A soil embankment structure and construction method for synergistic reinforcement of geogrid and EICP

Abstract

This invention discloses an embankment structure and construction method reinforced by geogrid and EICP, belonging to the field of embankment structure technology. It includes: a road base course, an embankment bearing layer, and a natural soil foundation layer. The natural soil foundation layer serves as the structural support for the embankment and is located at the bottom layer. The road base course bears the upper traffic load and evenly transfers it to the lower embankment bearing layer. The embankment bearing layer bears the upper load transferred from the road base course. This invention improves engineering performance through multi-layered synergistic effects. The core reinforcement layer adopts an innovative spatial grid structure, composed of prefabricated geogrids, obliquely arranged geogrid supports, and rigid load-bearing plates, forming a three-dimensional force transmission network. This overcomes the limitations of traditional reinforcement methods, achieving multi-directional load transfer and uniform distribution. Furthermore, the geogrid supports are arranged at a specific angle, ensuring structural rigidity while avoiding stress concentration.

Description

Technical Field

[0001] This invention relates to the field of earth embankment structure technology, specifically to an earth embankment structure and construction method that is reinforced by geogrid and EICP in synergy. Background Technology

[0002] Geogrids, as a geosynthetic material with high tensile strength, commonly use bidirectional plastic geogrids. Their mesh structure can effectively constrain lateral displacement of the soil, enhancing the overall shear resistance and stability of embankment fill. EICP (enzyme-induced calcium carbonate precipitation technology) uses biological enzymes to catalyze the hydrolysis of urea, generating calcium carbonate crystals in the soil pores. When the two are used together, the geogrid's mesh structure not only provides a stable reaction carrier for EICP precipitation, preventing calcium carbonate crystals from falling off due to micro-displacement of the soil, but also tightly connects the soil units reinforced by EICP. This not only compensates for the insufficient internal particle cementation of the soil when reinforced by a single geogrid, but also solves the limitation of EICP alone in providing macroscopic lateral constraint. Under load, the earth embankment structure can both disperse stress and suppress lateral deformation through the geogrid, and resist internal compression and seepage failure by relying on the soil reinforced by EICP.

[0003] A search revealed that Chinese invention patent application with publication number "CN114197500A" proposes a "structure and construction method for reinforced earth embankment with high fill in complex and steep terrain". By adopting a quick-spreading device for filling grids and a geogrid tightening and fixing device, the assembly is convenient, the installation efficiency is improved, the construction cycle is short, and the setting of reinforced grouting baffles can ensure the construction quality of tunnel muck grouting and reduce leakage.

[0004] However, in practical applications, the aforementioned structural methods and similar existing technologies, due to the fact that the reinforcement of two-dimensional structures can only disperse stress in a plane, are difficult to cope with the multi-directional force transmission requirements under complex loads, easily leading to stress concentration in local areas and causing premature cracking of the soil. At the same time, the EICP reactive liquid lacks a directional flow mechanism in the two-dimensional structure, often flowing rapidly in the horizontal direction or accumulating in specific locations, resulting in uneven cementation within the soil and failure to achieve the expected reinforcement effect in some areas. In addition, the limited embedding depth between the two-dimensional structure and the soil makes it impossible to form a three-dimensional reinforcement network that penetrates the embankment bearing layer. When encountering long-term vehicle dynamic loads or rainwater infiltration, problems such as local settlement, lateral slippage, or internal seepage damage are likely to occur, making it difficult to meet the long-term stability requirements of earth embankments under high-grade roads or complex geological conditions. Summary of the Invention

[0005] The purpose of this invention is to provide an embankment structure and construction method that uses geogrid and EICP for synergistic reinforcement, in order to solve the problems mentioned in the background art.

[0006] To achieve the above objectives, the present invention provides the following technical solution:

[0007] Firstly, a soil embankment structure reinforced by geogrid and EICP is proposed, comprising: a road base layer, an embankment bearing layer and a natural soil foundation layer, wherein the natural soil foundation layer serves as the support for the soil embankment structure and is set at the bottom layer.

