Anchor pulling body structure and stress dispersion type anchor pulling system construction method

Abstract

The invention provides a tension anchor body structure and a construction method of a stress dispersion type tension anchor system, relates to a tension anchor system structure technology, and particularly discloses a soil retaining structure and a plurality of groups of steel concrete combined pull rods which are arranged at equal intervals in the length direction of the soil retaining structure. A plurality of anchor block structures are arranged in the filling body on one side of the retaining direction of the soil retaining structure in the extending direction of the steel-concrete combined pull rod at equal intervals, the peripheries of the anchor block structures and the steel-concrete combined pull rod are coated with concrete coating layers, and a wall connecting piece movably connected with the steel-concrete combined pull rod is arranged in the soil retaining structure. The multiple inverted trapezoidal anchor block structures are connected in series through the steel-concrete combined pull rod, anchoring tension is dispersed and transmitted into the filling body, the surface friction resistance of the steel-concrete pull rod in the filling body and the front resistance applied to the filling body by the multiple anchor block structures are fully utilized, the contact area between the anchor block structures and the filling body is increased, and the total anchor pulling force of the system is greatly improved.

Description

Technical Field

[0001] The present invention relates to the technical field of anchor system structure, in particular to an anchor body structure and a construction method of a stress-dispersed anchor system. Background Art

[0002] Existing technologies primarily include prestressed anchor cables, anchor rods, and geotextile belt reinforced retaining structures. Prestressed anchor cables are primarily used for anchoring excavated slopes, and the anchoring section must be embedded in the bedrock; otherwise, the anchor cable will collapse, leading to prestress failure. Anchor rods are further divided into grouting steel tubes, mortar anchor rods, and prestressed anchor rods based on their material. The applicable conditions for prestressed anchor rods are the same as those for the aforementioned prestressed anchor cables. Ordinary anchor rods and grouting steel tubes are primarily used to reinforce loose, crushed surfaces on excavated slopes with a certain slope. These anchor rods (anchor cables) are limited by the frictional resistance of individual rods and are often densely distributed within the anchor body.

[0003] Reinforced geostrips are primarily used in reinforced retaining structures in fill areas. However, due to the tensile strength limit of a single strip, they require dense, layered arrangements within the fill. When retaining structures in fill areas need to address anti-slip and anti-overturning stability issues, it becomes essential to develop a tension-anchor structure that exhibits strong mechanical properties, eliminates the need for dense placement, can self-anchor within the fill, and can adapt to uneven settlement of the fill and retaining structure. Summary of the Invention

[0004] The purpose of the present invention is to provide an anchor body structure and a stress-dispersed anchor system construction method, which can solve the problems raised by the above-mentioned background technology in view of the shortcomings of the existing technology.

[0005] The technical solution of the present invention is achieved as follows: The present invention provides an anchor structure, comprising a retaining structure and further comprising: Steel-concrete composite tie rods are set in the fill body on the blocking direction side of the retaining structure; Multiple groups of anchor block structures are arranged in the fill body on the blocking direction side of the retaining structure along the extension direction of the steel-concrete composite tie rods and are fixedly connected to the steel-concrete composite tie rods; The anchor block structure and the steel-concrete composite tie rod are both covered with a concrete covering layer; The retaining structure is provided with a wall connecting member which is slidably connected with the steel-concrete composite tie rod.

[0006] In some technical solutions of the present invention, a corbel groove is opened in the fill body along the normal direction of the steel-concrete composite tie rod, and a corbel structure is provided in the corbel groove, which abuts against the anchor block structure on the side facing the retaining structure.

[0007] In some technical solutions of the present invention, there are multiple groups of steel-concrete composite tie rods, and the multiple groups of steel-concrete composite tie rods are equidistantly arranged along the extension direction of the retaining structure.

[0008] In some technical solutions of the present invention, the anchor block structure includes an anchor block steel frame and anchor block concrete, and the anchor block concrete is used to cover the anchor block steel frame.

