Bionic root type anchoring-flexible debris flow blocking combined device and method

Abstract

The application provides a bionic root type anchoring-flexible debris flow blocking combined device and method, relates to the technical field of geological disaster prevention engineering, and the combined device comprises a flexible blocking net, a shallow bionic plate root stabilizing layer, a middle bionic main root anchoring layer and a deep bionic rootlet reinforcing layer. The bionic resistance increasing design is formed through the shallow bionic plate root stabilizing layer, the middle bionic main root anchoring layer and the deep bionic rootlet reinforcing layer. When impacted by debris flow, the anchoring force is changed from traditional single-point stress to large-range rock-soil body cooperative stress through the construction of the three-dimensional space anchoring network of the bionic resistance increasing design, the device has outstanding blocking effect and self stability and reliability, has outstanding disaster prevention effect on mountainous soft foundation or loose stratum debris flow even in long-term operation, and solves the technical problem of poor anchoring system reliability in the prior art.

Description

Technical Field

[0001] This invention relates to the field of geological disaster prevention and control engineering technology, specifically to a biomimetic root-type anchoring-flexible debris flow interception combination device and method. Background Technology

[0002] Debris flows, a common geological hazard, are characterized by their suddenness, destructive power, and wide affected area, seriously threatening the lives and property of people in mountainous areas and hindering infrastructure development. Currently, debris flow control projects mainly employ two categories of measures: retaining structures and drainage structures. Among these, retaining structures primarily include gravity dams, grid dams, and flexible mesh retaining structures.

[0003] Gravity dams are currently the most widely used debris flow retaining structures, typically constructed of concrete or masonry, relying on their own weight to resist the impact and depositional pressure of debris flows. These structures offer advantages such as high overall rigidity, good retaining effect, and long service life. However, long-term engineering practice has revealed the following technical shortcomings: First, their impact resistance is limited. Gravity dams are rigid structures, making them sensitive to the impact of large boulders carried by debris flows. When encountering impacts from boulders exceeding design standards, the dam body is highly susceptible to brittle cracking or even complete collapse. Once cracked, the cracks propagate rapidly, making repair extremely difficult. Second, their foundation stability is poor. Gravity dams require high foundation bearing capacity, while debris flow channels often have complex geological conditions, including weak interlayers and uneven settlement. During long-term operation, erosion and hollowing of the foundation beneath the dam are common, leading to overall instability and overturning of the dam. Furthermore, maintenance costs are high; once structural damage occurs in a gravity retaining dam, repair is difficult and costly, often requiring complete reconstruction with a long construction period, severely impacting the flood control safety of the channel. On soft foundations, due to the uneven horizontal distribution of the soil, coupled with the dam's own weight and reservoir sediment load, significant uneven settlement occurs. This can cause tensile cracks in the gravity retaining dam, forming penetrating cracks and compromising the dam's impermeability and integrity.

[0004] To address the brittleness of rigid dams, flexible mesh retaining structures have been increasingly used in debris flow prevention in recent years. These structures consist of steel strands woven into a mesh, anchored to the soil and rock mass by anchor bolts, relying on the elastic deformation of the mesh surface to absorb impact energy. They offer advantages such as lightweight construction, ease of installation, and good adaptability to different foundations. However, they also have the following problems: The anchoring of flexible mesh often uses a single layer of anchor bolts, concentrating the anchoring force at a few anchor points and lacking a spatial diffusion mechanism. When encountering extremely large impacts, the retaining structure is prone to anchor bolt pull-out, leading to overall failure and poor reliability of the anchoring system. Furthermore, during long-term operation, the anchor bolts are susceptible to prestress relaxation due to soil creep and aging of the anchoring agent, resulting in a gradual decrease in anchoring force over time. Summary of the Invention

[0005] Therefore, the technical problem to be solved by the present invention is to overcome the defects in the prior art, thereby providing a biomimetic root-type anchoring-flexible debris flow barrier combination device and method.

