Root anchor type reinforced embankment structure of waste and old tire and construction method thereof

Abstract

This invention relates to the field of embankment construction technology, and more specifically, to a root-anchored waste tire reinforced embankment structure and its construction method. It includes a reinforced cushion layer, an embankment reinforcement layer, a flexible pipe, and a root-like anchor. Both the reinforced cushion layer and the embankment reinforcement layer are composed of geogrids and horizontally arranged waste tires filled with crushed stone. The flexible pipe vertically penetrates the reinforced cushion layer and the embankment reinforcement layer, with its upper end passing through the top geogrid of the embankment reinforcement layer and extending into the embankment fill, and its lower end passing through the bottom geogrid of the reinforced cushion layer and extending into the foundation soil. By pressurizing grout into the flexible pipe, the grout seeps out from the pipe wall and solidifies to form a root-like anchor, anchoring the pipe to the geogrid nodes it passes through and the surrounding soil as a whole. This invention achieves integrated connection and deep anchoring of waste tires and geogrids, improving the integrity and bearing capacity of the embankment and reducing uneven settlement. This invention is mainly applied to root-anchored waste tire reinforced embankments.

Description

Technical Field

[0001] This invention relates to the field of embankment construction technology, and more specifically, to a root-anchored waste tire reinforced embankment structure and its construction method. Background Technology

[0002] Environmental pollution caused by waste tires has become a global ecological challenge. my country generates approximately 330 million waste tires annually, equivalent to about 13 million tons, ranking first in the world, and this number is increasing at a rate of 6% to 8% per year. The non-degradable nature of waste tires leads to environmental risks such as long-term land occupation, fire hazards, and heavy metal leakage. How to dispose of this massive quantity of waste tires in an environmentally friendly and economical manner has become an urgent technical problem to be solved.

[0003] Meanwhile, differential settlement of embankments is a common problem in highway engineering. Due to differences in the mechanical properties of the foundation soil, abrupt changes in stiffness at the cut-fill junction, and consolidation deformation of soft soil foundations, embankments are prone to uneven settlement, which in turn leads to early problems such as pavement cracking and rutting, seriously affecting road service performance and driving safety.

[0004] Existing technologies include the use of waste tires for embankment reinforcement. Waste tires are horizontally arranged within the embankment, utilizing their circumferential restraint effect to limit lateral soil deformation and improve the bearing capacity of the reinforced soil. Simultaneously, a geogrid is laid beneath the waste tires, using its tensile strength to compensate for the lack of continuity between the tires. However, this approach still has the following shortcomings: There is a lack of effective anchoring between the reinforcement layer and the subbase, making the reinforcement layer prone to overall slippage under large loads or differential settlement; the tires and geogrid are often fixed using mechanical connectors such as U-shaped nails, which are prone to loosening, fatigue fracture, or corrosion under long-term loads, and rigid connectors can easily cause mechanical damage to flexible materials; the reinforcement layer lacks integrity, and there is a lack of vertical force transmission path between the geogrid and the tire layer, making it difficult for the circumferential restraint effect of the tires and the tensile strength of the geogrid to truly work synergistically. Summary of the Invention

[0005] To overcome the shortcomings of the existing technology, this invention provides a root-anchored waste tire reinforced embankment structure and its construction method. By using vertical flexible pipes and grouting, root-like anchor bodies are formed that penetrate the reinforcement layer and extend into the subbase. This enhances the integrity between the reinforcement layer, the tire, and the filler, and achieves a reliable anchoring connection between the waste tire reinforcement layer and the subbase, thus forming a three-dimensional integrated reinforcement system.