[0009] In some technical solutions of the present invention, the steel-concrete composite tie rod includes a steel tube tie rod, a steel cage is passed through the steel tube tie rod, grouting material is filled between the steel tube tie rod and the steel cage, and the wall connection piece is slidably arranged on one side of the steel tube tie rod.

[0010] In some technical solutions of the present invention, the wall connecting member includes a U-shaped steel and embedded steel bars arranged on the U-shaped steel, the U-shaped steel is slidingly connected to the steel pipe pull rod; the tail end of the embedded steel bar is provided with a tail hook; the embedded steel bar is embedded in the retaining structure.

[0011] In some technical solutions of the present invention, a slider is provided at one end of the steel pipe tie rod facing the wall connecting member, and the slider is slidably arranged in the U-shaped steel.

[0012] In some technical solutions of the present invention, a grouting pipe and a return slurry pipe are installed in the steel pipe pull rod, and a sealing plate is provided on the side of the steel pipe pull rod away from the wall connection piece; the sealing plate is provided with a grouting nozzle connected to the grouting pipe, and the sealing plate is provided with a slurry stop port connected to the return slurry pipe.

[0013] In some technical solutions of the present invention, a plug for sealing the opening of the steel pipe tie rod is provided on the side of the steel pipe tie rod facing the wall connection member.

[0014] In some technical solutions of the present invention, an anti-corrosion layer is applied to the exposed section of the steel pipe tie rod facing the wall connection member and the plug.

[0015] In some technical solutions of the present invention, a plurality of positioning support frames are equidistantly provided below the steel pipe tie rod, and parts of the positioning support frames are embedded in the fill body.

[0016] A construction method of a stress-dispersed anchor system comprises the following steps: S1. During the construction of the retaining structure, it is necessary to embed wall ties at the corresponding locations of the retaining structure for the installation of steel-concrete composite tie rods; S2. After the retaining structure is completed, backfill the back of the retaining structure to the top elevation of the steel-concrete composite tie rods. S3. Excavate the corbel groove, remove the loose soil in the corbel groove, and then install the corbel; S4. Excavate a pit according to the designed location and dimensions of the reinforced concrete composite tie rod and anchor block structure, and remove the loose soil from the pit; S5. Make and install the anchor block reinforcement skeleton in the corresponding pit; S6. Connect the steel pipe tie rod through the anchor block reinforcement frame and then connect it to the wall member. Then fill the inner side of the wall member with foam and install the slider; S7. Install the steel cage in the steel rod and simultaneously install the grouting pipe and the grouting pipe into the steel rod; S8. Re-inspect and remove the loose soil in the pit, then pour the encapsulating concrete for the steel pipe tie rods and the anchor concrete for the anchor steel skeleton. The encapsulating concrete and anchor concrete are integrally formed. S9. During the curing period of the encapsulating concrete and anchor block concrete, install the sealing plate and connect the grouting pipe and the return grouting pipe, and then perform grouting operations inside the steel pipe tie rod; S10. Backfill the fill body and gradually fill the steel-concrete composite tie rod; S11. When setting several layers of steel-concrete composite tie rods, repeat the above operation; S12. Continue to construct the fill until it is completed.

[0017] Compared with the prior art, the present invention has at least the following advantages or beneficial effects: (1) Multiple sets of wall ties can be flexibly designed according to the fill height to form a multi-layer anchor system, which can more effectively constrain fills of different depths and greatly improve the overall stability. Moreover, this system can be installed in the fill to achieve anchor reinforcement of the retaining structure without relying on the excavated rock mass for embedment like prestressed anchor cables and prestressed anchor rods.

[0018] (2) In the anchor structure system, multiple inverted trapezoidal anchor blocks are connected in series with steel-concrete composite tie rods. This not only disperses the anchor tension force into the compacted body, but also fully utilizes the surface friction of the steel-concrete tie rods in the compacted body and the positive resistance of the anchor block structure to the compacted body, significantly improving the total anchor force of the system. The anchor performance is far superior to that of anchor rods and reinforced retaining structures. At the same time, the anchor block structure increases the contact area with the compacted body, especially the right-angle design of the beveled edge helps to evenly spread the stress. Combined with the decomposition effect of multiple anchor block structures on the compacted body pressure, it can effectively reduce the local high stress concentration below or behind the anchor block structure and eliminate the stress concentration phenomenon under the anchoring action.