[0006] A biomimetic root-type anchoring-flexible debris flow barrier combination device includes: a barrier system and a root-type anchoring system. The barrier system includes a flexible barrier net arranged in a V-shape. The root-type anchoring system includes a shallow imitation slab root stabilizing layer, a middle imitation main root anchoring layer, and a deep imitation fibrous root reinforcement layer. The shallow imitation slab root stabilizing layer and the middle imitation main root anchoring layer are connected, and the deep imitation fibrous root reinforcement layer is connected to the middle imitation main root anchoring layer. The flexible barrier net is installed on the shallow imitation slab root stabilizing layer.

[0007] Furthermore, the intermediate imitation main root anchoring layer includes vertically connected vertical pressure-bearing anchor rods and expanded bottom anchoring ends, the expanded bottom anchoring ends being hollow frustum structures.

[0008] Furthermore, the vertical bearing anchor rod is provided with multiple layers of deep imitation root reinforcement layers, and adjacent deep imitation root reinforcement layers are offset at an angle of 60 degrees.

[0009] Furthermore, the deep imitation root reinforcement layer includes branch anchor cables and rubber damping units. The branch anchor cables are connected to vertical bearing anchor rods, and the rubber damping units are installed on the branch anchor cables.

[0010] Furthermore, the included angle C of the V-shaped flexible barrier net is 120 degrees.

[0011] Furthermore, the cross-section of the shallow imitation plate root stabilizing layer is a trapezoidal structure, with the left base angle J and the right base angle K of the trapezoidal structure both being 15 degrees.

[0012] Furthermore, multiple rubber damping units are sequentially arranged along the branch anchor cable, and the thickness of the rubber damping unit at the end of the branch anchor cable away from the vertical bearing anchor is greater than the thickness of the remaining rubber damping units on the branch anchor cable.

[0013] Furthermore, the barrier system also includes a horizontal beam and a vertical main frame, which are connected, and a flexible barrier net is installed on the horizontal beam and the vertical main frame.

[0014] Furthermore, the rubber damping unit has a disc-shaped structure.

[0015] This invention also includes a debris flow interception construction method, which is based on the biomimetic root-type anchoring-flexible debris flow interception combination device described in any of the above claims, and includes the following steps: Step S1: Determine the location of the barrier combination device based on the topography and geological conditions of the debris flow channel, and conduct the layout. Step S2: Excavate and drill at the designated location. Drilling should reach 3-5 meters below the bedrock. Install the middle layer of simulated main root anchoring layer and inject grout concrete into the middle layer of simulated main root anchoring layer. Step S3: Before the initial setting of the grouting concrete in step S2, install the deep imitation root reinforcement layer and bury it in the rock and soil mass, and apply prestress to the deep imitation root reinforcement layer. Step S4: Pour and install a shallow imitation slab root stabilizing layer on the middle imitation main root anchoring layer, and install the flexible barrier net on the shallow imitation slab root stabilizing layer.

[0016] The technical solution of this invention has the following advantages: The technical solution provided by this invention forms a biomimetic resistance-enhancing design through a shallow imitation slab root stabilizing layer, a middle imitation main root anchoring layer, and a deep imitation fibrous root reinforcement layer. When impacted by debris flows, the three-dimensional spatial anchoring network of the biomimetic resistance-enhancing design transforms the anchoring force from the traditional single-point force to the large-scale collaborative force of the rock and soil mass, resulting in outstanding blocking effect and its own stability and reliability. Even after long-term operation, the anchoring force will not show significant attenuation, and it has an outstanding disaster prevention effect on debris flows in soft soil or loose strata in mountainous areas. Attached Figure Description

[0017] To more clearly illustrate the specific embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the specific embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are some embodiments of the present invention. For those skilled in the art, other drawings can be obtained from these drawings without creative effort.