[0006] To solve the above-mentioned technical problems, the technical solution adopted by the present invention is as follows: A root-anchored waste tire reinforced embankment structure, including The reinforced cushion layer is set on the foundation soil and includes, from bottom to top, a bottom geogrid, horizontally arranged reinforced cushion tires, and a top geogrid. The interior and space between the reinforced cushion tires are filled with cushion crushed stone filler. The embankment reinforcement layer, which is set in the embankment filling material above the reinforcement cushion layer, includes, from bottom to top, a bottom geogrid of the embankment reinforcement layer, a horizontally arranged embankment reinforcement layer tire, and a top geogrid of the embankment reinforcement layer. The interior of the embankment reinforcement layer tire and the space between the embankment reinforcement layer tires are filled with reinforced crushed stone filling material. A flexible pipe vertically penetrates the reinforced cushion layer and the embankment reinforced layer. The upper end of the flexible pipe passes through the top geogrid of the embankment reinforced layer and extends into the embankment fill above it, while the lower end passes through the bottom geogrid of the reinforced cushion layer and extends into the foundation soil. The root-shaped anchor body is formed by the solidification of grout injected into the flexible pipe. The root-shaped anchor body anchors and connects the flexible pipe to the nodes of the reinforced cushion layer and the embankment reinforced layer through which it passes, as well as the surrounding soil, into a whole.

[0007] The outer diameter of the flexible pipe is larger than the size of a single mesh on the bottom geogrid of the reinforced cushion layer, the top geogrid of the reinforced cushion layer, the bottom geogrid of the embankment reinforcement layer, and the top geogrid of the embankment reinforcement layer. When the flexible pipe is installed, it forms a tight contact with the mesh ribs.

[0008] The flexible pipe has radial through holes spaced apart along the axial direction on its sidewall. The slurry that seeps out from the through holes inside the reinforced pad tire and the embankment reinforced pad tire solidifies to form a hardened body embedded in the gap between the pad crushed stone filler and the reinforced crushed stone filler.

[0009] The lower end of the flexible pipe extending into the foundation soil is bent or forked, and the grout seeping from the lower end solidifies in the foundation soil to form a root-like grout diffuser that extends in all directions.

[0010] Both the reinforced pad tire and the embankment reinforced tire are hollow ring structures formed after the sidewalls are removed. They are arranged in a quincunx pattern on the plane with adjacent tire sidewalls in close contact. The flexible pipe is arranged in a quincunx or grid pattern on the plane and passes through the corresponding pad gravel filler and reinforced gravel filler filled between adjacent reinforced pad tires and embankment reinforced tires, or passes through the corresponding pad gravel filler and reinforced gravel filler filled in the inner ring of the reinforced pad tires and embankment reinforced tires.

[0011] The geogrid at the bottom of the reinforced cushion layer, the geogrid at the top of the reinforced cushion layer, the geogrid at the bottom of the embankment reinforcement layer, and the geogrid at the top of the embankment reinforcement layer are all bidirectional geogrids; the grout used to form the root-shaped anchor is a cement-based grout or a geopolymer grout.

[0012] A method for constructing a root-anchored waste tire-reinforced embankment includes the following steps: S1. Embed the lower sections of several flexible pipes in the foundation soil and level and compact the foundation soil. S2. A reinforced cushion layer is formed by sequentially laying a bottom geogrid, a horizontally arranged reinforced cushion layer tire filled with cushion layer crushed stone filler inside and between the tires, and a top geogrid on top of the reinforced cushion layer above the foundation soil; during the laying process, the flexible pipe is sequentially passed through the mesh of the bottom geogrid, the cushion layer crushed stone filler, and the mesh of the top geogrid. S3. Fill the embankment fill material in layers above the reinforced cushion layer to the design elevation of the embankment reinforcement layer. During the filling process, extend the flexible pipe upward through the embankment fill material of that section. S4. After the embankment fill is filled, the bottom geogrid of the embankment reinforcement layer, the horizontally arranged embankment reinforcement layer tires filled with reinforced crushed stone fill material inside and between, and the top geogrid of the embankment reinforcement layer are laid in sequence on top of the embankment reinforcement layer to form the embankment reinforcement layer; during the laying process, the flexible pipe is laid through the mesh of the bottom geogrid of the embankment reinforcement layer, the reinforced crushed stone fill material and the mesh of the top geogrid of the embankment reinforcement layer in sequence. S5. Fill the embankment with filler material above the embankment reinforcement layer up to the top elevation of the flexible pipeline; S6. Pressure grouting is performed through the flexible pipe. The grout seeps out and solidifies through the side wall of the flexible pipe, forming a root-like anchor body inside and around the flexible pipe that penetrates the bottom geogrid of the reinforced cushion layer, the top geogrid of the reinforced cushion layer, the bottom geogrid of the embankment reinforcement layer, the top geogrid of the embankment reinforcement layer, the cushion layer gravel filler, the reinforcement layer gravel filler, and the foundation soil. S7. After the grout of the root-shaped anchor solid has solidified to the predetermined strength, continue to fill the embankment filler to the designed embankment elevation.

