Construction method of iron tower foundation reinforcing device

Abstract

The invention relates to a building method of an iron tower foundation reinforcing device. The building method comprises the following steps that firstly, an iron tower foundation is constructed and poured; secondly, a reinforcing device is constructed and installed, the reinforcing device at least comprises two sets of reinforcing mechanisms installed at the bottom of the iron tower foundation, the at least two sets of reinforcing mechanisms are distributed in the circumferential direction of the iron tower foundation at equal intervals, each set of reinforcing mechanism comprises a front pile and a rear pile which are vertically and oppositely distributed and arranged at intervals, and the top end of the rear pile is lower than the top end of the front pile; oblique beams which are obliquely and upwards distributed are fixedly installed between the top ends of the rear piles and pile bodies of the front piles, the front piles are arranged close to the iron tower foundation, lower supporting discs located below the iron tower foundation are fixedly installed on the sides, close to the iron tower foundation, of the front piles, the lower supporting discs and the iron tower foundation are connected through connecting pieces, and the connecting pieces are of rod-shaped structures; by installing the reinforcing mechanism on the iron tower foundation, the settlement deformation resistance of the iron tower foundation can be improved, and meanwhile the pulling resistance of the iron tower foundation can be improved.

Description

Technical Field

[0001] The present invention belongs to the technical field of tower reinforcement, and particularly relates to a construction method of a tower foundation reinforcement device. Background Art

[0002] Currently, most existing tower foundations are not equipped with reinforcement devices. Therefore, when the existing tower foundations encounter settlement problems caused by water-induced collapsibility in loess areas, when the tower is affected by the upper load and external environmental forces, during the long-term use of the existing tower foundations, sometimes the tower foundations are prone to settlement deformation, resulting in damage to the tower foundations. That is to say, the anti-settlement deformation ability of the existing tower foundations needs to be improved. Therefore, there are still drawbacks and deficiencies in the existing technology. Summary of the Invention

[0003] The purpose of the present invention is to provide a construction method of a tower foundation reinforcement device to solve the problems raised in the above background art.

[0004] The technical solutions adopted by the present invention to solve the above problems are as follows: A construction method of a tower foundation reinforcement device includes the following steps: Step 1: Construction and pouring of the tower foundation; Step 2: Construction and installation of the reinforcement device. The reinforcement device includes at least two groups of reinforcement mechanisms installed at the bottom of the tower foundation, and at least two groups of reinforcement mechanisms are equidistantly distributed along the circumference of the tower foundation. Each group of reinforcement mechanisms includes a front pile and a rear pile that are vertically and relatively distributed and spaced apart. The top of the rear pile is lower than the top of the front pile, and an inclined beam that is inclined upward is fixedly installed between the top of the rear pile and the pile body of the front pile; the front piles are all arranged close to the tower foundation, and a lower support plate located below the tower foundation is fixedly installed on one side of each front pile close to the tower foundation. A connecting member is connected between each lower support plate and the tower foundation, and the connecting member is a rod-shaped structure.

[0005] Furthermore, an upper support plate symmetrically arranged with the lower support plate is fixedly installed on one side of each front pile close to the tower foundation. The upper support plates are all located above the bottom of the tower foundation, and a connecting member is also connected between each upper support plate and the tower foundation.

[0006] Furthermore, in Step 1: The tower foundation is a stepped foundation. First step, positioning and setting out the lines; second step, excavating the foundation pit of the tower foundation; third step, placing the steel reinforcement cage of the tower foundation into the foundation pit, and installing a formwork on the steel reinforcement cage; fourth step, pouring concrete, and reserving a prefabricated through hole for installing the connecting member on the tower foundation; fifth step, removing the formwork, and conducting acceptance inspection on the tower foundation; sixth step, making the tower foundation circumferentially suspended by excavating the foundation pit.

[0007] Further, in Step 2, the following steps are also included: S1: Pouring for the construction of the rear pile; S2: Pouring for the construction of the front pile; S3: Pouring for the construction of the inclined beam; S4: Pouring for the construction of the upper and lower branch plates; S5: Installing the connecting piece.