[0008] The road base course is used to bear the traffic load from above and evenly transfer it to the embankment bearing layer below;

[0009] The embankment bearing layer is used to bear the upper load transmitted by the pavement base layer. It contains several coordinating structures. The coordinating structures are cemented by injecting EICP reaction liquid to form a composite soil.

[0010] Positioning grid bars are interspersed and fixed between the collaborative structures on the same water section. By injecting EICP reaction liquid into the top of the collaborative structure, the EICP reaction liquid is evenly diffused into the longitudinal and transverse gaps and soil pores within the collaborative structure through the backflow of the collaborative structure, and is bonded to the surface of the geogrid and positioning grid bars.

[0011] The collaborative structure includes:

[0012] Geogrid, laid on the surface of the natural soil base layer;

[0013] Several geogrid supports, one end of which is anchored inside the geogrid, and the other end is set in a crisscross pattern at different positions above the top of the geogrid.

[0014] The load-bearing plate frame is fixed to the other end of the plurality of grid supports;

[0015] The flow-guiding support is inserted between the load-bearing plate frame and the geogrid, and is perpendicular to the positioning grid reinforcement, for receiving and guiding the EICP reaction liquid.

[0016] As a further preferred embodiment of this technical solution, the geogrid is generally rectangular in shape, the included angle between the two ends of the geogrid support and the geogrid is not 90° or 0°, and the positioning geogrid reinforcement is located at the geometric center of the space between the load-bearing plate frame and the geogrid.

[0017] As a further preferred embodiment of this technical solution, the geogrid is generally triangular in structure, the angle formed between the two ends of the geogrid support and the adjacent sides of the geogrid is 30° to 60°, and the positioning geogrid reinforcement is located at the center of gravity of the space between the load-bearing plate frame and the geogrid.

[0018] As a further preferred embodiment of this technical solution, the middle part of the grid support is fixed with cross-arranged grid bearing ribs, one end of the grid bearing ribs is fixedly connected to the bottom of the load-bearing plate frame, and the other end is fixedly connected to the bottom of the soil grid support; the grid bearing ribs are distributed in a V-shape between adjacent grid supports.

[0019] As a further preferred embodiment of this technical solution, the flow guide support includes:

[0020] Mounting pipes are installed at both ends of the load-bearing plate frame opening;

[0021] Two guide hoppers are fixed at both ends of the loading pipe;

[0022] Two support seats are symmetrically fixed at both ends of the surface of the mounting pipe, and the bottom of the support seats and the bottom of the geogrid are located on the same horizontal plane;

[0023] The loading pipe, the guide hopper, and the support seat are connected in sequence, and the surface of the support seat has several connecting ports.

[0024] As a further preferred embodiment of this technical solution, the surface of the mounting tube is provided with several flow ports, which are used to guide the EICP reaction liquid to diffuse into the pores of the soil outside the stress plate frame.

[0025] As a further preferred embodiment of this technical solution, a drill pipe is inserted into the road base layer, the embankment bearing layer, and the natural soil foundation layer. An injection port is opened on the surface of the drill pipe at the position of the embankment bearing layer, and EICP reaction liquid is continuously injected into the interior of the embankment bearing layer through the injection port of the drill pipe.

[0026] As a further preferred embodiment of this technical solution, a flexible tube is installed between two adjacent cooperating structures. The two ends of the flexible tube are fixedly connected to the ports of the adjacent mounting tubes through sealing joints. The flexible tube is hollow inside and has the same inner diameter as the mounting tube.

[0027] Secondly, to improve a soil embankment structure synergistically reinforced with geogrid and EICP, a construction method for such a structure is proposed, comprising:

[0028] S100: Leveling and compacting the natural soil base layer;

[0029] S200: On the surface of the pretreated natural soil base layer, geogrids are laid at the designed spacing. One end of the geogrid support is anchored inside the geogrid, and the other end is fixed at the designed height in a crisscross pattern. The load-bearing plate frame and flow guide support are installed to ensure that the flow guide support is perpendicular to the positioning geogrid reinforcement. The positioning geogrid reinforcement is inserted and fixed between the cooperating structures on the same water section. The mounting pipes of adjacent cooperating structures are connected through flexible pipes and sealing joints.