[0013] In steps S2 and S4, when the flexible pipe passes through the mesh of the bottom geogrid of the reinforced cushion layer, the top geogrid of the reinforced cushion layer, the bottom geogrid of the embankment reinforcement layer, and the top geogrid of the embankment reinforcement layer, the flexible pipe is vertically positioned and maintained during the filling of the cushion layer crushed stone filler or the reinforced layer crushed stone filler and the filling of the embankment filler.

[0014] In step S6, segmented pressure grouting is used. During the grouting process, the grout penetrates into the foundation soil from the lower end of the flexible pipe to form root-like diffusers. The grout overflows outward and covers the corresponding geogrid ribs at the locations where the flexible pipe passes through the bottom geogrid of the reinforced cushion layer, the top geogrid of the reinforced cushion layer, the bottom geogrid of the embankment reinforcement layer, and the top geogrid of the embankment reinforcement layer. After solidification, it forms anchoring nodes.

[0015] Compared with the prior art, the beneficial effects of the present invention are as follows: It improves anchoring performance, with root-like anchors penetrating deep into the foundation soil to anchor the reinforced structure to the cushion layer, effectively preventing the overall slippage of the reinforced layer.

[0016] Overall integrity is enhanced. The anchoring nodes formed by grouting and curing anchor and connect the nodes of each layer of geogrid to the vertical flexible pipe, forming a three-dimensional continuous reinforcement system, which solves the problems of easy loosening and corrosion of traditional mechanical connections.

[0017] The synergistic reinforcement effect is improved, and the root-like anchor body ensures that each layer of geogrid works under the same deformation coordination conditions, so that the circumferential restraint effect of the tire and the tensile effect of the geogrid are synergistically enhanced.

[0018] A new vertical load transfer path was added, forming a load transfer path from top to bottom consisting of a tire reinforcement layer, geogrid, and root-like anchor body, thus achieving effective load transfer from shallow to deep layers. Attached Figure Description

[0019] Figure 1 This is a schematic diagram of the embankment structure of the present invention; Figure 2 This is a top view of the flexible pipe installation in this invention; Figure 3 This is a side view of the flexible pipe installation in this invention; Figure 4 This is a top view of the embankment without the top geogrid of the embankment reinforcement layer in this invention; Figure 5 This is a flowchart illustrating the construction process of this invention. Figure 6 This is a comparison diagram of the stress at the bottom of the subbase of the root-anchored waste tire reinforced embankment structure and the conventional waste tire reinforced embankment structure under the same load. Figure 7 A comparison of the top settlement of an anchored waste tire reinforced embankment structure and a conventional waste tire reinforced embankment structure under the same load. In the figure: 1 is the flexible pipe, 2 is the geogrid at the bottom of the reinforced cushion layer, 3 is the tire of the reinforced cushion layer, 41 is the crushed stone fill of the cushion layer, 42 is the crushed stone fill of the reinforced layer, 5 is the geogrid at the top of the reinforced cushion layer, 6 is the embankment fill, 7 is the geogrid at the bottom of the embankment reinforced layer, 8 is the tire of the embankment reinforced layer, 9 is the geogrid at the top of the embankment reinforced layer, and 10 is the root-shaped anchor. Detailed Implementation

[0020] To better understand the above-mentioned objectives, features, and advantages of the present invention, the present invention will be further described in detail below with reference to the accompanying drawings and specific embodiments. It should be noted that, unless otherwise specified, the embodiments and features described in these embodiments can be combined with each other.