[0019] (3) The pillow beam set on the front side of the anchor block structure can effectively disperse the horizontal thrust transmitted by the anchor block structure, constrain the deformation of the fill to prevent the anchor block structure from moving forward, and reduce local settlement and uneven stress.

[0020] (4) The vertical sliding action of the slider eliminates the stress caused by the vertical displacement of the structure, allowing the system to adapt to the settlement of the fill or uneven deformation of the foundation, ensuring that normal working performance is maintained under deformation. BRIEF DESCRIPTION OF THE DRAWINGS

[0021] Figure 1 It is a schematic diagram of the front structure of the anchor body in the present invention.

[0022] Figure 2 It is a schematic diagram of the internal structure of the anchor body in the present invention.

[0023] Figure 3 Schematic diagram of the connection structure between the steel pipe tie rod and the wall connecting member in the present invention.

[0024] Figure 4 For the present invention Figure 3 Schematic cross-sectional view at AA in the middle.

[0025] Figure 5 Schematic diagram of the installation structure of the wall connecting member in the present invention.

[0026] Figure 6 This is a schematic diagram of the installation of the bolster structure of the present invention.

[0027] Figure 7 This is a schematic diagram of the installation of the anchor block steel frame in the present invention.

[0028] Figure 8 Schematic diagram of the installation of the steel tube pull rod in the present invention.

[0029] Figure 9 This is a schematic diagram of pouring concrete with the anchor block reinforcement skeleton and steel tube tie rods in the present invention.

[0030] Figure 10 It is a schematic diagram of the landfill of the steel-concrete composite tie rod in the present invention.

[0031] Figure numerals: 1. Steel pipe tie rod; 2. Steel cage; 3. Slider; 4. Encapsulated concrete; 5. Anchor block concrete; 6. Sealing plate; 7. Positioning support frame; 8. Anchor block steel skeleton; 9. Pillar beam structure; 10. Retaining structure; 11. Wall connection; 12. Embedded steel bars; 13. Plug; 14. Groove. DETAILED DESCRIPTION

[0032] To make the objectives, technical solutions, and advantages of the embodiments of the present invention more clear, the technical solutions of the embodiments of the present invention will be clearly and completely described below in conjunction with the accompanying drawings of the embodiments of the present invention. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Generally, the components of the embodiments of the present invention described and shown in the drawings herein can be arranged and designed in various different configurations.

[0033] Therefore, the following detailed description of the embodiments of the present invention provided in the accompanying drawings is not intended to limit the scope of the invention as claimed, but rather merely represents selected embodiments of the present invention. All other embodiments derived by persons of ordinary skill in the art based on the embodiments of the present invention without creative effort shall fall within the scope of protection of the present invention.

[0034] Example The present invention provides a pull anchor structure, such as Figures 1-10 As shown, it includes a retaining structure 10 and a steel-concrete composite tie rod, which is arranged in the fill body on the blocking direction side of the retaining structure 10; Multiple groups of anchor block structures are arranged in the fill body on one side of the retaining structure 10 along the extension direction of the steel-concrete composite tie rods and are fixedly connected to the steel-concrete composite tie rods; The anchor block structure and the steel-concrete composite tie rod are both covered with a concrete coating. The anchor block structures are equidistantly placed within the fill along the extension direction of the steel-concrete composite tie rod. The anchor block structures and the steel-concrete composite tie rod are then integrated by the concrete coating. The tension is then transferred to the surrounding soil in a gradient pattern through the anchor block structure.