[0030] S300: Insert the drill pipe sequentially into the pre-set areas of the road base layer, embankment bearing layer and natural soil foundation layer, ensuring that the injection port on the surface of the drill pipe is completely within the embankment bearing layer, seal the bottom of the drill pipe, and reserve an injection interface at the top;

[0031] S400: Layered embankment bearing layer soil;

[0032] S500: EICP reaction fluid is injected through the injection port at the top of the drill pipe, allowing the reaction fluid to diffuse into the pores of the embankment bearing layer soil through the injection port. EICP reaction fluid is also injected through the mounting pipe port of the cooperating structure. The EICP reaction fluid diffuses into the pores of the soil outside the load-bearing plate frame and the longitudinal and transverse gaps inside the cooperating structure through the guide aggregate hopper, the bearing seat connection port and the mounting pipe flow port. At the same time, the reaction fluid is distributed between adjacent cooperating structures through the flexible pipe.

[0033] S600: Moisturize and maintain the embankment bearing layer after EICP reaction solution injection, lay cement material for the road base layer on top of the embankment bearing layer, and complete the overall construction of the earth embankment structure.

[0034] Compared with the prior art, the beneficial effects of the present invention are:

[0035] The embankment structure and construction method reinforced by geogrid and EICP achieves improved engineering performance through multi-level synergistic effects. The core reinforcement layer adopts an innovative spatial grid structure, which consists of prefabricated geogrid, obliquely arranged grid supports and rigid load-bearing plate frames, forming a three-dimensional force transmission network. This breaks through the limitations of traditional reinforcement methods and realizes multi-directional load transfer and uniform distribution. In addition, the grid supports are arranged at a specific angle, which not only ensures structural rigidity but also avoids stress concentration. The design of the load-bearing plate frames fully considers the stress characteristics under different load conditions, ensuring stability under various service conditions.

[0036] Furthermore, by designing a flow-guiding structure, the EICP reaction solution can be evenly penetrated into all parts of the soil, forming a stable cemented structure at the microscopic level. The cementing effect of the EICP reaction solution and the skeletal effect of the geogrid complement each other, which not only improves the overall strength of the soil but also improves the deformation characteristics of the structure. The components such as the loading pipe and flow-guiding aggregate hopper in the flow-guiding structure ensure the delivery and uniform distribution of the reaction solution, providing a guarantee for the overall reinforcement effect. Attached Figure Description

[0037] Figure 1 This is a construction cross-sectional view disclosed in this invention;

[0038] Figure 2 This is a cross-sectional structural diagram of the present invention;

[0039] Figure 3 This is a three-dimensional structural diagram of the first collaborative structure of the present invention;

[0040] Figure 4 This is a cross-sectional view of the first collaborative structure of the present invention;

[0041] Figure 5 This is an assembly diagram of the first collaborative structure of the present invention;

[0042] Figure 6 This is a three-dimensional structural diagram of the second collaborative structure of the present invention;

[0043] Figure 7 This is a cross-sectional view of the second cooperative structure of the present invention;

[0044] Figure 8 This is an assembly diagram of the second collaborative structure of the present invention.

[0045] In the diagram: 1. Natural soil base layer; 2. Drill pipe; 3. Injection port; 4. Road base course; 5. Synergistic structure; 501. Geogrid; 502. Geogrid support; 503. Bearing seat; 504. Connecting port; 505. Diversion hopper; 506. Loading pipe; 507. Load-bearing plate frame; 508. Geogrid bearing reinforcement; 509. Flow port; 510. Flexible pipe; 6. Positioning geogrid reinforcement. Detailed Implementation

[0046] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. 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.

[0047] Before understanding the technical solutions proposed in this application, it is important to understand that the main application scenarios of the solutions proposed in this application are earth embankment filling projects on soft soil foundations, reconstruction and expansion and bearing capacity improvement projects of old earth embankments, stability control projects of high-fill earth embankments, deformation-resistant reinforcement projects of earth embankments in seasonally frozen soil areas or rainy and humid areas, and earth embankment construction and maintenance projects that have high requirements for ecological and environmental protection and require the adoption of green reinforcement technologies.