[0021] Many specific details are set forth in the following description in order to provide a full understanding of the invention. However, the invention may also be implemented in other ways different from those described herein. Therefore, the scope of protection of the invention is not limited to the specific embodiments disclosed below.

[0022] like Figures 1 to 7 As shown, a root-anchored waste tire reinforced embankment structure is characterized by: comprising The reinforced cushion layer is set on the foundation soil and includes, from bottom to top, a bottom geogrid 2, horizontally arranged reinforced cushion layer tires 3, and a top geogrid 5. The interior of the reinforced cushion layer tires 3 and the spaces between the reinforced cushion layer tires 3 are filled with cushion layer crushed stone filler 41. The embankment reinforcement layer is located in the embankment fill 6 above the reinforcement cushion layer. From bottom to top, it includes a bottom geogrid 7, a horizontally arranged embankment reinforcement layer tire 8, and a top geogrid 9. The interior and spaces between the embankment reinforcement layer tires 8 are filled with reinforced crushed stone filler 42. The height of the embankment reinforcement layer is half the total height of the embankment, and the reinforcement effect is most significant within this height range.

[0023] Flexible pipe 1 vertically penetrates the reinforced cushion layer and the embankment reinforced layer. The upper end of flexible pipe 1 passes through the top geogrid 9 of the embankment reinforced layer and extends into the embankment fill material 6 above it. The lower end passes through the bottom geogrid 2 of the reinforced cushion layer and extends into the foundation soil. Flexible pipe 1 is made of high-strength flexible material, specifically, a permeable hose wrapped with high-strength geotextile, a PVC corrugated pipe, or a biodegradable flexible pipe. Flexible pipe 1 is arranged in a quincunx or square grid pattern in plan view, with a spacing of 2.0–4.0 m between adjacent pipes, and the lower end of the pipe extends into the foundation soil to a depth of 0.5–1.0 m. The pipeline runs through multiple layers from top to bottom, namely embankment fill, top geogrid 9 of the embankment reinforcement layer, tire of the embankment reinforcement layer 8, bottom geogrid 7 of the embankment reinforcement layer 6, top geogrid 5 of the reinforced cushion layer, tire of the reinforced cushion layer 3, bottom geogrid 2 of the reinforced cushion layer and foundation soil, thereby connecting the various components inside the reinforcement layer into a whole under stress and forming a reliable anchoring connection with the cushion layer.

[0024] The root-like anchor body 10 is formed by the solidification of grout injected into the flexible pipe 1. The root-like anchor body 10 anchors and connects the flexible pipe 1 to the nodes of the reinforced cushion layer and embankment reinforcement layer it passes through, as well as the surrounding soil, into a unified structure. Through pressure grouting into the flexible pipe 1, the grout seeps out from the through-holes in the pipe sidewall, forming a hardened grout body at the intersection of the pipe and each layer of geogrid, encapsulating and connecting the longitudinal and transverse ribs of the geogrid. This hardened body is simultaneously anchored to the surrounding soil and the crushed stone filler inside the tire, forming anchoring nodes. Multiple anchoring nodes are distributed along the pipe axis, forming a continuous anchoring section. The lower end of the flexible pipe 1 extends into the foundation soil. After grouting, the grout seeps out from the pipe sidewall, forming root-like grout diffusers extending along the pipe axis around the pipe, which, together with the pipe, constitute the root-like anchor body 10. This root-like anchor body penetrates deep into the foundation soil layer, transferring the load of the upper reinforced structure to the deep, stable strata, achieving a root-like anchoring effect. The subbase reinforcement structure and the main reinforcement structure are connected into a three-dimensional whole through multiple root-like anchor bodies and their anchoring nodes.

[0025] Preferably, the outer diameter of the flexible pipe 1 is 1.2 to 1.5 times the size of a single mesh of the geogrid, and the flexible pipe 1 forms a tight contact with the mesh ribs when it is installed.

