is that due to the setting of the angle adjustment unit, this technical solution can adjust the angle of the anchor, thereby adjusting the construction error and ensuring that the angle of the anchor cable is not affected.

[0028] Furthermore, the angle adjustment unit includes an adjusting base plate and an adjusting top plate, the outer diameters of the adjusting base plate and the adjusting top plate are both smaller than the inner diameter of the core tube, the side of the adjusting base plate close to the pressure ring is a plane and fits with the surface of the pressure ring, the side of the adjusting base plate close to the adjusting top plate is a convex spherical surface, and the side of the adjusting top plate close to the adjusting base plate is a concave spherical surface, the convex spherical surface and the concave spherical surface are in contact with each other, and the adjusting top plate can slide along the convex spherical surface, the side of the adjusting top plate close to the anchor is a plane and fits with the surface of the anchor, and the center position of the adjusting base plate and the adjusting top plate are both provided with a No. 4 circular hole for the anchor cable to pass through, and the diameter of the No. 4 circular hole is smaller than the outer diameter of the anchor.

[0029] The beneficial effects of this solution are as follows: during the construction of the pile body concrete, the flowing concrete will form a large buoyancy on the inclined support buried in the pile body. If the inclined support and the steel cage are not firmly fixed, it is very easy to cause the inclined support to be displaced (such as the inclined support floating up). When the inclined support is displaced, the adjusting top plate is rotated to make the adjusting top plate rotate around the convex spherical surface of the adjusting bottom plate. At the same time, the anchor is driven to rotate along the center of the anchor hole, thereby adjusting the construction error and ensuring that the anchor cable angle is not affected.

[0030] Since the diameter of the No. 4 circular hole in this technical solution is smaller than the outer diameter of the anchor, it is easy to fit the anchor and the adjustment top plate, and the pressure borne by the anchor can be stably transmitted to the pressure ring.

[0031] After the adjusting bottom plate and the adjusting top plate are adjusted to the appropriate angles, the anchor, the adjusting top plate and the adjusting bottom plate are pressed against the pressure plate by the pressure brought by the anchor cable tension, which automatically fixes the anchor, the adjusting top plate and the adjusting bottom plate, and has the advantage of convenient operation. BRIEF DESCRIPTION OF THE DRAWINGS

[0032] Figure 1 It is a schematic diagram of the existing foundation pit supporting structure of the present invention;

[0033] Figure 2 A three-dimensional diagram of a cylindrical anchor structure for reducing the amount of foundation pit excavation in Example 1 of the present invention;

[0034] Figure 3 is a three-dimensional diagram of the fixing unit in Example 1 of the present invention;

[0035] Figure 4 is an exploded view of the fixing unit in Example 1 of the present invention;

[0036] Figure 5 A three-dimensional diagram of the angle adjustment unit in Embodiment 2 of the present invention;

[0037] Figure 6 Schematic diagram of the angle adjustment unit in Embodiment 2 of the present invention. DETAILED DESCRIPTION

[0038] The following is further described in detail through specific implementation methods:

[0039] The figure marks in the drawings of the specification include: steel cage 1, main steel bar 2, spiral stirrups 3, oblique support 4, curved panel 5, annular reinforcing stirrups 6, core tube 7, No. 2 circular hole 8, external stiffening rib 9, pressure ring 10, No. 1 circular hole 11, internal stiffening rib 12, pressure pad 13, No. 3 circular hole 14, anchor 15, adjusting bottom plate 16, adjusting top plate 17, No. 4 circular hole 18, pile body 19, through hole 20, anchor cable 21, anchor hole 22.

[0040] Example 1

[0041] A cylindrical anchor structure for reducing the amount of foundation pit excavation is basically as follows Figure 1-4 shown.