[0035] The retaining structure 10 is equipped with a wall connection 11 that is slidably connected to the steel-concrete composite tie rods. This wall connection 11 allows for slight vertical displacement of the steel-concrete composite tie rods, preventing rigidity damage. The use of the wall connection 11, which acts as a sliding hinge between the steel-concrete composite tie rods and the retaining structure 10, enables the anchor system to continue to function normally even after deformation caused by landfill settlement.

[0036] Preferably, the number of anchor block structures provided along the extension direction of the steel-concrete composite tie rod can be installed in multiples according to actual needs, and the spacing between any two anchor block structures is not a fixed value, and can be 3 meters, 5 meters, or other spacing values.

[0037] In some technical solutions of the present invention, a corbel groove is provided within the compacted material along the normal direction of the steel-concrete composite tie rods. A corbel structure 9 is provided within the corbel groove, abutting the anchor block structure on the side facing the retaining structure 10. Corbel structure 9 must be installed before excavation of the pit 14. Corbel structure 9 is used to evenly transfer anchor block pressure to the compacted material, preventing the anchor block structure from moving forward. This improves the pullout resistance of the steel-concrete composite tie rods, enhances the torsional resistance of the anchor block structure, and disperses the horizontal thrust generated by the compacted material on the retaining side of the retaining structure, thereby reducing the risk of overturning of the retaining structure 10.

[0038] Preferably, the bolster structure 9 may also be longitudinally connected in series with other anchor block structures installed along the extension direction of the retaining structure 10 to improve the stress bearing capacity of the overall structure.

[0039] In some technical solutions of the present invention, multiple sets of steel-concrete composite tie rods are provided, and the multiple sets of steel-concrete composite tie rods are equidistantly arranged along the extension direction of the retaining structure 10. The retaining structure 10 is connected to the multiple sets of steel-concrete composite tie rods through multiple sets of wall ties 11. The tensile force is transmitted to the surrounding soil through the above structure through the outer concrete-wrapped anchor block structure in the fill.

[0040] In some technical solutions of the present invention, the anchor block structure includes an anchor block steel skeleton 8 and an anchor block concrete 5 , and the anchor block concrete 5 is used to cover the anchor block steel skeleton 8 .

[0041] In some technical solutions of the present invention, the steel-concrete composite tie rod includes a steel pipe tie rod 1, a steel cage 2 is passed through the steel pipe tie rod 1, grouting material is filled between the steel pipe tie rod 1 and the steel cage 2, and a wall connection piece 11 is slidably arranged on one side of the steel pipe tie rod 1.

[0042] The steel tube tie rod 1 is arranged throughout the length of the steel-concrete composite tie rod, and any two adjacent steel tube tie rods 1 are connected and lengthened by threaded connection.

[0043] When installing the anchor block structure and the steel-concrete composite tie rod: it is necessary to make the anchor block steel frame 8 in the anchor block structure in the corresponding pit 14, and the anchor block structure and the steel pipe tie rod 1 are connected as a whole; the side of the anchor block structure that receives the tension is the force-bearing front, the front size is larger than the back size of the anchor block, the top surface of the anchor block structure is arranged horizontally, and the bottom surface is raised from the front to the back.

[0044] Then, the steel pipe tie rod 1 is passed through the anchor block reinforcement skeleton 8 and connected to the wall connection piece 11 , and the reinforcement cage 2 is installed in the steel pipe tie rod 1 .

[0045] The loose soil in the pit 14 is checked and removed, and the encapsulating concrete 4 for encapsulating the steel pipe tie rod 1 and the anchor block concrete 5 for encapsulating the anchor block steel bar skeleton 8 are poured. The encapsulating concrete 4 and the anchor block concrete 5 are integrally formed.

[0046] Integrated concrete pouring simplifies the process, while simultaneous grouting and curing shorten the construction period. Multiple anchor blocks are connected to steel-concrete composite tie rods. The frictional resistance of the tie rods within the compacted mass and the positive resistance of the compacted mass to the anchor blocks significantly increase the anchoring force. The multiple anchor blocks also decompose the tensile force of the steel-concrete composite tie rods, mitigating stress concentration within the compacted mass caused by the anchor structure.