[0026] Preferably, the sidewall of the flexible pipe 1 has radially spaced through holes at intervals along the axial direction. The diameter of the through holes is 2-10 mm, and they are arranged at intervals of 50-200 mm along the axial direction of the pipe. The grout that seeps out from the through holes inside the reinforced pad tire 3 and the embankment reinforced pad tire 8 solidifies to form a hardened body embedded in the gaps between the pad crushed stone filler 41 and the reinforced layer crushed stone filler 42.

[0027] Preferably, the lower end of the flexible pipe 1 extending into the foundation soil is bent or forked, and the grout seeping from the lower end solidifies in the foundation soil to form a root-like grout diffuser that extends outwards.

[0028] Preferably, both the reinforced pad tire 3 and the embankment reinforced pad tire 8 are hollow ring structures formed after the sidewalls are removed, arranged in a quincunx pattern on the plane with adjacent tire sidewalls in close contact; the flexible pipe 1 is arranged in a quincunx or grid pattern on the plane and passes through the corresponding pad gravel filler 41 and reinforced gravel filler 42 filled between adjacent reinforced pad tires 3 and embankment reinforced pad tires 8, or passes through the corresponding pad gravel filler 41 and reinforced gravel filler 42 filled in the inner ring of the reinforced pad tire 3 and embankment reinforced pad tire 8.

[0029] Preferably, the bottom geogrid 2 of the reinforced cushion layer, the top geogrid 5 of the reinforced cushion layer, the bottom geogrid 7 of the embankment reinforced layer, and the top geogrid 9 of the embankment reinforced layer are all bidirectional geogrids; the grout used to form the root-shaped anchor 10 is a cement-based grout or a geopolymer grout.

[0030] like Figure 5 As shown, a method for constructing a root-anchored waste tire reinforced embankment includes the following steps: S1. Embed the lower sections of several flexible pipes 1 in the foundation soil and level and compact the foundation soil. Before embedding, mark the planar position of each flexible pipe 1 according to the design drawings, and arrange the pipes in a quincunx pattern. Drill holes in the foundation soil using mechanical or manual methods so that the lower end of the pipe extends into the foundation soil to a certain depth. Sufficient height should be reserved for the pipes to protrude above the foundation soil surface to ensure that the upper end of the pipes is always higher than the current fill surface during subsequent construction layers.

[0031] S2. A reinforced cushion layer is constructed by sequentially laying the following layers on top of the foundation soil: a bottom geogrid 2, horizontally arranged reinforced cushion layer tires 3 filled with cushion layer crushed stone filler 41, and a top geogrid 5. During installation, the flexible pipe 1 passes sequentially through the mesh of the bottom geogrid 2, the cushion layer crushed stone filler 41, and the top geogrid 5. The bottom geogrid 2 should be stretched and flattened during installation, with an overlap length of at least 300mm in the width direction. The reinforced cushion layer tires 3 are arranged in a staggered pattern, with adjacent tire sidewalls tightly fitted. The gaps inside the tires and between adjacent tires are filled with cushion layer crushed stone filler 41, and compacted in layers until flush with the top surface of the tires. The top geogrid 5 is laid on top of the compacted tires, with the same installation requirements as the bottom geogrid. The flexible pipe 1 remains vertical throughout the laying process of each layer, and its position is adjusted in a timely manner after it passes through the grid mesh.

[0032] S3. Fill the embankment fill material 6 in layers above the reinforced cushion layer to the design elevation of the embankment reinforcement layer. During the filling process, extend the flexible pipe 1 upwards through this section of embankment fill material 6. As the filling surface gradually rises, the flexible pipe 1 is correspondingly extended upwards. The pipe extension adopts a socket connection or a hot-melt connection method, and the connection strength is not lower than the pipe body strength. During each layer of filling, take care to protect the flexible pipe 1 from collisions with construction machinery.