[0008] Further, in S1: First step, taking the position of the iron tower foundation as a reference, positioning and setting out the lines; second step, excavating the foundation pit of the rear pile and reserving a soil layer of 190 - 210 mm at the base, and manually cleaning it to the designed elevation; third step, placing the steel cage of the rear pile into the foundation pit of the rear pile and installing the formwork on the steel cage; fourth step, pouring the concrete and installing the steel bars parallel to the inclined beam on the side of the rear pile close to the iron tower foundation; fifth step, removing the formwork and conducting acceptance inspection and testing on the rear pile.

[0009] Further, in S2: First step, taking the positions of the iron tower foundation and the rear pile as references, positioning and setting out the lines; second step, excavating the foundation pit of the front pile and reserving a soil layer of 190 - 210 mm at the base, and manually cleaning it to the designed elevation, and making the foundation pit of the front pile communicate with the suspended position circumferentially around the iron tower foundation; third step, placing the steel cage of the front pile into the foundation pit of the front pile and installing the formwork on the steel cage; fourth step, pouring the concrete and installing the steel bars opposite to the positions of the upper and lower branch plates on the side of the front pile close to the iron tower foundation; fifth step, removing the formwork and conducting acceptance inspection and testing on the front pile.

[0010] Further, in S3: First step, placing the steel cage of the inclined beam between the front pile and the rear pile and connecting the steel cage of the inclined beam with the reserved steel bars on the rear pile; second step, installing the formwork on the steel cage of the inclined beam; third step, pouring the concrete; fourth step, removing the formwork and conducting acceptance inspection and testing on the inclined beam.

[0011] Further, in S4: First step, placing the steel cage of the upper branch plate above the bottom of the iron tower foundation and connecting the steel cage of the upper branch plate with the reserved steel bars on the front pile; at the same time, placing the steel cage of the lower branch plate at the suspended position below the iron tower foundation and connecting the steel cage of the upper branch plate with the reserved steel bars on the front pile; second step, installing the formwork on the steel cages of the upper and lower branch plates; third step, simultaneously pouring the concrete for the upper and lower branch plates and reserving the installation openings for installing the connecting pieces on both the upper and lower branch plates; fourth step, removing the formwork and conducting acceptance inspection and testing on the upper and lower branch plates. "

[0012] Further, in S5: First step, pass the connecting piece through the installation opening and insert the connecting piece into the reserved through hole of the tower foundation; Second step, grout epoxy resin adhesive between the connecting piece and the inner wall of the installation opening and between the connecting piece and the hole wall of the prefabricated through hole for anchoring; Third step, grout epoxy resin adhesive at the gap positions between the tower foundation and the front pile, the upper branch plate, and the lower branch plate respectively to repair the gaps, and finally backfill the soil body.

[0013] Further, the upper branch plate and the lower branch plate are both vertically provided with installation openings opposite to each other in position. The bottom of the tower foundation is provided with a prefabricated through hole opposite to the installation opening in position. The connecting piece sequentially penetrates through the installation opening and the prefabricated through hole, and the connecting piece is connected to the inner wall of the installation opening and the hole wall of the prefabricated through hole through epoxy resin adhesive.

[0014] Adopting the above technical solution, the beneficial effects of the present invention are as follows: The reinforcement mechanism of the present invention includes a front pile and a rear pile, and a diagonal beam is installed between the front pile and the rear pile to form a diagonal h-shaped support structure. By setting the lower branch plate and the connecting piece, the reinforcement mechanism can be installed outside the bottom of the tower foundation. When in use, by installing at least two groups of diagonal h-shaped reinforcement mechanisms at the bottom of the tower foundation, the anti-settlement and deformation ability of the tower foundation can be improved. At the same time, the anti-pulling ability of the tower foundation can also be improved. Description of the Drawings

[0015] Figure 1 It is a schematic structural diagram of the reinforcement mechanism of the present invention; Figure 2 It is a schematic structural diagram of the reinforcement mechanism of the present invention in the use state; Figure 3 It is a construction flow chart of the present invention; Figure 4 It is a schematic diagram of the finite element simulation model before the tower foundation is reinforced; Figure 5 It is a schematic diagram of the finite element simulation model after the tower foundation is reinforced by the reinforcement mechanism of the present invention; Figure 6 It is a displacement nephogram before the tower foundation is reinforced; Figure 7 It is a displacement nephogram after the tower foundation is reinforced by the reinforcement mechanism of the present invention; Figure 8 It is a schematic diagram of the distribution of the plastic zone around the tower foundation before reinforcement; Figure 9 It is a schematic diagram of the distribution of the plastic zone around the tower foundation after being reinforced by the reinforcement mechanism of the present invention.