[0042] like Figure 2A cylindrical anchor structure for reducing the amount of foundation pit excavation is shown, comprising a plurality of fixing units, wherein the fixing units are arranged on a steel cage 1, and each fixing unit comprises an inclined support 4, an anchor 15 and a pressure pad 13. In the present embodiment, for the convenience of illustration, the number of the fixing units is two, but this is not limited to this, and the number of the fixing units can be increased or decreased according to actual needs.

[0043] like Figure 2 As shown, the steel cage 1 is used as the skeleton of the pile body 19 to improve the bearing capacity of the pile body 19. The pile body 19 is formed by pouring concrete around it. The inclined support 4 is fixedly connected to the steel cage 1 and is embedded in the pile body 19 with the steel cage 1. The pouring of the pile body 19 is a prior art and will not be described in detail here. Figure 2 As shown, the steel cage 1 is composed of a plurality of main steel bars 2 and a plurality of spiral stirrups 3. The main steel bars 2 are evenly distributed inside the spiral stirrups 3 along the circumference thereof and are welded to the spiral stirrups 3. The spiral stirrups 3 are arranged at equal intervals along the longitudinal direction of the main steel bars 2. The steel cage 1 is provided with a plurality of installation openings for installing the inclined brackets 4. In the present embodiment, for the convenience of illustration, the number of the installation openings is two, but this is not limited to this, and the number of the installation openings can be increased or decreased according to actual needs.

[0044] like Figure 3-4 As shown, the inclined support 4 includes a curved panel 5, a core tube 7 and a pressure ring 10.

[0045] Specifically, Figure 3-4 As shown, the size of the curved panel 5 is larger than the size of the installation opening, the right side of the curved panel 5 is fitted with the outer side of the steel cage 1 and welded to the steel cage 1, and the curved panel 5 is sleeved with an annular reinforcing stirrup 6, which is welded to the curved panel 5 and the steel cage 1. Due to the arrangement of the curved panel 5, the pressure borne by the anchor 15 can be distributed to a larger range on the surface of the pile body 19, reducing the local stress concentration of the pile body 19, avoiding excessive deformation or damage of the pile body 19 in a local area, thereby enhancing the overall stability and reliability of the pile body 19; at the same time, due to the large size of the curved panel 5, it is also easy to find the inclined support 4 wrapped by the concrete of the pile body 19 in the later stage.

[0046] like Figure 3-4As shown, the core tube 7 is a cylindrical structure with openings at both the left and right ends. The core tube 7 is welded to the right side of the curved panel 5. The left side of the curved panel 5 is provided with a No. 2 circular hole 8 connected to the core tube 7. The right end of the core tube 7 can pass through the installation port and be inside the steel cage 1. The outer side of the core tube 7 is welded to the steel cage 1, and the core tube 7 and the steel cage 1 are connected as a whole, which increases the strength of the pile body 19 in the core tube 7 area. The tension of the post-tensioned anchor cable can be effectively transmitted to the outside of the steel cage 1 through the core tube 7 and the curved panel 5, and act on the surface of the pile body 19. In this way, after the pile body 19 is cast and formed, the force transmission mechanism between the inclined support 4 and the pile body 19 is consistent with the traditional external anchor 15, which can ensure the safety of the enclosure structure. At the same time, when the concrete of the pile body 19 is poured, the fluid concrete will generate a large buoyancy and lateral extrusion force on the inclined support 4 buried in the pile body 19. By welding the outer side of the core tube 7 to the steel cage 1, the deviation of the inclined support 4 (such as the floating of the inclined support 4) can be avoided, so that the positioning of the inclined support 4 is more accurate. The right end of the core tube 7 is tilted downward, and the angle between the core tube 7 and the vertical direction is between 15°-25°. By setting the angle between the core tube 7 and the vertical direction between 15°-25°, during the concrete construction of the cast-in-place pile body 19, it is possible to effectively avoid the concrete pouring conduit being tightly fitted with the inclined support 4 under the squeezing effect of the fluid concrete, causing the concrete conduit connection flange to be stuck by the inclined support 4 and unable to be pulled up, delaying the concrete pouring, and thus preventing the risk of the pile body 19 being scrapped. In this embodiment, the angle between the core tube 7 and the vertical direction is 23°.