[0033] S4. Above the filled embankment fill material 6, sequentially lay the bottom geogrid 7 of the embankment reinforcement layer, the horizontally arranged embankment reinforcement layer tires 8 filled with reinforced crushed stone fill material 42 inside and between them, and the top geogrid 9 of the embankment reinforcement layer, forming the embankment reinforcement layer. During laying, the flexible pipe 1 sequentially passes through the mesh of the bottom geogrid 7, the reinforced crushed stone fill material 42, and the top geogrid 9 of the embankment reinforcement layer. The construction process of the embankment reinforcement layer is the same as that of the reinforcement cushion layer in step S2. When the flexible pipe 1 passes through the embankment reinforcement layer tires 8, it can choose to pass through the inner ring of the tire or through the gap between adjacent tires, depending on the relative position of the flexible pipe 1 and the tire arrangement on site.

[0034] S5. Fill the embankment fill material 6 above the embankment reinforcement layer to the top elevation of the flexible pipe 1. The filling in this stage is still carried out according to the layered filling and compaction process. As the filling height increases, the upper end of the flexible pipe 1 is kept exposed above the filling surface at a certain height.

[0035] S6. Pressure grouting is performed through flexible pipe 1. The grout seeps out and solidifies through the sidewall of flexible pipe 1, forming root-like anchors 10 inside and around the flexible pipe 1, penetrating the following layers: bottom geogrid 2 of the reinforced cushion layer, top geogrid 5 of the reinforced cushion layer, bottom geogrid 7 of the embankment reinforced layer, top geogrid 9 of the embankment reinforced layer, cushion layer crushed stone fill 41, reinforced layer crushed stone fill 42, and foundation soil. The grouting material is mixed according to the design ratio and injected through the upper end of the pipe using a grouting pump. During the grouting process, the grout flows down the pipe to each layer and then seeps out through the through-holes in the sidewall of the pipe. Due to the different permeability coefficients of different soil layers, the diffusion range of the grout in the crushed stone fill layer is usually greater than that in the cohesive soil layer.

[0036] S7. After the grout of the root-shaped anchor 10 has cured to the predetermined strength, continue filling the embankment fill 6 to the designed embankment elevation. After the grout has cured, compact it in layers using conventional methods to the designed elevation of the top surface of the embankment.

[0037] Preferably, in steps S2 and S4, when the flexible pipe 1 passes through the mesh of the bottom geogrid 2, top geogrid 5, bottom geogrid 7, and top geogrid 9 of the reinforced subgrade, the flexible pipe 1 is vertically positioned and maintained during the filling of the subgrade crushed stone filler 41 or the reinforced subgrade crushed stone filler 42 and the embankment filler 6. Positioning and maintenance can be achieved using a temporary fixing frame to fix the flexible pipe 1 to the designed plane position, while the verticality of the pipe is checked at any time using a plumb line or spirit level.

[0038] Preferably, step S6 employs segmented pressure grouting. During the grouting process, the grout permeates from the lower end of the flexible pipe 1 into the foundation soil, forming a root-like diffuser. The grout overflows outwards and coats the corresponding geogrid ribs at the locations where the flexible pipe 1 passes through the bottom geogrid 2 of the reinforced cushion layer, the top geogrid 5 of the reinforced cushion layer, the bottom geogrid 7 of the embankment reinforcement layer, and the top geogrid 9 of the embankment reinforcement layer, solidifying to form anchoring nodes. Segmented grouting is performed sequentially from bottom to top, first grouting the lower foundation soil layer. After the grout at the lower end has initially solidified, grouting proceeds sequentially upwards, ensuring that the grout at each anchoring node is full and abundant. At each anchoring node, the grout forms a coating layer on the upper and lower surfaces of the geogrid ribs, encasing the longitudinal and transverse ribs of the geogrid within the hardened grout.