[0016] Reference numerals: 1, tower foundation; 2, reinforcement mechanism; 21, front pile; 22, rear pile; 23, inclined beam; 24, lower support plate; 25, installation opening; 26, upper support plate; 3, connecting member. Detailed implementation manners

[0017] To make the objectives, technical solutions and beneficial effects of the present invention clearer, the implementation manners of the present invention will be further described in detail below with reference to the accompanying drawings.

[0018] As Figures 1 to 3 shown, the present invention provides a construction method for a tower foundation reinforcement device, including the following steps: Step 1: Construction and pouring of the tower foundation 1; Step 2: Construction and installation of the reinforcement device. The reinforcement device includes at least two groups of reinforcement mechanisms 2 installed at the bottom of the tower foundation 1, and at least two groups of reinforcement mechanisms 2 are equidistantly distributed along the circumference of the tower foundation 1. In the present invention, the number of reinforcement mechanisms 2 is set to four groups; each group of reinforcement mechanisms 2 includes a front pile 21 and a rear pile 22 that are vertically opposite and spaced apart, the top end of the rear pile 22 is lower than the top end of the front pile 21, and the bottom end of the rear pile 22 can be set to be flush with the bottom end of the front pile 21; and inclined beams 23 that are inclined upward and fixedly installed between the top end of the rear pile 22 and the pile body of the front pile 21. An inclined h-shaped support structure can be formed between the front pile 21, the rear pile 22 and the inclined beam 23; the front piles 21 are all arranged close to the tower foundation 1, and a lower support plate 24 located below the tower foundation 1 is fixedly installed on one side of the front pile 21 close to the tower foundation 1, and the bottom surface of the lower support plate 24 can be set to an inclined upward slope; the lower support plate 24 and the tower foundation 1 are connected by a connecting member 3, and the connecting member 3 is a rod-shaped structure, and the connecting member 3 is used to connect the reinforcement mechanism 2 and the tower foundation 1.

[0019] Specifically, in use, by installing at least two groups of inclined h-shaped reinforcement mechanisms 2 at the bottom of the tower foundation 1, the load originally directly transmitted from the tower foundation 1 to the surrounding soil can be transmitted through the reinforcement mechanism 2, so that the load bypasses the soil around the tower foundation 1 and is transmitted to the reinforcement mechanism 2 and its surrounding land, and the load is dispersed into a larger range of soil, thereby improving the anti-settlement deformation ability of the tower foundation 1. At the same time, the anti-overturning ability and anti-pulling ability of the tower foundation 1 can also be improved.

[0020] Furthermore, as Figure 1 and Figure 2As shown in the figure, on the side of the front pile 21 close to the tower foundation 1, upper supporting plates 26 symmetrically arranged with the lower supporting plates 24 are fixedly installed. The upper supporting plates 26 are all located above the bottom of the tower foundation 1, and the top surface of the upper supporting plate 26 can be set as an inclined plane sloping downward. In addition, the shapes, sizes and positions of the upper supporting plates 26 and the lower supporting plates 24 can be designed according to the load transfer path of the tower foundation 1 and the foundation bearing characteristics. And the upper supporting plates 26 are also connected to the tower foundation 1 through the connecting members 3. Specifically, by setting the upper supporting plates 26, the contact area between the reinforcement mechanism 2 and the tower foundation 1 can be increased. In addition, a clamping groove that can be stuck at the bottom edge position of the tower foundation 1 can be formed between the upper supporting plates 26, the lower supporting plates 24 and the front pile 21, and the upper supporting plates 26 are also connected to the tower foundation 1 through the connecting members 3, so as to improve the connection strength between the reinforcement mechanism 2 and the tower foundation 1.