[0048] Specifically, such as Figures 1 to 8As shown, the present invention provides an embankment structure reinforced by geogrid and EICP, comprising: a road base layer 4, an embankment bearing layer and a natural soil foundation layer 1.

[0049] It should be noted that in this application, the natural soil foundation layer 1 is located at the bottom of the structure, and its main function is to serve as the supporting foundation for the entire earth embankment structure, bearing and transferring the load of the superstructure to the deeper soil.

[0050] Furthermore, in this application, the road base layer 4 is set on the embankment bearing layer to directly bear external loads such as bicycles and to evenly distribute and transfer them to the embankment bearing layer below, thereby avoiding stress concentration and improving the overall stability of the embankment.

[0051] Furthermore, in this application, the embankment bearing layer contains several coordinating structures 5. These coordinating structures 5 reinforce the surrounding soil by injecting EICP reaction liquid, forming a composite soil with higher strength and better integrity.

[0052] In addition, in this application, positioning grid bars 6 are also interspersed and fixed between the cooperating structures 5 on the same horizontal cross-section, which further enhances the overall cooperating performance of the structure. By injecting EICP reaction liquid from the top of the cooperating structure 5, the liquid flows back and diffuses into the longitudinal and transverse gaps inside the cooperating structure 5 and the surrounding soil pores by means of its own weight and guiding effect, and finally undergoes a bonding effect with the surface of the geogrid and the positioning grid bars 6.

[0053] As a preferred implementation scheme, refer to Figure 3 As can be seen, in the technical solution proposed in this application, the collaborative structure 5 specifically includes a geogrid 501, several geogrid supports 502, a load-bearing plate frame 507, and a flow-guiding support. The geogrid 501 is laid on the surface of the natural soil foundation layer 1, playing a role in the initial distribution of load and positioning. One end of the geogrid support 502 is anchored inside the geogrid 501, and the other end extends to different elevation positions above the top of the geogrid 501 in a crisscross manner. The load-bearing plate frame 507 is fixed to the top of the geogrid support 502, used to bear the load transmitted from the upper part and distribute it downward.

[0054] It should also be noted that in this embodiment, the flow guiding support is interspersed between the load-bearing plate frame 507 and the geogrid 501, and its arrangement direction is perpendicular to the positioning grid reinforcement 6. It is mainly used to receive and guide the flow and diffusion of EICP reaction liquid.

[0055] As a supplement to the above implementation plan, refer to Figures 3 to 5It can be seen that the geogrid 501 in the first collaborative structure 5 is a rectangular structure. At this time, the angle between the two ends of the geogrid support 502 and the frame is not 90° or 0°, so as to form a more reasonable force transmission path. The positioning geogrid reinforcement 6 is set at the geometric center of the structural space.

[0056] It should be added that, in this implementation scheme, the overall stress situation of the collaborative structure 5 is as follows: the load-bearing plate frame 507 first bears the concentrated load from the pavement base layer 4 and the upper part of the embankment bearing layer, and evenly transfers the load to the grid supports 502 arranged in a crisscross pattern below through its own rigidity; the grid supports 502, by virtue of the non-perpendicular / non-parallel anchorage angle between themselves and the geogrid 501, form a multi-directional force transmission path, distributing the load to each node of the geogrid 501, and then the geogrid 501 further transfers the load to the natural soil base layer 1 and the surrounding EICP-reinforced composite layer. Within the composite soil, the positioning grid reinforcement 6 and the geogrid components inside the cooperating structure 5 are bonded together by EICP to form an integrated load-bearing network, which constrains the lateral deformation of the composite soil in the horizontal direction and enhances the shear resistance of the structure. The composite soil itself is significantly strengthened after EICP bonding, and can work together with the cooperating structure 5 and the positioning grid reinforcement 6 to bear the upper load, effectively reducing the stress concentration of individual components. The stiffness and stability of the overall structure are further enhanced, thereby achieving efficient load transfer and uniform distribution, and reducing the risk of uneven settlement and deformation failure of the embankment during service.