[0047] During the curing period of the encapsulating concrete 4 and the anchor block concrete 5, grouting is performed inside the steel tube tie rod 1 to form a steel-concrete composite tie rod with the steel cage 2 and the steel tube tie pipe; after grouting inside the steel tube tie rod 1, a "steel tube + steel cage 2 + concrete" composite is formed, which has the tensile strength of steel and the corrosion resistance of concrete.

[0048] The backfilled mass gradually buries the steel-concrete composite tie rods until the mass is flush with the retaining structure 10. Step-by-step backfilling ensures the accuracy of tie rod burial and is suitable for complex foundations.

[0049] In some technical solutions of the present invention, a slider 3 is provided at the end of the steel tube tie rod 1 facing the wall tie 11. Slider 3 slides within the U-shaped steel section. The slider 3 and the U-shaped steel section within the wall tie 11 form a vertically sliding hinge structure. Slider 3 is used for the combined assembly of the steel tube tie rod 1 and the wall tie 11. In actual operation, slider 3 is placed within the wall tie 11, and foam is placed inside the wall tie 11, with the top surface of the foam higher than the mounting surface of slider 3.

[0050] Furthermore, when the steel pipe tie rod 1 is positioned, the slider 3 needs to be pressed against the wall connecting member 11 and temporarily fixed. The temporary fixation is released after the encapsulating concrete 4 reaches 75% of the design strength.

[0051] In some technical solutions of the present invention, a grouting pipe and a return grouting pipe are installed within the steel pipe tie rod 1. A sealing plate 6 is provided on the side of the steel pipe tie rod 1 facing away from the wall connection 11. The sealing plate 6 is provided with a grouting nozzle connected to the grouting pipe, and the sealing plate 6 is provided with a grouting stopper connected to the return grouting pipe. The grouting pipe and the return grouting pipe are installed simultaneously with the installation of the reinforcing cage 2 into the steel pipe tie rod 1. The dual-pipe system formed by the grouting pipe and the return grouting pipe ensures that the grouting fills the interior of the steel pipe, expel air, avoids grouting voids, and improves the integrity of the combined tie rod. The return grouting pipe monitors the density of the grouting.

[0052] The steel pipe tie rod 1 is filled with special grouting material for bridge prestressed pipes.

[0053] Several positioning frames are installed along the axial direction of the steel pipe tie rod 1 in a position avoiding the anchor block structure.

[0054] In some technical solutions of the present invention, a plug 13 is provided on the side of the steel pipe tie rod 1 facing the wall tie 11 to seal the opening of the steel pipe tie rod 1. This plug 13 is primarily used to prevent grouting material from escaping, seal the steel pipe end, and prevent grouting leakage and external water seepage. This ensures grouting pressure and saturation, and blocks corrosion pathways.

[0055] In some technical solutions of the present invention, an anti-corrosion layer is applied to the exposed section of the steel pipe tie rod 1 facing the wall connection member 11 and the plug 13. The anti-corrosion layer blocks the corrosive medium, reduces fatigue damage caused by stress concentration, and the double corrosion protection extends the life of the tie rod.

[0056] In some technical solutions of the present invention, several positioning support frames 7 are evenly spaced below the steel tube tie rod 1, with portions of the positioning support frames 7 embedded in the fill. The positioning support frames 7 are formed into an H-shaped structure with steel bars, and the installation interval between any two adjacent positioning support frames 7 is 1.0m to 1.5m.

[0057] In some technical solutions of the present invention, the wall tie 11 includes a U-shaped steel section and embedded rebar 12 mounted on the U-shaped steel section. The U-shaped steel section is slidably connected to the steel pipe tie rod 1. The end of the embedded rebar 12 is provided with a tail hook. The embedded rebar 12 is embedded in the retaining structure 10. The U-shaped steel section is made of weathering steel. The embedded rebar 12 is installed on the back of the retaining structure 10. The steel-concrete composite tie rod is anchored in the retaining structure 10 through the wall tie 11 to form a sliding hinge structure.