[0021] Further, in step one: the tower foundation 1 is a stepped foundation used in collapsible loess areas in the prior art. First step, position and set out lines according to the design drawings; second step, excavate the foundation pit of the tower foundation 1 according to the design requirements; third step, put a steel reinforcement cage adapted to the shape of the tower foundation 1 into the foundation pit of the tower foundation 1, and install a formwork on the steel reinforcement cage; fourth step, pour concrete, and reserve a prefabricated through hole for installing the connecting member 3 on the tower foundation 1. After pouring is completed, carry out standard curing of the concrete; fifth step, after the concrete reaches the design strength, remove the formwork, and carry out acceptance inspection on the size, position and elevation of the tower foundation 1 to form the tower foundation 1; sixth step, make the tower foundation 1 circumferentially suspended by excavating the foundation pit.

[0022] Further, in step two, the following steps are also included: S1: Construction and pouring of the rear pile 22; S2: Construction and pouring of the front pile 21; S3: Construction and pouring of the inclined beam 23; S4: Construction and pouring of the upper and lower supporting plates; S5: Installation of the connecting member 3.

[0023] Specifically, after the tower foundation 1 is poured, multiple reinforcement mechanisms 2 can be constructed simultaneously, and the construction standards of the tower foundation 1 and the reinforcement mechanism 2 both comply with the relevant regulations in the "Code for Acceptance of Construction Quality of Concrete Structures" GB50204-2015.

[0024] Further, in S1: First step, taking the position of the tower foundation 1 as a reference, positioning and setting out lines according to the design drawings; Second step, excavating the foundation pit of the rear pile 22 according to the design requirements, and reserving a soil layer of 190 - 210 mm at the base, which is manually cleaned to the design elevation; In addition, the depth of the foundation pit of the rear pile 22 can ensure that the bottom of the front pile 21 can penetrate into the relatively stable area of the soil mass; Third step, placing a steel reinforcement cage adapted to the shape of the rear pile 22 in the foundation pit of the rear pile 22, and installing a formwork on the steel reinforcement cage; Fourth step, pouring concrete, and installing steel bars parallel to the inclined beam 23 on the side of the rear pile 22 close to the tower foundation 1. After the pouring is completed, the concrete is cured regularly; Fifth step, after the concrete reaches the design strength, the formwork is removed, and the rear pile 22 is inspected and tested for its dimensions, position, and elevation to form the rear pile 22.

[0025] Further, in S2: First step, taking the positions of the tower foundation 1 and the rear pile 22 as references, positioning and setting out lines according to the design drawings; Second step, excavating the foundation pit of the front pile 21 according to the design requirements, and reserving a soil layer of 190 - 210 mm at the base, which is manually cleaned to the design elevation, and making the foundation pit of the front pile 21 communicate with the suspended position in the circumferential direction of the tower foundation 1. In addition, the depth of the foundation pit of the front pile 21 can ensure that the bottom of the front pile 21 can penetrate into the relatively stable area of the soil mass; Third step, placing a steel reinforcement cage adapted to the shape of the front pile 21 in the foundation pit of the front pile 21, and installing a formwork on the steel reinforcement cage; Fourth step, pouring concrete, and installing steel bars opposite to the positions of the upper support plate 26 and the lower support plate 24 on the side of the front pile 21 close to the tower foundation 1; The steel bars reserved on the front pile 21 have a certain length for installing the upper support plate 26 and the lower support plate 24; After the pouring is completed, the concrete is cured regularly; Fifth step, after the concrete reaches the design strength, the formwork is removed, and the front pile 21 is inspected and tested for its dimensions, position, and elevation to form the front pile 21.

[0026] Further, in S3: First step, placing a steel reinforcement cage adapted to the shape of the inclined beam 23 between the front pile 21 and the rear pile 22, and connecting the steel reinforcement cage of the inclined beam 23 with the reserved steel bars on the rear pile 22; Second step, installing a formwork on the steel reinforcement cage of the inclined beam 23; Third step, pouring concrete. After the pouring is completed, the concrete is cured regularly; Fourth step, after the concrete reaches the design strength, the formwork is removed, and the inclined beam 23 is inspected and tested for its dimensions, position, and elevation to form the inclined beam 23.