[0018] Figure 1 This is a schematic diagram of the overall structure of the present invention; Figure 2 This is a schematic diagram showing the overall structure of the present invention; Figure 3 This is a top view of the overall structure of the present invention; Figure 4 This is a schematic diagram of the shallow imitation slab root stabilizing layer, the middle imitation main root anchoring layer, and the deep imitation fibrous root reinforcement layer of the present invention. Figure 5 This is a top view schematic diagram of the structure of the shallow imitation slab root stabilizing layer, the middle imitation main root anchoring layer, and the deep imitation fibrous root reinforcement layer of the present invention. Figure 6 This is a schematic diagram of the vertical pressure-bearing anchor rod and the enlarged bottom anchoring end of the present invention; Figure 7 This is a schematic diagram of the branch anchor cable and rubber damping unit of the present invention; Figure 8 This is a schematic diagram of the cross-sectional structure of the branch anchor cable and rubber damping unit of the present invention; Figure 9 This is a side view schematic diagram of the shallow imitation plate root stabilizing layer structure of the present invention.

[0019] 1- Horizontal beam; 2- Flexible barrier net; 3- Vertical main frame; 4- Root-type anchoring system; 41- Shallow imitation slab root stabilizing layer; 42- Middle layer imitation main root anchoring layer; 43- Deep imitation root reinforcement layer; 421- Vertical bearing anchor; 422- Expanded bottom anchoring end; 431- Branch anchor cable; 432- Rubber damping unit. Detailed Implementation

[0020] The technical solution of the present invention will now be clearly and completely described with reference to the accompanying drawings. Obviously, the described embodiments are only some, not all, of the embodiments of the present invention. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0021] In the description of this invention, it should be noted that the terms "center," "upper," "lower," "left," "right," "vertical," "horizontal," "inner," and "outer," etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are used only for the convenience of describing the invention and for simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on the invention. Furthermore, the terms "first," "second," and "third" are used for descriptive purposes only and should not be construed as indicating or implying relative importance.

[0022] In the description of this invention, it should be noted that, unless otherwise explicitly specified and limited, the terms "installation," "connection," and "linking" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; and they can refer to the internal connection of two components. Those skilled in the art can understand the specific meaning of the above terms in this invention based on the specific circumstances.

[0023] Furthermore, the technical features involved in the different embodiments of the present invention described below can be combined with each other as long as they do not conflict with each other.

[0024] like Figure 1 , Figure 2 , Figure 3 , Figure 4 , Figure 5 and Figure 9The illustrated biomimetic root-type anchoring-flexible debris flow barrier combination device includes: a barrier system and a root-type anchoring system 4. The barrier system is the above-ground part, and the root-type anchoring system 4 is the underground part, anchored in the underlying rock and soil mass. The barrier system includes a flexible barrier net 2, which is arranged in a V-shape. The root-type anchoring system 4 includes a shallow imitation slab root stabilizing layer 41, a middle imitation main root anchoring layer 42, and a deep imitation fibrous root reinforcement layer 43. The shallow imitation slab root stabilizing layer 41 and the middle imitation main root anchoring layer 42 are connected, and the deep imitation fibrous root reinforcement layer 43 is connected to the middle imitation main root anchoring layer 42. The flexible barrier net 2 is installed on the shallow imitation slab root stabilizing layer 41.

[0025] The aforementioned biomimetic root-type anchoring-flexible debris flow barrier combination device forms a biomimetic resistance-enhancing design through a shallow imitation slab root stabilizing layer 41, a middle imitation main root anchoring layer 42, and a deep imitation fibrous root reinforcement layer 43. When impacted by debris flows, it transforms the anchoring force from the traditional single-point force to a large-scale collaborative force of rock and soil by constructing a three-dimensional spatial anchoring network with biomimetic resistance-enhancing design. It has outstanding blocking effect and its own stability and reliability. Even after long-term operation, the anchoring force will not show significant attenuation, and it has outstanding disaster prevention effect for debris flows in soft soil or loose strata in mountainous areas.