[0057] In another embodiment, in this embodiment, reference is made to... Figures 6 to 8It can be seen that the geogrid 501 in the second collaborative structure 5 is a triangular structure. The angle between the geogrid support 502 and the adjacent side of the frame is controlled between 30° and 60°. The positioning geogrid reinforcement 6 is arranged at the center of gravity of the space enclosed by the load-bearing plate frame 507 and the geogrid 501 to optimize the structural stress performance. It should be added that, in this embodiment, the overall stress situation of the collaborative structure 5 is as follows: the load-bearing plate frame 507 first bears the concentrated load from the road base layer 4 and the upper part of the embankment bearing layer. Through its own rigidity, it evenly transfers the load to the geogrid support 502 arranged at an angle of 30° to 60° with the adjacent side of the triangular frame. The geogrid support 502, with the help of the geometric stability of the triangular structure, efficiently distributes the load along the direction of the adjacent side of the frame to the three edge nodes of the geogrid 501. Then, the triangular frame distributes the load to the three edge nodes of the geogrid 501. The load is evenly transferred to the natural soil foundation layer 1 and the surrounding composite soil reinforced by EICP. At the same time, the positioning grid reinforcement 6 is arranged at the center of gravity of the space enclosed by the load-bearing plate frame 507 and the geogrid 501, which can effectively coordinate the forces in all directions inside and outside the triangular frame. Through the bonding effect of EICP reaction liquid, it forms a tighter integrated force network with the geogrid components inside the cooperating structure 5 and the surrounding soil, further constraining the lateral deformation of the composite soil in the horizontal direction and significantly enhancing the shear strength of the structure. The composite soil itself is greatly strengthened after EICP bonding, and together with the triangular cooperating structure 5 and the positioning grid reinforcement 6, it bears the upper load, further reducing the stress concentration of individual components, giving full play to the stability advantage of the triangular structure, and improving the stiffness and stability of the overall structure.

[0058] As a preferred embodiment, in this embodiment, the grid support 502 is also fixed with cross-arranged grid bearing ribs 508. One end of the grid bearing ribs 508 is connected to the bottom of the load-bearing plate frame 507, and the other end is fixed to the bottom of the grid support 502, forming a V-shaped cross distribution, which further enhances the rigidity and overall stability of the structure.

[0059] It should be further added that, in this implementation scheme, the flow guiding support specifically includes a mounting pipe 506, two flow guiding hoppers 505, and two bearing seats 503. The mounting pipe 506 is installed at both ends of the frame opening of the load-bearing plate frame 507, and the flow guiding hoppers 505 are fixed at both ends respectively. The bearing seats 503 are symmetrically fixed at both ends of the surface of the mounting pipe 506, and their bottoms are at the same level as the bottom surface of the geogrid 501. The mounting pipe 506, the flow guiding hoppers 505, and the bearing seats 503 are interconnected. Multiple connecting ports 504 are opened on the surface of the bearing seats 503 to facilitate the outflow and diffusion of the reaction liquid. It should be noted that the surface of the mounting pipe 506 is also provided with multiple flow outlets 509 to guide the EICP reaction liquid into the soil surrounding the load-bearing plate frame 507 to achieve more extensive cementation reinforcement.

[0060] It should also be noted that, for reference Figure 1 It is known that a drill pipe 2 is inserted into the road base layer 4, the embankment bearing layer and the natural soil foundation layer 1. The drill pipe 2 has an injection port 3 on the pipe wall surface in the embankment bearing layer section. The EICP reaction liquid is continuously injected through the drill pipe 2 and diffuses into the surrounding soil through the injection port 3. The mounting pipe 506 between two adjacent cooperative structures 5 is connected by a flexible pipe 510. The two ends of the flexible pipe 510 are tightly connected to the port of the mounting pipe 506 by means of sealing joints. Its interior is hollow and its inner diameter is consistent with that of the mounting pipe 506 to ensure smooth flow and uniform distribution of the reaction liquid.