[0039] To further illustrate the advantages of root-anchored waste tire reinforced embankment structures, a typical working condition was set: a road surface width of 8m, an embankment height of 4m, an embankment slope of 1:1.5, and a thickness of 0.2m for both the reinforced subbase and the embankment reinforcement layer. The height of the top of the embankment reinforcement layer from the top of the subbase was 2m. Numerical simulation calculations were performed using the finite difference software FLAC3D, establishing both root-anchored waste tire reinforced embankment models and conventional waste tire reinforced embankment models without root anchoring. A uniformly distributed load of 100kPa was applied to the top of both embankments. Comparing the two working conditions, it can be seen that after root anchoring reinforcement, the maximum stress at the bottom of the subbase decreased from 79kPa to 67kPa, a reduction of 15.2%. After root anchoring reinforcement, the maximum settlement at the top of the embankment decreased from 58mm to 38mm, a reduction of 34.5%; and the uneven settlement decreased from 42mm to 16mm, a reduction of 61.9%. It can reduce the vertical stress of the embankment on the foundation soil, reduce the settlement and differential settlement of the embankment, and thus effectively improve the reinforcement effect of the embankment.

[0040] The above description only illustrates the preferred embodiments of the present invention. However, the present invention is not limited to the above embodiments. Within the scope of knowledge possessed by those skilled in the art, various changes can be made without departing from the spirit of the present invention, and all such changes should be included within the protection scope of the present invention.

Claims

1. A root-anchored waste tire reinforced embankment structure, characterized in that: include The reinforced cushion layer is set on the foundation soil and includes, from bottom to top, a bottom geogrid (2), horizontally arranged reinforced cushion tires (3), and a top geogrid (5). The interior of the reinforced cushion tires (3) and the space between the reinforced cushion tires (3) are filled with cushion crushed stone filler (41). The embankment reinforcement layer is set in the embankment filling material (6) above the reinforcement cushion layer. From bottom to top, it includes the bottom geogrid (7), the horizontally arranged embankment reinforcement layer tires (8), and the top geogrid (9) of the embankment reinforcement layer. The interior of the embankment reinforcement layer tires (8) and the spaces between the embankment reinforcement layer tires (8) are filled with reinforced layer crushed stone filling material (42). The flexible pipe (1) vertically penetrates the reinforced cushion layer and the embankment reinforced layer. The upper end of the flexible pipe (1) passes through the top geogrid (9) of the embankment reinforced layer and extends into the embankment fill (6) above it. The lower end passes through the bottom geogrid (2) of the reinforced cushion layer and extends into the foundation soil. The root-shaped anchor body (10) is formed by the solidification of grout injected into the flexible pipe (1). The root-shaped anchor body (10) anchors and connects the flexible pipe (1) with the nodes of the reinforced cushion layer, the embankment reinforced layer and the surrounding soil through which it passes.

2. The root-anchored waste tire reinforced embankment structure according to claim 1, characterized in that: The outer diameter of the flexible pipe (1) is larger than the size of a single mesh on the bottom geogrid (2) of the reinforced cushion layer, the top geogrid (5) of the reinforced cushion layer, the bottom geogrid (7) of the embankment reinforced layer, and the top geogrid (9) of the embankment reinforced layer. When the flexible pipe (1) is installed, it forms a close contact with the mesh ribs.

3. The root-anchored waste tire reinforced embankment structure according to claim 1, characterized in that: The flexible pipe (1) has radial through holes spaced along the axial direction on its sidewall. The slurry that seeps out from the through holes inside the reinforced pad tire (3) and the embankment reinforced pad tire (8) solidifies to form a hardened body embedded in the gap between the pad crushed stone filler (41) and the reinforced crushed stone filler (42).

4. The root-anchored waste tire reinforced embankment structure according to claim 1, characterized in that: The lower end of the flexible pipe (1) extending into the foundation soil is bent or forked, and the grout seeping from the lower end solidifies in the foundation soil to form a root-like grout diffuser that extends outwards.

5. The root-anchored waste tire reinforced embankment structure according to claim 1, characterized in that: Both the reinforced pad tire (3) and the embankment reinforced tire (8) are hollow ring structures formed after the sidewalls are cut off. They are arranged in a quincunx pattern on the plane and the sidewalls of adjacent tires are in close contact. The flexible pipe (1) is arranged in a quincunx or grid pattern on the plane and passes through the corresponding pad crushed stone filler (41) and reinforced crushed stone filler (42) filled between adjacent reinforced pad tires (3) and embankment reinforced tires (8), or passes through the corresponding pad crushed stone filler (41) and reinforced crushed stone filler (42) filled in the inner ring of the reinforced pad tires (3) and embankment reinforced tires (8).