[0027] Further, in S4: First step, place the steel reinforcement cage adapted to the shape of the upper support plate 26 above the bottom of the iron tower foundation 1, and connect the steel reinforcement cage of the upper support plate 26 to the reserved steel bars on the front pile 21; at the same time, place the steel reinforcement cage adapted to the shape of the lower support plate 24 at the suspended position below the iron tower foundation 1, and connect the steel reinforcement cage of the upper support plate 26 to the reserved steel bars on the front pile 21; specifically, the reserved steel bars on the front pile 21 can be directly inserted into the steel reinforcement cage of the upper support plate 26 or the lower support plate 24 and welded and fixed. In this way, after the concrete solidifies and forms, the connection strength between the upper support plate 26 and the front pile 21 and between the lower support plate 24 and the front pile 21 can be ensured for integrated connection; Second step, install templates on the steel reinforcement cages of the upper support plate 26 and the lower support plate 24; Third step, pour concrete into the upper support plate 26 and the lower support plate 24 simultaneously, and reserve installation openings 25 for installing the connecting member 3 on the upper support plate 26 and the lower support plate 24. After the pouring is completed, carry out standard curing of the concrete; Fourth step, after the concrete reaches the designed strength, remove the templates, and conduct acceptance inspections on the dimensions, positions, and elevations of the upper support plate 26 and the lower support plate 24 to form the upper support plate 26 and the lower support plate 24; In addition, in the present invention, the formwork is removed after the concrete reaches 70% of the designed strength through manual inspection; In addition, when positioning and setting out are required in the above steps, a total station or GPS can be used for precise positioning.

[0028] Further, in S5: First step, clean the sundries in the installation opening 25, pass the connecting member 3 through the installation opening 25, and insert the connecting member 3 into the reserved through hole of the iron tower foundation 1; Second step, grout epoxy resin adhesive between the connecting member 3 and the inner wall of the installation opening 25 and between the connecting member 3 and the hole wall of the prefabricated through hole for anchoring; Third step, grout epoxy resin adhesive at the gap positions between the iron tower foundation 1 and the front pile 21, the upper support plate 26, and the lower support plate 24. Specifically, grout epoxy resin adhesive between the gaps between the front pile 21 and the iron tower foundation 1, between the upper support plate 26 and the iron tower foundation 1, and between the lower support plate 24 and the iron tower foundation 1 to repair the gaps and improve the connection strength between the reinforcement mechanism 2 and the iron tower foundation 1, and finally backfill the soil.

[0029] Further, as Figure 1 And Figure 2As shown in the figure, mounting openings 25 which are vertically provided and opposite in position are formed on both the upper support plate 26 and the lower support plate 24. The inner diameter of the mounting opening 25 is larger than the diameter of the connecting member 3. A prefabricated through hole which is opposite in position to the mounting opening 25 is formed at the bottom of the iron tower foundation 1. The aperture of the prefabricated through hole is larger than the diameter of the connecting member 3. The connecting member 3 sequentially passes through the mounting opening 25 and the prefabricated through hole, and the connecting member 3 is connected to the inner wall of the mounting opening 25 and the hole wall of the prefabricated through hole through an epoxy resin adhesive. Specifically, when the thickness of the bottom of the iron tower foundation 1 is relatively thin, a connecting member 3 can be directly used to sequentially pass through the upper support plate 26, the bottom of the iron tower foundation 1, and the lower support plate 24. At this time, the connecting member 3 can also be set as a threaded rod. In this way, during installation, nuts can be sleeved at both ends of the connecting member 3 to preliminarily fix the position of the connecting member 3, and then the epoxy resin adhesive is grouted. When the thickness of the bottom of the iron tower foundation 1 is relatively thick, a connecting member 3 can be installed between the upper support plate 26 and the iron tower foundation 1 and between the lower support plate 24 and the iron tower foundation 1. By grouting the epoxy resin adhesive, the position of the connecting member 3 can be firmly fixed to ensure the connection strength between the reinforcement mechanism 2 and the iron tower foundation 1. Finally, the reinforcement mechanism 2 and the iron tower foundation 1 can be closely connected, so that the iron tower load can be dispersed to a larger range of soil through the reinforcement mechanism 2, ensuring the reinforcement effect of the reinforcement mechanism 2 on the iron tower foundation 1.