[0026] like Figure 1 , Figure 2 , Figure 4 , Figure 5 and Figure 6 As shown, in this embodiment, the middle layer of simulated main root anchoring layer 42 includes vertically connected vertical bearing anchor rods 421 and expanded bottom anchoring end 422, which are hollow frustum structures. During construction, the borehole penetrates the shallow loose deposit layer, and the vertical bearing anchor rods 421 penetrate 3-5m into the bedrock. When the sidewall of the hollow frustum structure is subjected to an upward tensile force, it will generate an upward thrust on the surrounding soil. Since the cross-section of the frustum is smaller at the top and larger at the bottom, the inclined surface squeezes the upper soil, forcing the soil to generate pressure to resist displacement. The expanded end can directly withstand the huge pressure from the soil, thereby providing strong pull-out anchoring force. That is, the expanded bottom anchoring end 422 provides the core pull-out force, and the vertical bearing anchor rods 421 and 422 are connected in sequence. 1. The interior of the expanded bottom anchoring end 422 is filled with grouting concrete to form a solid composite structure. The vertical bearing anchor 421 is made of stainless steel pipe with an outer diameter of 20cm and an inner diameter of 16cm, with a length of 3~4m. The bottom diameter of the expanded bottom anchoring end 422 is 40cm and the height of the expanded bottom is 50cm. The position of the middle layer imitation main root anchoring layer 42 is set in a V shape with the flexible barrier net 2. Each vertical bearing anchor 421 is locked with a nut anchor. The expanded bottom anchoring end 422 is formed by mechanical hole expansion or blast hole expansion, and then concrete is poured or anchoring agent is injected. This expanded bottom structure significantly increases the contact area between the vertical bearing anchor 421 and the bedrock, providing higher pull-out bearing capacity.

[0027] like Figures 4-8 As shown, in this embodiment, the vertical bearing anchor 421 is provided with multiple layers of deep imitation root reinforcement layers 43, and adjacent deep imitation root reinforcement layers 43 are offset at an angle of 60 degrees. Specifically, the vertical bearing anchor 421 is provided with three layers of deep imitation root reinforcement layers 43 at different heights, and the deep imitation root reinforcement layers 43 radiate outward from the vertical bearing anchor 421 to form a three-dimensional spatial network structure, which is used to diffuse the anchoring force to a wider range of rock. The soil structure achieves overall self-locking. The deep root-like reinforcement layer 43 includes branch anchor cables 431 and rubber damping units 432. The branch anchor cables 431 are connected to the vertical bearing anchor rods 421, and the rubber damping units 432 are installed on the branch anchor cables 431. Each deep root-like reinforcement layer 43 includes three evenly distributed branch anchor cables 431, that is, the interval between the three branch anchor cables 431 is 120 degrees, and the adjacent deep root-like reinforcement layers 43 have a 60-degree misalignment angle, that is, reference... Figure 4 and Figure 5 The three branch anchor cables 431 of the top first layer and the three branch anchor cables 431 of the bottom third layer are aligned. The three branch anchor cables 431 of the middle second layer are offset from the first and third layers by 60 degrees. This arrangement expands the effective anchorage range and eliminates reinforcement blind spots. The middle second layer of anchorage fills the gap between the first and third layers. In the vertical section, the anchorage points extend out in six radial lines, resulting in a more uniform overall anchorage range. The offset arrangement also provides multi-dimensional shear resistance, improving the overall anti-sliding and anti-overturning capacity. At the same time, it makes the stress distribution of the surrounding soil and rock more uniform, reducing the risk of progressive failure caused by stress concentration. In traditional anchorage systems, anchorage... When force is concentrated at a few anchoring points, the overall anchoring capacity drops sharply when a point fails. However, the branch anchor cable 431 of this invention radiates and diffuses the anchoring force from the main anchor rod, i.e., the vertical bearing anchor rod 421, to the surrounding rock and soil, forming a three-dimensional spatial network structure. Specifically, the tensile force borne by the main anchor rod is transmitted to a larger area of ​​rock and soil through the branch anchor cable 431. Multiple branch anchor cables 431 interweave to form a spatial network. When a local failure occurs in the anchoring area of ​​a branch anchor cable 431, the surrounding branch anchor cables 431 can bear its load. The friction and interlocking between the branch anchor cable 431 and the rock and soil form a three-dimensional constraint, making the entire anchoring area rock and soil a self-locking whole, with a pull-out resistance far exceeding the simple superposition of a single anchor rod.