6. A root-anchored waste tire reinforced embankment structure according to any one of claims 1 to 5, characterized in that: The bottom geogrid (2), top geogrid (5), bottom geogrid (7), and top geogrid (9) of the embankment reinforcement layer are all bidirectional geogrids; the grout used to form the root-shaped anchor body (10) is a cement-based grout or a geopolymer grout.

7. A method for constructing a root-anchored waste tire-reinforced embankment, characterized in that, Includes the following steps: S1. Embed the lower section of several flexible pipes (1) in the foundation soil and level and compact the foundation soil. S2. A reinforced cushion layer is constructed by sequentially laying a bottom geogrid (2), a horizontally arranged reinforced cushion layer tire (3) filled with cushion layer crushed stone filler (41) inside and between, and a top geogrid (5) on the foundation soil to form a reinforced cushion layer. During the laying process, the flexible pipe (1) is sequentially passed through the mesh of the bottom geogrid (2), the cushion layer crushed stone filler (41), and the mesh of the top geogrid (5). S3. Fill the embankment fill material (6) in layers above the reinforced cushion layer to the design elevation of the embankment reinforcement layer. During the filling process, extend the flexible pipe (1) upward through the embankment fill material (6) of this section. S4. After filling the embankment fill material (6), the bottom geogrid (7), the horizontally arranged embankment reinforcement tire (8) filled with reinforced crushed stone fill material (42) inside and between, and the top geogrid (9) of the embankment reinforcement layer are laid in sequence to form the embankment reinforcement layer; during the laying process, the flexible pipe (1) is made to pass through the mesh of the bottom geogrid (7), the reinforced crushed stone fill material (42) and the top geogrid (9) of the embankment reinforcement layer in sequence; S5. Fill the embankment filling material (6) above the embankment reinforcement layer to the top elevation of the flexible pipe (1); S6. Pressure grouting is performed through the flexible pipe (1). The grout seeps out through the side wall of the flexible pipe (1) and solidifies, forming a root-like anchor body (10) that penetrates the bottom geogrid (2) of the reinforced cushion layer, the top geogrid (5) of the reinforced cushion layer, the bottom geogrid (7) of the embankment reinforced layer, the top geogrid (9) of the embankment reinforced layer, the cushion layer crushed stone fill (41), the reinforced layer crushed stone fill (42) and the foundation soil inside and around the flexible pipe (1). S7. After the grout of the root-shaped anchor (10) has solidified to the predetermined strength, continue to fill the embankment fill (6) to the designed embankment elevation.

8. The method for constructing a root-anchored waste tire reinforced embankment according to claim 7, characterized in that: In steps S2 and S4, when the flexible pipe (1) passes through the mesh of the bottom geogrid (2) of the reinforced cushion layer, the top geogrid (5) of the reinforced cushion layer, the bottom geogrid (7) of the embankment reinforced layer, and the top geogrid (9) of the embankment reinforced layer, the flexible pipe (1) is vertically positioned and maintained during the filling of the cushion layer crushed stone filler (41) or the reinforced layer crushed stone filler (42) and the filling of the embankment filler (6).

9. A method for constructing a root-anchored waste tire reinforced embankment according to claim 7 or 8, characterized in that: In step S6, segmented pressure grouting is adopted. During the grouting process, the grout penetrates into the foundation soil from the lower end of the flexible pipe (1) to form root-like diffusers. The grout overflows outward and covers the corresponding geogrid ribs at the locations where the flexible pipe (1) passes through the bottom geogrid (2) of the reinforced cushion layer, the top geogrid (5) of the reinforced cushion layer, the bottom geogrid (7) of the embankment reinforcement layer, and the top geogrid (9) of the embankment reinforcement layer. After solidification, it forms an anchoring node.

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