[0030] Furthermore, to verify the reinforcement effect of the reinforcement mechanism 2 of the present invention on the iron tower foundation 1, the geotechnical engineering simulation software ABAQUS is used in the present invention for numerical simulation and comparative analysis. A certain iron tower foundation in the loess plateau is selected as the research object, and the foundation type is a stepped foundation. Finite element simulation models before and after reinforcement are respectively established. As Figure 4 and Figure 5 shown, the iron tower foundation 1 and the materials of the present invention are C80 concrete, with a density of 2 g·m-3, a Poisson's ratio of 0.3, and an elastic modulus of 3×104 MPa. The selected soil body is low liquid limit clay with strong collapsibility, a dry density of 1.3 g·m-3, a Poisson's ratio of 0.3, an elastic modulus of 20 MPa, and a permeability coefficient of 2×10-4 m·s-1. In addition, the initial saturation distribution and other initial conditions, as well as the loads applied in the finite element simulation model, are all set to be consistent with the actual on-site situation.

[0031] The comparative analysis indexes of the finite element simulation model include displacement conditions, stress transfer paths, and the range, position, and development characteristics of the plastic zone. The displacement nephograms before and after reinforcement are as Figure 6 and Figure 7 shown. The distribution of the plastic zone around the iron tower foundation 1 before and after reinforcement is as Figure 8 and Figure 9 shown.

[0032] From the above comparative analysis, it can be seen that after the reinforcement device of the present invention reinforces the tower foundation 1, it has obvious advantages in load-bearing capacity, can withstand a higher stress level than the soil around the tower foundation 1 without excessive deformation or prevent the soil from generating excessive plastic deformation under the action of lateral force, and redistributes the load, so that the plastic failure zone is transferred to the periphery of the reinforcement device.

[0033] When the plastic failure zone of the soil around the tower foundation 1 is transferred to the periphery of the reinforcement device through the reinforcement device, it indicates that the load transfer path has changed. In this way, a large part of the load that was originally directly transferred from the tower foundation 1 to the surrounding soil is now transferred through the reinforcement device. That is, in the case of using the reinforcement device to reinforce the tower foundation 1, the inclined h-shaped support structure of the reinforcement device bears most of the vertical and horizontal loads transmitted from the upper tower, so that the load bypasses the soil around the tower foundation 1 and is transferred to the reinforcement device and its surrounding soil, so as to disperse the load into a larger range of soil and share the load that could originally cause plastic failure of the soil around the tower foundation 1.

[0034] Generally speaking, after the reinforcement mechanism 2 of the present invention reinforces the tower foundation 1, the stress concentration area of the tower foundation 1 is relieved, the overall safety factor of the structure is improved, the deformation of the tower foundation 1 can be reduced, the stress transfer path can be optimized, and the structural stability can be improved.

[0035] The above shows and describes the basic principles, main features and advantages of the present invention. Those skilled in the art should understand that the present invention is not limited by the above embodiments. What is described in the above embodiments and the specification only illustrates the principles of the present invention. Without departing from the spirit and scope of the present invention, the present invention will have various changes and improvements, and these changes and improvements all fall within the scope of the invention claimed. The scope of protection of the present invention is defined by the appended claims and their equivalents.

Claims

1. A construction method of a tower foundation reinforcement device, characterized in that: It includes the following steps: Step 1: Construction and pouring of the iron tower foundation; Step 2: Construction and installation of the reinforcement device. The reinforcement device includes at least two groups of reinforcement mechanisms installed at the bottom of the iron tower foundation, and at least two groups of reinforcement mechanisms are evenly distributed at equal intervals along the circumference of the iron tower foundation. Each group of reinforcement mechanisms includes a front pile and a rear pile that are vertically opposite and spaced apart. The top of the rear pile is lower than the top of the front pile, and an inclined beam that is inclined upward is fixedly installed between the top of the rear pile and the pile body of the front pile. The front piles are all arranged close to the iron tower foundation, and a lower support plate located below the iron tower foundation is fixedly installed on one side of each front pile close to the iron tower foundation. A connecting member is connected between each lower support plate and the iron tower foundation, and the connecting member is a rod-shaped structure.

2. The construction method of a tower foundation reinforcement device according to claim 1, characterized in that: On one side of each front pile close to the iron tower foundation, an upper support plate that is symmetrically arranged with the lower support plate is fixedly installed. The upper support plates are all located above the bottom of the iron tower foundation, and a connecting member is also connected between the upper support plates and the iron tower foundation.