[0047] like Figure 3-4 As shown, a plurality of external stiffening ribs 9 are welded circumferentially on the outer side surface of the core tube 7. The external stiffening ribs 9 are triangular in shape, and the left side of the external stiffening ribs 9 is welded to the arc-shaped panel 5. Due to the provision of the external stiffening ribs 9, the connection reliability between the core tube 7 and the arc-shaped panel 5 is increased. At the same time, the bite force between the core tube 7 and the concrete of the pile body 19 is increased, thereby improving the stability of the inclined support 4.

[0048] like Figure 3-4 As shown, the pressure ring 10 is welded inside the core tube 7 and is coaxially arranged with the core tube 7. A No. 1 circular hole 11 is opened at the center of the pressure ring 10. The diameter of the No. 1 circular hole 11 is larger than the diameter of the anchor hole 22. When the anchor hole 22 is constructed, it is convenient for the drill bit to pass through the No. 1 circular hole 11 to complete the drilling of the anchor hole 22. Due to the arrangement of the pressure ring 10, it is convenient to transfer the pressure borne by the anchor 15 to the core tube 7.

[0049] like Figure 3-4As shown, a plurality of inner stiffening ribs 12 are welded along the circumference of the inside of the core tube 7. The inner stiffening ribs 12 are also triangular in shape. The inner stiffening ribs 12 are located on the right side of the pressure ring 10, and the left side thereof is welded to the right side of the pressure ring 10. Due to the arrangement of the inner stiffening ribs 12, the connection between the core tube 7 and the pressure ring 10 is more reliable.

[0050] like Figure 4 As shown, the pressure pad 13 is arranged between the anchor 15 and the pressure ring 10, the pressure pad 13 is located inside the core tube 7, and its outer diameter is smaller than the inner diameter of the core tube 7, the right side of the pressure pad 13 can be tightly fitted with the left side of the pressure ring 10, the left side of the pressure pad 13 can be tightly fitted with the right side of the anchor 15, and the center of the pressure pad 13 is provided with a No. 3 circular hole 14 for the anchor cable 21 to pass through, and the diameter of the No. 3 circular hole 14 is smaller than the diameter of the No. 1 circular hole 11. The diameter of the No. 3 circular hole 14 is smaller than the outer diameter of the anchor 15. In order to facilitate the drilling construction of the anchor hole 22, the diameter of the No. 1 circular hole 11 is usually larger than the outer diameter of the anchor 15. Therefore, by arranging a pressure pad 13 between the anchor 15 and the pressure ring 10, it is convenient to transfer the pressure on the anchor 15 to the pressure ring 10, and then transfer it to the core tube 7, the curved panel 5 and the pile body 19 in turn through the pressure ring 10, thereby achieving the dispersion of the pressure on the anchor 15.

[0051] like Figure 4 As shown, the anchor 15 is arranged on the left side of the pressure pad 13 and is located inside the core tube 7. The anchor 15 is used to clamp the anchor cable 21 to prevent the anchor cable 21 from slipping or loosening when subjected to tension, and to evenly transfer the tension formed by the tensioned anchor cable 21 to the pressure pad 13. In this embodiment, the anchor 15 adopts the existing clip anchor 15, and a suitable size can be selected according to actual needs. The clip anchor 15 is a prior art and will not be described here.