[0061] Finally, it should be added that, in actual use, when the embankment structure reinforced by geogrid and EICP proposed in this application is applied to the road base layer 4, the road base layer 4 will evenly distribute the load to the underlying embankment bearing layer when external traffic loads are applied to it. The cooperating structure 5 in the embankment bearing layer first bears the load through the load-bearing plate frame 507, and then transmits the force in multiple directions to the geogrid 501 and the surrounding EICP-bonded composite soil through the geogrid support 502 and the geogrid bearing reinforcement 508. At the same time, the positioning geogrid reinforcement 6 is interlocked and fixed with the cooperating structure 5, which restrains the lateral deformation of the composite soil in the horizontal direction and enhances the shear resistance. The drill pipe 2 continuously injects EICP reaction liquid through the injection port 3. The reaction liquid is connected to the mounting pipe of the adjacent cooperating structure 5 through the flexible pipe 510. 506, the flow into the guide hopper 505 and the bearing seat 503, and diffuses through the connecting port 504 and the flow port 509 to the longitudinal and transverse gaps inside the coordinating structure 5 and the pores of the surrounding soil; on the other hand, the reaction liquid flows back along the top of the coordinating structure 5 and undergoes a cementing reaction with the surface of the geogrid and the positioning grid bar 6, gradually forming a composite soil with higher strength and better integrity. As the EICP reaction liquid is continuously injected and the cementing reaction proceeds, the strength and stiffness of the composite soil gradually increase, forming an integrated force network with the coordinating structure 5 and the positioning grid bar 6, further optimizing the load transfer path and reducing the stress concentration of individual components. It is worth noting that in this application, the natural soil foundation layer 1 serves as a supporting foundation, stably transferring the upper load to the deep soil.

[0062] It should be added that the present invention also provides a construction method for an embankment structure reinforced by geogrid and EICP in a synergistic manner, for systematically constructing the above structure to ensure its operability and reinforcement effect in actual engineering. The method specifically includes the following steps:

[0063] S100: First, the natural soil base layer 1 is carefully leveled and compacted. Appropriate earthmoving machinery is used to level the base layer and compact it layer by layer to ensure that it meets the design requirements for density and uniformity, forming a solid and stable working base.

[0064] It should be noted that the earthmoving machinery in this technical solution specifically includes graders, vibratory rollers, and small compactors. The grader is used to finely level the surface of the natural soil base layer 1. By adjusting the raising, tilting, and rotation of the scraper, it smooths out the high points and fills the low points on the base surface, ensuring that the surface flatness meets the design standards. The vibratory roller uses a high-frequency, low-amplitude vibration mode to compact the leveled base layer layer by layer. It uses vibration energy to rearrange and compact the soil particles, quickly increasing the base density to the design requirements. The small compactor is used to supplement the compaction of small areas that are difficult for large machinery to operate, such as corners and around pipelines, ensuring that the overall density of the base layer is uniform and consistent, providing a solid and stable working surface for the subsequent laying of the co-structure 5 and EICP reinforcement process.

[0065] S200: On the surface of the natural soil foundation layer 1 that has been treated and accepted, a prefabricated geogrid 501 is laid according to the position and spacing marked on the design drawings. Then, one end of the geogrid support 502 is firmly anchored inside the frame, and the other end is fixed to the height designed in the design drawings in a crisscross pattern to ensure the stability of the overall structure. Next, the load-bearing plate frame 507 and the flow guide support are installed to ensure that they are perpendicular to the positioning geogrid 6. Then, the positioning geogrid 6 is inserted and its two ends are fixed between adjacent cooperating structures 5 in the same horizontal section. Finally, the mounting pipe 506 of the adjacent cooperating structure 5 is reliably connected to the sealing joint through the flexible pipe 510 to form a complete fluid transport path.