3. The construction method of a tower foundation reinforcement device according to claim 2, characterized in that: In Step 1: The iron tower foundation is a stepped foundation. First step, positioning and setting out; Second step, excavating the foundation pit of the iron tower foundation; Third step, putting the steel reinforcement cage of the iron tower foundation into the foundation pit, and installing a formwork on the steel reinforcement cage; Fourth step, pouring concrete, and reserving a prefabricated through hole for installing the connecting member on the iron tower foundation; Fifth step, removing the formwork, and conducting acceptance inspection and testing of the iron tower foundation; Sixth step, making the iron tower foundation circumferentially suspended by excavating the foundation pit.

4. The construction method of a tower foundation reinforcement device according to claim 3, characterized in that: In Step 2, it also includes the following steps: ' S1: Construction and pouring of the rear pile; S2: Construction and pouring of the front pile; S3: Construction and pouring of the inclined beam; S4: Construction and pouring of the upper and lower support plates; S5: Installing the connecting member.

5. The construction method of a tower foundation reinforcement device according to claim 4, characterized in that: In S1: First step, taking the position of the iron tower foundation as a reference, positioning and setting out; Second step, excavating the foundation pit of the rear pile, and reserving a 190 - 210 mm soil layer at the bottom, and manually cleaning it to the design elevation; Third step, putting the steel reinforcement cage of the rear pile into the foundation pit of the rear pile, and installing a formwork on the steel reinforcement cage; Fourth step, pouring concrete, and installing steel bars parallel to the inclined beam on the side of the rear pile close to the iron tower foundation; Fifth step, removing the formwork, and conducting acceptance inspection and testing of the rear pile.

6. The construction method of a tower foundation reinforcement device according to claim 5, characterized in that: In S2: First step, taking the positions of the iron tower foundation and the rear pile as references, positioning and setting out; Second step, excavating the foundation pit of the front pile, and reserving a 190 - 210 mm soil layer at the bottom, and manually cleaning it to the design elevation, and making the foundation pit of the front pile communicate with the suspended position around the iron tower foundation; Third step, putting the steel reinforcement cage of the front pile into the foundation pit of the front pile, and installing a formwork on the steel reinforcement cage; Fourth step, pouring concrete, and installing steel bars opposite to the positions of the upper support plate and the lower support plate on the side of the front pile close to the iron tower foundation; Fifth step, removing the formwork, and conducting acceptance inspection and testing of the front pile.

7. The construction method of a tower foundation reinforcement device according to claim 6, characterized in that: In S3: First step, placing the steel reinforcement cage of the inclined beam between the front pile and the rear pile, and connecting the steel reinforcement cage of the inclined beam with the reserved steel bars on the rear pile; Second step, installing a formwork on the steel reinforcement cage of the inclined beam; Third step, pouring concrete; Fourth step, removing the formwork, and conducting acceptance inspection and testing of the inclined beam.

8. A construction method of a tower foundation reinforcement device according to claim 7, characterized in that: In S4: First step, place the steel cage of the upper branch plate above the bottom of the tower foundation, and connect the steel cage of the upper branch plate to the reserved steel bars on the front pile; at the same time, place the steel cage of the lower branch plate at the suspended position below the tower foundation, and connect the steel cage of the upper branch plate to the reserved steel bars on the front pile; Second step, install formworks on the steel cages of the upper and lower branch plates; Third step, pour concrete into the upper and lower branch plates simultaneously, and reserve installation openings for installing connectors on both the upper and lower branch plates; Fourth step, remove the formworks and conduct acceptance inspections on the upper and lower branch plates.

9. The construction method of a tower foundation reinforcement device according to claim 8, characterized in that: In S5: First step, pass the connector through the installation opening and insert the connector into the reserved through hole of the tower foundation; Second step, grout epoxy resin adhesive between the connector and the inner wall of the installation opening and between the connector and the hole wall of the precast through hole for anchoring; Third step, grout epoxy resin adhesive at the gap positions between the tower foundation and the front pile, the upper branch plate, and the lower branch plate respectively to repair the gaps, and finally backfill the soil.

10. The construction method of a tower foundation reinforcement device according to claim 2, characterized in that: Installation openings with opposite positions are vertically provided on both the upper and lower branch plates, a precast through hole opposite to the position of the installation opening is provided at the bottom of the tower foundation, the connector sequentially passes through the installation opening and the precast through hole, and the connector is connected to the inner wall of the installation opening and the hole wall of the precast through hole through epoxy resin adhesive.

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