[0028] like Figure 1 , Figure 2 , Figure 3 and Figure 6As shown, in this embodiment, the included angle C of the V-shaped flexible barrier net 2 is 120 degrees; the barrier system also includes a horizontal beam 1 and a vertical main frame 3, which are connected. The flexible barrier net 2 is installed on the horizontal beam 1 and the vertical main frame 3; the top of each vertical pressure-bearing anchor rod 421 passes through the base of the horizontal beam 1 or the vertical main frame 3, is locked with a nut anchor, and prestress is applied; the flexible barrier net 2 is made of steel strands, and the steel strands are spirally wound; to increase flexibility and energy dissipation capacity, the weaving method of the net can adopt a combination of radial wires and spiral wires, and the diameter of the steel strands is 0.5 mm. cm; high-strength steel strands are woven into a mesh, and the boundaries of the steel strands are fixed on the horizontal beam 1 and the vertical main frame 3; the horizontal beam 1, the vertical main frame 3, and the flexible barrier net 2 together form a V-shaped ground barrier system; the vertical main frame 3 is made of high-strength aluminum alloy with a circular cross-section and an internal cavity for grouting. This cavity can be used to reduce the self-weight of the structure and also as a grouting channel during construction, improving the bonding force between the frame and the surrounding soil and rock; the horizontal beam 1 connects adjacent vertical main frames 3 to form a segmented rigid frame; in actual use, multiple ground barrier systems are arranged laterally along the debris flow channel and connected sequentially, such as Figure 3 As shown, the ground-level barrier system is viewed from above as a V-shaped structure, with each side of the V-shape measuring 4-6 meters. This means that the dimensions of the two transverse beams 1 within the V-shape are both 4-6 meters, and the included angle C of the V-shape is 120 degrees. Figure 3 As shown, a triangle is formed by dashed lines at the bottom edge, with interior angles A and B both being 30 degrees. Designed according to the above angles, it can effectively support the flexible barrier net 2, which directly bears the impact load of debris flow.

[0029] like Figure 4 , Figure 5 and Figure 9 As shown, in this embodiment, the cross-section of the shallow imitation slab root stabilizing layer 41 is a trapezoidal structure, with both the left base angle J and the right base angle K of the trapezoidal structure being 15 degrees. The shallow imitation slab root stabilizing layer 41 is arranged horizontally and is a reinforced concrete sheet with a frustum-shaped structure. The diameter of the base of the frustum is 80 cm, and the base of the shallow imitation slab root stabilizing layer 41 is parallel to the ground. During construction, the frustum-shaped structure is buried at the ground surface with its larger base facing down. The trapezoidal structure, set by the above parameters, is smaller at the top and larger at the bottom, resulting in a low center of gravity. This design significantly enhances its resistance to overturning and sliding, resisting the overturning moment generated by debris flow impact. Moreover, compared to complex irregular structures, this geometry is relatively simple in both prefabrication and cast-in-place construction, which is beneficial for ensuring project quality and controlling costs. In particular, when the retaining body is subjected to horizontal impact force, the overturning moment tends to cause the structure to rotate around the front edge of the foundation. The shallow imitation slab root stabilizing layer 41 effectively resists this rotational tendency by converting the horizontal force into compressive stress in the shallow soil.