[0058] Preferably, during the construction of the retaining structure 10, the retaining structure 10 is first built, and wall ties 11 are pre-embedded at corresponding positions of the retaining structure 10 for installing steel-concrete composite tie rods; according to different backfill heights of the fill body, the elevations of multiple sets of wall ties 11 can be designed, and a multi-plane anchor system structure can be installed to improve the stability of the fill body after backfilling.

[0059] After the construction of the retaining structure 10 is completed, it is necessary to backfill part of the filling body on the back side of the retaining structure 10 to the installation elevation of the steel-concrete composite tie rod; provide temporary support for the steel-concrete composite tie rod, and ensure that the steel-concrete composite tie rod remains horizontal in the filling body, and then be perpendicular to the retaining structure 10. First, backfill part of the filling body to provide a working surface, and then gradually complete the subsequent anchor system structure to reduce construction interference and speed up construction progress.

[0060] A construction method of a stress-dispersed anchor system comprises the following steps: S1 during the construction of the retaining structure 10, the retaining structure 10 corresponding to the position of the embedded wall member 11 for installing the steel-concrete composite rod; S2. After the construction of the retaining structure 10 is completed, the retaining structure 10 needs to be backfilled to the top elevation of the steel-concrete composite tie rod; S3. Excavate the corbel groove, remove the loose soil in the corbel groove, and then install the corbel; S4 according to the design position and size of the steel and concrete composite tie rod and anchor block structure excavation pit 14, and remove the loose soil within the pit 14; S5. Production and installation of anchor block steel frame 8 in the corresponding groove 14; S6. The steel rod 1 passes through the anchor block steel frame 8 and is connected to the wall member 11, and then the inner side of the wall member 11 is filled with foam and the slider 3 is installed; S7. Install the steel cage 2 in the steel rod 1, and simultaneously install the grouting pipe and the slurry return pipe in the steel rod 1; S8. Check and remove the loose soil in the pit 14 again, pouring the encapsulated concrete 4 for coating the steel rod 1 and the anchor block concrete 5 coating the anchor block steel skeleton 8, the encapsulated concrete 4 and the anchor block concrete 5 integrally formed; S9. During the curing period of the encapsulated concrete 4 and the anchor block concrete 5, the sealing plate 6 is installed and connected to the grouting pipe and the grouting pipe, and then the grouting operation is performed within the steel rod 1; S10. Backfill the fill body and gradually fill the steel-concrete composite tie rod; S11. When setting several layers of steel-concrete composite tie rods, repeat the above operation; S12. Continue constructing the fill until it is completely completed. The above are merely preferred embodiments of the present invention and are not intended to limit the present invention. Those skilled in the art will readily appreciate that various modifications and variations are possible. Any modifications, equivalent substitutions, or improvements made within the spirit and principles of the present invention are intended to be within the scope of protection of the present invention.

Claims

1. A pull anchor structure, comprising a retaining structure (10), characterized in that: Also includes: A steel-concrete composite tie rod, the steel-concrete composite tie rod being arranged in the filling body on one side of the retaining direction of the retaining structure (10); Multiple groups of anchor block structures are arranged in the filling body on one side of the retaining direction of the retaining structure (10) along the extension direction of the steel-concrete composite tie rod, and are fixedly connected to the steel-concrete composite tie rod; The anchor block structure and the steel-concrete composite tie rod are both covered with a concrete coating; The retaining structure (10) is provided with a wall connecting member (11) that is slidably connected to the steel-concrete composite tie rod.

2. The anchor structure according to claim 1, characterized in that: A pillow beam groove is provided in the fill body along the normal direction of the steel-concrete composite tie rod, and a pillow beam structure (9) is provided in the pillow beam groove and abuts against the anchor block structure on the side facing the retaining structure (10).

3. The anchor structure according to claim 1, characterized in that: There are multiple groups of steel-concrete composite tie rods, and the multiple groups of steel-concrete composite tie rods are equidistantly arranged along the extension direction of the retaining structure (10).