[0066] S300: The pre-prepared drill pipe 2 is inserted into the pre-set holes in the filled and compacted road base layer 4, embankment bearing layer and natural soil foundation layer 1 according to the design elevation and plan layout. This ensures that the injection port 3 on the side wall of the drill pipe 2 is completely located within the embankment bearing layer. The bottom end of the drill pipe 2 is sealed, and the top end is left with an injection interface to facilitate subsequent injection operations.

[0067] S400: The embankment bearing layer soil is filled in layers from bottom to top. The thickness of each layer is strictly controlled within the construction specifications and compacted using a road roller or other compaction equipment. The compaction degree of each layer must meet the construction design requirements to ensure the overall strength and deformation stability of the subgrade.

[0068] S500: Pre-prepared EICP reaction liquid is injected under pressure through the injection port at the top of the drill pipe 2. Under pressure, the liquid gradually diffuses through the injection port 3 on the drill pipe 2 into the pores of the surrounding embankment bearing layer soil. At the same time, EICP reaction liquid is injected from the top port of the mounting pipe 506 of the cooperating structure 5. The liquid gradually diffuses through the guide aggregate hopper 505, the connecting port 504 on the bearing seat 503, and the flow port 509 on the side wall of the mounting pipe 506 into the soil around the load-bearing plate frame 507 and the longitudinal and transverse gaps inside the structure. With the help of the connection of the flexible pipe 510, the balanced distribution and overall diffusion of the reaction liquid between adjacent cooperating structures 5 can be achieved.

[0069] S600: Moisturize and maintain the embankment bearing layer after EICP reaction solution injection, regularly monitor humidity and temperature changes, and cover with geomembrane or water spray if necessary to ensure that the microbial cementation reaction is fully and evenly carried out. After the soil strength reaches the construction requirements, lay the cement-stabilized or concrete materials required for the road base layer 4 on the top of the embankment bearing layer. After leveling, compaction and curing, the construction of the entire earth embankment structure is finally completed.

[0070] Although embodiments of the invention have been shown and described, it will be understood by those skilled in the art that various changes, modifications, substitutions and alterations can be made to these embodiments without departing from the principles and spirit of the invention, the scope of which is limited by the appended embodiments and their equivalents.

Claims

1. A soil embankment structure reinforced by geogrid and EICP in synergy, comprising: The road base course (4), the embankment bearing layer and the natural soil foundation layer (1) are characterized by: The natural soil base layer (1) is used to serve as the structural support for the earthen embankment and is set at the bottom layer; The road base layer (4) is used to bear the upper traffic load and evenly transfer it to the lower embankment bearing layer; The embankment bearing layer is used to bear the upper load transmitted by the road base (4). Several coordinating structures (5) are laid inside. The coordinating structures (5) are cemented by injecting EICP reaction liquid to the soil around the coordinating structures (5) and form a composite soil. Positioning grid bars (6) are interspersed and fixed between the coordinating structures (5) on the same water section. By injecting EICP reaction liquid into the top of the coordinating structure (5), the EICP reaction liquid is evenly diffused into the longitudinal and transverse gaps and soil pores of the coordinating structure (5) through the backflow of the coordinating structure (5) and bonded to the surface of the geogrid and positioning grid bars (6). The collaborative structure (5) includes: Geogrid (501) is laid on the surface of the natural soil base layer (1); Several geogrid supports (502) are anchored at one end inside the geogrid (501), and the other end is set at different positions above the top of the geogrid (501) in a crisscross manner. The load-bearing plate frame (507) is fixed to the other end of the plurality of grid supports (502); The flow guide support is inserted between the stress plate frame (507) and the geogrid (501) and is perpendicular to the positioning grid bar (6) to receive and guide the EICP reaction liquid. The geogrid (501) has a triangular structure. The angle between the two ends of the grid support (502) and the two adjacent sides of the geogrid (501) is 30° to 60°. The positioning grid reinforcement (6) is located at the center of gravity of the space between the load-bearing plate frame (507) and the geogrid (501). The flow guide support includes: The mounting tube (506) is installed at both ends of the frame opening of the load-bearing plate frame (507); Two guide hoppers (505) are fixed to both ends of the loading pipe (506); Two bearing seats (503) are symmetrically fixed at both ends of the surface of the mounting tube (506), and the bottom of the bearing seat (503) and the bottom of the geogrid (501) are located on the same horizontal plane; The mounting pipe (506), the guide collection hopper (505) and the support seat (503) are connected in sequence, and the surface of the support seat (503) has a number of connecting ports (504). The surface of the mounting tube (506) is provided with several flow ports (509), which are used to guide the EICP reaction liquid to diffuse into the pores of the soil outside the stress plate frame (507).