[0030] like Figures 6-8 As shown, in this embodiment, multiple rubber damping units 432 are sequentially arranged along the branch anchor cable 431, and the thickness of the rubber damping unit 432 on the branch anchor cable 431 at the end away from the vertical bearing anchor rod 421 is greater than the thickness of the other rubber damping units 432 on the branch anchor cable 431; the rubber damping unit 432 is a disc-shaped rubber block; there are four rubber damping units 432 on each branch anchor cable 431, the diameter of each rubber damping unit 432 is 15cm, the thickness of the rubber damping unit 432 on the branch anchor cable 431 at the end away from the vertical bearing anchor rod 421 is 10cm, and the thickness of the other three is... The diameter is 5cm. The rubber damping unit 432 mimics plant rhizobia, which increases the contact area and frictional resistance between the branch anchor cable 431 and the surrounding rock and soil. On the other hand, when the structure vibrates due to the impact of debris flow, the rubber damping unit 432 absorbs and dissipates energy through its own elastic deformation, playing a role in shock absorption and buffering. The branch anchor cable 431 is made of six steel strands with a diameter of 1cm spirally woven together, with a length of 3~4m. The branch anchor cable 431 is connected to the vertical bearing anchor rod 421 through a special connector. Each branch anchor cable 431 is covered with a corrugated pipe, and the inside of the pipe is filled with anti-corrosion grease to ensure its long-term corrosion resistance.

[0031] like Figures 1-9 As shown, the present invention also includes a debris flow interception construction method, which is based on the biomimetic root-type anchoring-flexible debris flow interception combination device described in any of the above claims, and includes the following steps: Step S1: Determine the location of the barrier combination device based on the topography and geological conditions of the debris flow channel, and conduct the layout. Step S2: Excavate and drill at the designated location. Drilling should reach 3-5 meters below the bedrock. Install the middle layer of simulated main root anchoring layer 42 and inject grout concrete into the middle layer of simulated main root anchoring layer 42. Step S3: Before the initial setting of the grouting concrete in step S2, install the deep imitation root reinforcement layer 43 and bury it in the rock and soil, and apply prestress to the deep imitation root reinforcement layer 43. Step S4: Pour and install the shallow imitation slab root stabilizing layer 41 on the middle imitation main root anchoring layer 42, and install the flexible barrier net 2 on the shallow imitation slab root stabilizing layer 41. Specifically, based on the topography and geological conditions of the debris flow channel, the locations of the vertical main frame 3 and the vertical bearing anchor 421 are determined and laid out at specific angles. Then, excavation and drilling are carried out at the designated locations, with drilling reaching 3-5 meters below the bedrock. Enlargement work is performed, and the vertical bearing anchor 421 and enlarged anchor ends 422 in the intermediate simulated main root anchoring layer 42 are installed. Concrete is injected into the vertical bearing anchor 421 in the intermediate simulated main root anchoring layer 42. Before the initial setting of the grouting concrete, multiple layers of branch anchor cables 431, along with the pre-installed corrugated pipes and rubber damping units 432, are installed in the surrounding soil and rock mass according to the designed angles and layers, using pre-reserved connectors or drilled holes. Small-tonnage prestress is applied to the branch anchor cables 431. In the intermediate simulated main root anchoring layer 42... Above, at a predetermined depth of 0.5~1.0m below the ground surface, a shallow foundation trench is excavated, a frustum-shaped formwork is erected, reinforcing bars are tied, and concrete is poured to form a shallow imitation slab root stabilization layer 41. Ensure that the top of the vertical bearing anchor 421 passes through the shallow imitation slab root stabilization layer 41. Install the horizontal beam 1 and the vertical main frame 3. Connect and lock the lower end of the vertical main frame 3 to the top of the vertical bearing anchor 421. Adjust the angle, and fix the prefabricated flexible barrier net 2 woven from high-strength steel strands to the horizontal beam 1 and the vertical main frame 3 using special hooks or ropes, ensuring that the net surface has a certain degree of slack to allow for flexible deformation under impact. Finally, the vertical bearing anchor 421 is tensioned to reach the design prestress value, locked with nuts and anchors, and all anchor heads are treated with anti-corrosion and sealing.

[0032] Obviously, the above embodiments are merely illustrative examples for clear explanation and are not intended to limit the implementation. Those skilled in the art will recognize that other variations or modifications can be made based on the above description. It is neither necessary nor possible to exhaustively list all possible implementations here. However, obvious variations or modifications derived therefrom are still within the scope of protection of this invention.