[0052] The specific implementation process is as follows:

[0053] (1) Tie up the steel cage 1 and weld the connection points between the main steel bars 2 and the spiral stirrups 3;

[0054] (2) cutting an installation opening for the inclined bracket 4 at the position where the inclined bracket 4 is to be installed on the steel cage 1;

[0055] (3) Weld the inclined support 4 to the steel cage 1 at the corresponding position firmly;

[0056] (4) The annular reinforcing stirrups 6 are sleeved on the steel cage 1 and are welded firmly to the curved panel 5 and the steel cage 1;

[0057] (5) Filling the interior of the inclined support 4 with a filler, wherein the filler is selected from foam plastics;

[0058] (6) Place the steel cage 1 into the pile hole. After the steel cage 1 is in place, pour the pile body 19 concrete, and the inclined support 4 and the steel cage 1 are integrally embedded in the pile body 19;

[0059] (7) When the foundation pit is excavated to the position of the inclined support 4, the pre-buried inclined support 4 is found, and the debris in the inclined support 4 is removed, the anchor hole 22 is drilled, the anchor cable 21 is placed, and the anchor hole 22 is grouting;

[0060] (8) After the grouting body of the anchor hole 22 reaches the specified strength, the anchor 15 and the pressure pad 13 are installed in the core tube 7, and the anchor cable 21 is clamped, the anchor cable 21 is tensioned and the anchor is sealed.

[0061] In the present technical solution, since the inclined support 4 can be integrally embedded in the pile body 19 along with the steel cage 1, and the anchor 15 and the pressure pad 13 are installation components, after forming, the inclined support 4 is completely embedded in the pile body 19, thereby solving the raised structure formed by the traditional external inclined support 4 and the anchor 15, avoiding the increase in foundation pit excavation caused by fertilizer trough filling, reducing construction costs, shortening construction period, and avoiding the risk of high-altitude operations caused by fertilizer trough filling operations.

[0062] Example 2

[0063] What is different from the first embodiment is that the pressure pad 13 is replaced by an angle adjustment unit, that is, an angle adjustment unit is arranged between the pressure ring 10 and the anchor 15 , and the angle adjustment unit can adjust the angle of the anchor 15 .

[0064] Specifically, Figure 5-6 As shown, the angle adjustment unit includes an adjustment bottom plate 16 and an adjustment top plate 17. The outer diameters of the adjustment bottom plate 16 and the adjustment top plate 17 are both smaller than the inner diameter of the core tube 7. The right side surface of the adjustment bottom plate 16 is a plane, which is tightly fitted with the surface of the pressure ring 10. The left side surface of the adjustment bottom plate 16 is a convex spherical surface, and the right side surface of the adjustment top plate 17 is a concave spherical surface. The convex spherical surface and the concave spherical surface are in contact with each other, and the adjustment top plate 17 can slide along the convex spherical surface. The left side surface of the adjustment top plate 17 is a plane, which is in contact with the anchor. The surface of the anchor 15 fits tightly, and a No. 4 circular hole 18 for the anchor cable 21 to pass through is opened at the center position of the adjusting bottom plate 16 and the adjusting top plate 17. The diameter of the No. 4 circular hole 18 is smaller than the diameter of the No. 1 circular hole 11, and the diameter of the No. 4 circular hole 18 is smaller than the outer diameter of the anchor 15. Since the diameter of the No. 4 circular hole 18 is smaller than the outer diameter of the anchor 15, it is convenient to make the anchor 15 fit with the adjusting top plate 17, and the pressure borne by the anchor 15 can be stably transmitted to the pressure ring 10.

[0065] During the concrete construction of the pile body 19, the fluid concrete will generate a large buoyancy on the inclined support 4 buried in the pile body 19. If the inclined support 4 is not firmly fixed to the steel cage 1, it is very easy to cause the inclined support 4 to be displaced (such as the inclined support 4 floating up). When the inclined support 4 is displaced, the adjusting top plate 17 is rotated to make the adjusting top plate 17 rotate around the convex spherical surface of the adjusting bottom plate 16. At the same time, the anchor 15 is driven to rotate along the center of the anchor hole 22, thereby adjusting the construction error and ensuring that the angle of the anchor cable 21 is not affected.

[0066] 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 cylindrical anchor structure for reducing the amount of foundation pit excavation, characterized in that: It includes several fixing units, which are arranged on the steel cage. Each fixing unit includes an anchor and an inclined support. The inclined support is fixedly connected to the steel cage. The anchor can be accommodated inside the inclined support. The inclined support can be embedded in the pile body together with the steel cage. The anchor is used to clamp the anchor cable. The pressure borne by the anchor can be transmitted to the pile body through the inclined support.