4. The anchor structure according to claim 1 or 2, characterized in that: The anchor block structure comprises an anchor block steel frame (8) and anchor block concrete (5), wherein the anchor block concrete (5) is used to cover the anchor block steel frame (8).

5. The anchor structure according to any one of claims 1 to 3, characterized in that: The steel-concrete composite tie rod comprises a steel tube tie rod (1), a steel cage (2) is inserted into the steel tube tie rod (1), grouting material is filled between the steel tube tie rod (1) and the steel cage (2), and the wall connecting member (11) is slidably arranged on one side of the steel tube tie rod (1).

6. The anchor structure according to claim 5, characterized in that: The wall connecting member (11) comprises a U-shaped steel and embedded steel bars arranged on the U-shaped steel, the U-shaped steel being slidably connected to the steel pipe tie rod (1); a tail hook is provided at the tail end of the embedded steel bar; the embedded steel bar is embedded in the retaining structure (10).

7. The anchor structure according to claim 6, characterized in that: A slider (3) is provided at one end of the steel pipe tie rod (1) facing the wall connecting member (11), and the slider (3) is slidably arranged in the U-shaped steel.

8. The anchor structure according to claim 5, characterized in that: A grouting pipe and a return grouting pipe are installed in the steel pipe tie rod (1), and a sealing plate (6) is provided on the side of the steel pipe tie rod (1) away from the wall connecting member (11); the sealing plate (6) is provided with a grouting nozzle connected to the grouting pipe, and the sealing plate (6) is provided with a grouting stopper connected to the return grouting pipe.

9. The anchor structure according to claim 5, characterized in that: A plug (13) for sealing the opening of the steel pipe tie rod (1) is provided on the side of the steel pipe tie rod (1) facing the wall connecting member (11).

10. The anchor structure according to claim 9, characterized in that: The exposed section of the steel pipe tie rod (1) facing the wall connecting member (11) and the plug (13) are both coated with an anti-corrosion layer.

11. The anchor structure according to claim 5, characterized in that: A plurality of positioning support frames (7) are equidistantly provided below the steel tube tie rod (1), and parts of the positioning support frames (7) are embedded in the fill body.

12. A stress-dispersed anchor system construction method, characterized in that: The steps include: S1. During the construction of the retaining structure (10), a pre-buried wall member (11) is required at the corresponding position of the retaining structure (10) for installing a steel-concrete composite tie rod; S2. After the construction of the retaining structure (10) is completed, it is necessary to backfill part of the fill body on the back side of the retaining structure (10) to the top elevation of the steel-concrete composite tie rod; S3. Excavate the corbel groove, remove the loose soil in the corbel groove, and then construct the corbel (9); S4 according to the design position and size of the steel-concrete composite tie rod and anchor block structure excavation pit (14), and remove the loose soil in the pit (14); S5. Make and install the anchor block steel frame (8) in the corresponding pit (14); S6. The steel tube tie rod (1) is passed through the anchor block steel frame (8) and then connected to the wall member (11), and then the inner side of the wall member (11) is filled with foam and the slider is installed; S7. Install the steel cage (2) in the steel rod (1), and install the grouting pipe and the grouting pipe into the steel rod (1) simultaneously; S8. Check and remove the loose soil in the pit (14) again, pour the encapsulating concrete (4) for encapsulating the steel pipe tie rod (1) and the anchor block concrete (5) for encapsulating the anchor block steel frame (8), and form the encapsulating concrete (4) and the anchor block concrete (5) into one piece; S9. During the curing period of the encapsulated concrete (4) and the anchor block concrete (5), the sealing plate (6) is installed and the grouting pipe and the grouting pipe are connected, and then the grouting operation is performed inside the steel pipe tie rod (1); S10. Backfill the fill body and gradually fill the steel-concrete composite tie rod; S11. When setting several layers of steel-concrete composite tie rods, repeat the above operation; S12. Continue to construct the fill until it is completed.

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