2. The embankment structure reinforced by geogrid and EICP as described in claim 1, characterized in that: The geogrid (501) has a rectangular structure. The angle between the two ends of the geogrid support (502) and the geogrid (501) is not 90° or 0°. The positioning grid reinforcement (6) is located at the geometric center of the space between the load-bearing plate frame (507) and the geogrid (501).

3. The embankment structure reinforced by geogrid and EICP according to claim 1, characterized in that: The grid support (502) is fixed with cross-arranged grid support bars (508) in the middle. One end of the grid support bar (508) is fixedly connected to the bottom of the load-bearing plate frame (507), and the other end is fixedly connected to the bottom of the soil grid support (502). The grid support bars (508) are distributed in a V-shape between adjacent grid supports (502).

4. The embankment structure reinforced by geogrid and EICP as described in claim 1, characterized in that: A drill pipe (2) is inserted into the road base layer (4), the embankment bearing layer and the natural soil base layer (1). An injection port (3) is opened on the surface of the drill pipe (2) at the position of the embankment bearing layer. EICP reaction liquid is continuously injected into the interior of the embankment bearing layer through the injection port (3) of the drill pipe (2).

5. The embankment structure reinforced by geogrid and EICP according to claim 1, characterized in that: A flexible tube (510) is installed between two adjacent cooperating structures (5) and connected to each other. The two ends of the flexible tube (510) are fixedly connected to the ports of the adjacent mounting tube (506) through sealing joints. The flexible tube (510) is hollow inside and has the same inner diameter as the mounting tube (506).

6. A construction method for an embankment structure reinforced by geogrid and EICP, used to construct an embankment structure reinforced by geogrid and EICP as described in any one of claims 1-5, characterized in that, include: S100: The natural soil base layer (1) is leveled and compacted; S200: On the surface of the pretreated natural soil base layer (1), a geogrid (501) is laid at the designed spacing. One end of the geogrid support (502) is anchored inside the geogrid (501), and the other end is fixed at the designed height in a crisscross manner. The load-bearing plate frame (507) and the flow guide support are installed to ensure that the flow guide support is perpendicular to the positioning grid bar (6). The positioning grid bar (6) is inserted and fixed between the cooperating structures (5) on the same water section. The mounting pipes (506) of the adjacent cooperating structures (5) are connected through the flexible pipe (510) and the sealing joint. S300: Insert the drill pipe (2) into the preset area of ​​the road base layer (4), the embankment bearing layer and the natural soil foundation layer (1) in sequence, ensure that the injection port (3) on the surface of the drill pipe (2) is completely within the range of the embankment bearing layer, seal the bottom of the drill pipe (2), and reserve the injection interface at the top; S400: Layered embankment bearing layer soil; S500: EICP reaction liquid is injected through the injection port at the top of the drill pipe (2), and the reaction liquid diffuses into the soil pores of the embankment bearing layer through the injection port (3). EICP reaction liquid is injected through the port of the mounting pipe (506) of the cooperating structure (5). The EICP reaction liquid diffuses into the soil pores outside the stress plate frame (507) and the longitudinal and transverse gaps inside the cooperating structure (5) through the flow guide hopper (505), the connecting port (504) of the bearing seat (503) and the flow port (509) of the mounting pipe (506). At the same time, the reaction liquid is distributed between adjacent cooperating structures (5) through the flexible pipe (510). S600: Moisturize and maintain the embankment bearing layer after injecting EICP reaction liquid, and lay cement material of road base (4) on the top of the embankment bearing layer to complete the overall construction of the earth embankment structure.

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