Claims

1. A biomimetic root-type anchoring-flexible debris flow barrier combination device, comprising: The barrier system and the root anchoring system (4) are characterized in that the barrier system includes a flexible barrier net (2) which is arranged in a V shape, and the root anchoring system (4) includes a shallow imitation slab root stabilizing layer (41), a middle imitation main root anchoring layer (42) and a deep imitation root reinforcement layer (43). The shallow imitation slab root stabilizing layer (41) and the middle imitation main root anchoring layer (42) are connected, and the deep imitation root reinforcement layer (43) is connected to the middle imitation main root anchoring layer (42). The flexible barrier net (2) is installed on the shallow imitation slab root stabilizing layer (41).

2. The biomimetic root-type anchoring-flexible debris flow barrier combination device according to claim 1, characterized in that, The middle layer of the imitation main root anchoring layer (42) includes vertically connected vertical pressure-bearing anchor rods (421) and expanded bottom anchoring ends (422), which are hollow frustum structures.

3. The biomimetic root-type anchoring-flexible debris flow barrier combination device according to claim 2, characterized in that, The vertical bearing anchor (421) is provided with multiple layers of deep imitation root reinforcement layer (43), and the adjacent deep imitation root reinforcement layers (43) have a misalignment angle, so they are misaligned and the misalignment angle is 60 degrees.

4. The biomimetic root-type anchoring-flexible debris flow barrier combination device according to claim 2, characterized in that, The deep imitation root reinforcement layer (43) includes a branch anchor cable (431) and a rubber damping unit (432). The branch anchor cable (431) is connected to the vertical bearing anchor rod (421), and the rubber damping unit (432) is installed on the branch anchor cable (431).

5. The biomimetic root-type anchoring-flexible debris flow barrier combination device according to claim 1, characterized in that, The included angle C of the V-shaped flexible barrier net (2) is 120 degrees.

6. The biomimetic root-type anchoring-flexible debris flow barrier combination device according to claim 1, characterized in that, The shallow imitation root stabilizing layer (41) has a trapezoidal cross section, with the left bottom angle J and the right bottom angle K of the trapezoidal structure both being 15 degrees.

7. The biomimetic root-type anchoring-flexible debris flow barrier combination device according to claim 4, characterized in that, Multiple rubber damping units (432) are arranged sequentially along the branch anchor cable (431), and the thickness of the rubber damping unit (432) on the branch anchor cable (431) away from the vertical bearing anchor rod (421) is greater than the thickness of the other rubber damping units (432) on the branch anchor cable (431).

8. The biomimetic root-type anchoring-flexible debris flow barrier combination device according to claim 1, characterized in that, The barrier system also includes a horizontal beam (1) and a vertical main frame (3), which are connected. A flexible barrier net (2) is installed on the horizontal beam (1) and the vertical main frame (3).

9. A biomimetic root-type anchoring-flexible debris flow barrier combination device according to claim 4, characterized in that, The rubber damping unit (432) has a disc-shaped structure.

10. A method for constructing debris flow barriers, the method being based on a biomimetic root-type anchoring-flexible debris flow barrier combination device as described in any one of claims 1 to 9, characterized in that, Includes the following steps: Step S1: Determine the location of the barrier combination device based on the topography and geological conditions of the debris flow channel, and conduct the layout. Step S2: Excavate and drill at the designated location. Drill to a depth of 3-5 meters below the bedrock and install the middle layer of the imitation main root anchoring layer (42). Inject grout concrete into the middle layer of the imitation main root anchoring layer (42). Step S3: Before the initial setting of the grouting concrete in step S2, install the deep imitation root reinforcement layer (43) and bury it in the rock and soil, and apply prestress to the deep imitation root reinforcement layer (43). Step S4: Pour and install a shallow imitation slab root stabilizing layer (41) on the middle imitation main root anchoring layer (42), and install the flexible barrier net (2) on the shallow imitation slab root stabilizing layer (41).

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