2. The cylindrical anchor structure for reducing the amount of foundation pit excavation according to claim 1 is characterized in that: The inclined support includes a core tube and a pressure plate. The pressure plate is fixedly connected to the inside of the core tube and coaxially arranged with the core tube. A No. 1 round hole is arranged on the pressure plate. The core tube is fixedly connected to the steel cage, and the core tube can be embedded in the pile body together with the steel cage.

3. The cylindrical anchor structure for reducing the amount of foundation pit excavation according to claim 2 is characterized in that: The inclined support also includes an arc-shaped panel, which is fitted with the outer side of the steel cage and fixedly connected to the steel cage. The core tube is fixedly connected to the side of the arc-shaped panel close to the steel cage. The core tube can pass through the steel cage and is located inside the steel cage. The outer side of the core tube is fixedly connected to the steel cage. The arc-shaped panel is provided with a No. 2 circular hole connected to the core tube.

4. The cylindrical anchor structure for reducing the amount of foundation pit excavation according to claim 3 is characterized in that: A plurality of external stiffening ribs are fixedly connected to the outer side surface of the core tube in the circumferential direction, and a side of the external stiffening ribs close to the curved panel is fixedly connected to the curved panel.

5. The cylindrical anchor structure for reducing the amount of foundation pit excavation according to claim 4 is characterized in that: A side of the core tube away from the pressure ring is fixedly connected with a plurality of inner stiffening ribs along its circumference, and a side of the inner stiffening rib close to the pressure ring is fixedly connected with the pressure ring.

6. The cylindrical anchor structure for reducing the amount of foundation pit excavation according to claim 5 is characterized in that: The free end of the core tube is arranged to be tilted downward, and the angle between the core tube and the vertical direction is between 15° and 25°.

7. The cylindrical anchor structure for reducing the amount of foundation pit excavation according to claim 5 is characterized in that: The inclined support area is provided with a plurality of annular reinforcing stirrups, which are fixedly connected to the arc-shaped panel and the periphery of the steel cage.

8. The cylindrical anchor structure for reducing the amount of foundation pit excavation according to claim 7 is characterized in that: A pressure pad is provided between the anchor and the pressure ring. The side of the pressure pad close to the pressure ring is in contact with the pressure ring, and the side of the pressure pad close to the anchor is in contact with the anchor. The outer diameter of the pressure pad is smaller than the inner diameter of the core tube. A No. 3 circular hole is provided at the center of the pressure pad for the anchor cable to pass through, and the diameter of the No. 3 circular hole is smaller than the outer diameter of the anchor.

9. The cylindrical anchor structure for reducing the amount of foundation pit excavation according to claim 7, characterized in that: An angle adjustment unit is provided between the anchor and the pressure ring, and the angle adjustment unit can adjust the angle of the anchor.

10. The cylindrical anchor structure for reducing the amount of foundation pit excavation according to claim 9, characterized in that: The angle adjustment unit includes an adjusting base plate and an adjusting top plate. The outer diameters of the adjusting base plate and the adjusting top plate are both smaller than the inner diameter of the core tube. The side of the adjusting base plate close to the pressure ring is a plane and fits with the surface of the pressure ring. The side of the adjusting base plate close to the adjusting top plate is a convex spherical surface, and the side of the adjusting top plate close to the adjusting base plate is a concave spherical surface. The convex spherical surface and the concave spherical surface are in contact with each other, and the adjusting top plate can slide along the convex spherical surface. The side of the adjusting top plate close to the anchor is a plane and fits with the surface of the anchor. The center position of the adjusting base plate and the adjusting top plate is provided with a No. 4 circular hole for the anchor cable to pass through, and the diameter of the No. 4 circular hole is smaller than the outer diameter of the anchor.

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