Slope supporting structure and construction method thereof

Abstract

The embodiment of the invention provides a slope supporting structure and a construction method thereof. The slope supporting structure comprises a protection unit, a filling body unit and a fixing unit. Each protection unit comprises an anti-slide pile, a panel connecting assembly and a prefabricated panel; the other end of the anti-slide pile is connected with the prefabricated panel through the panel connecting assembly; each filling body unit comprises a first rubble layer, a first geotechnical cloth grating layer, a second geotechnical cloth grating layer and a third geotechnical cloth grating layer; the first geotextile grids extend to the first gravel layer from the interior of the filling body unit, wrap at least part of the first gravel layer and then extend in the width direction of the filling body unit, and the first geotextile grids located at the two ends of at least part of the first gravel layer are connected with each other; one end of the second geotechnical cloth grating layer is arranged on the panel connecting assembly through the first fixing unit; and one end of the third geotechnical cloth grating layer is arranged on the prefabricated panel through a second fixing unit.

Description

Technical Field

[0001] The present application relates to the field of rock engineering technology, and in particular to a slope support structure and a construction method thereof. Background Art

[0002] In geotechnical engineering, a slope refers to a naturally or artificially constructed inclined surface form, whose stability is influenced by a combination of geological conditions, hydrological environment, and external loads. Fill slopes, among others, are slope-like structures formed by artificially layering earth and stone materials. Their core function is to achieve terrain elevation within a limited land area, and they are widely used in projects such as mountain airports, highway embankments, and building foundation expansions. Fill slopes include vertical fill slopes, which are artificially constructed slope structures with a slope greater than or equal to 80°. These slopes are constructed by layering and compacting earth and stone materials to create a nearly vertical high fill volume within a restricted terrain.

[0003] In related technologies, vertical fill slopes are usually supported by pile foundation support beam retaining wall support structures, large-scale anti-slide pile support structures, or reinforced earth retaining wall support structures. Among them, the pile foundation support beam retaining wall support structure includes anti-slide piles, retaining walls and support beams. The lower end of the anti-slide pile body is embedded in a stable stratum (such as bedrock), and the soil pressure borne by the retaining wall is transferred to the deep stable rock and soil layer through the pile body, blocking the potential sliding surface. A reinforced concrete support beam is set on the top of the pile as a continuous foundation to evenly distribute the concentrated load of the retaining wall to each pile foundation, avoiding local stress concentration and enhancing the overall anti-overturning stability; the large-scale anti-slide pile support structure includes large-scale anti-slide piles and rigid cantilever beams. The lower end of the large-scale anti-slide pile body is deeply embedded in the stable stratum (such as bedrock). In strata (such as bedrock), pile-rock friction and end bearings anchor deep slip surfaces, preventing overall slippage in vertical fill slopes. The piles above ground act as rigid cantilever beams, using their inherent flexural rigidity to resist the bending moment and shear forces generated by earth pressure, thereby suppressing lateral deformation of the vertical fill slope. The reinforced earth retaining wall structure, consisting of geotextile grids and filler, primarily forms a composite shear-resistant structure through interfacial friction between the geotextile grid and filler, and the passive impedance effect of the grid ribs on soil particles, suppressing lateral deformation of the vertical fill slope. The "locking effect" of the grid holes on the filler disperses local stresses, converting concentrated earth pressure into a uniformly distributed load, thereby reducing settlement cracking in the vertical fill slope.

[0004] However, existing support structures are prone to deformation, are insufficient in supporting vertical fill slopes, and are relatively expensive. Summary of the Invention

[0005] The embodiments of the present application provide a slope support structure and a construction method thereof to solve the technical problems in the related art that the existing support structure is easy to deform, does not provide sufficient support for vertical fill slopes, and is relatively expensive.

[0006] In a first aspect, an embodiment of the present application provides a slope support structure, comprising: a protection unit, a fill unit, and a fixing unit; The protection unit is set on one side of the slope and includes an anti-slip pile, a panel connection assembly, and a prefabricated panel. One end of the anti-slip pile is embedded in the stratum, and the other end of the anti-slip pile is connected to the prefabricated panel through the panel connection assembly. The prefabricated panel extends back to the stratum. The compacted mass unit comprises a first crushed stone layer, a first geotextile grid layer, a second geotextile grid layer, and a third geotextile grid layer; wherein the first crushed stone layer is disposed on the side of the protective unit facing away from the slope, the first geotextile grid layer is arranged in layers along the height direction of the compacted mass unit, and the first geotextile grid layer comprises a first geotextile grid, which extends from the interior of the compacted mass unit to the first crushed stone layer, wraps at least a portion of the first crushed stone layer, and then extends in the width direction of the compacted mass unit, and the first geotextile grids located at both ends of at least a portion of the first crushed stone layer are connected to each other; The fixing unit includes a first fixing unit and a second fixing unit, one end of the second geotextile grid layer is set on the panel connection assembly through the first fixing unit, the other end of the second geotextile grid layer extends back to the first crushed stone layer, and the second geotextile grid layer and the first geotextile grid layer are connected to each other; one end of the third geotextile grid layer is set on the prefabricated panel through the second fixing unit, the other end of the third geotextile grid layer extends back to the first crushed stone layer, and the third geotextile grid layer and the first geotextile grid layer are connected.

[0007] In a feasible implementation, the panel connection assembly includes: a crown beam, a panel base support, a prefabricated panel, and anchor bars; One end of the crown beam is arranged at the other end of the anti-slip pile, and the other end of the crown beam is fixed to one end of the panel foundation support through the anchor bar. The other end of the panel foundation support is provided with an installation position that is mutually adapted to one end of the prefabricated panel, and one end of the prefabricated panel is provided with a matching position that is mutually adapted to the installation position.

[0008] In a feasible implementation, the first fixing unit includes a first connecting member and two first pressing plate members, one end of at least one first pressing plate member is arranged on the panel connecting assembly, the two first pressing plate members are respectively arranged on both sides of the second geotextile grid, and the first connecting member passes through the two first pressing plate members to fix the second geotextile grid; The second fixing unit includes a second connecting member and two second pressing plate members, one end of at least one second pressing plate member is arranged on the prefabricated panel, the two second pressing plate members are respectively arranged on both sides of the third geotextile grid, and the second connecting member passes through the two second pressing plate members to fix the third geotextile grid.

[0009] In a feasible implementation, the anti-slide piles are arranged at intervals along the extension direction of the slope; A retaining plate is provided between the anti-slide pile and the first crushed stone layer.

[0010] In a feasible implementation, the protection unit further includes a support base, which is arranged in the ground layer and extends along the length direction of the filling unit to support the first crushed stone layer.

[0011] In a feasible implementation, the compacted building unit further includes a top plate, which is arranged on the top of the compacted building unit, with one end of the top plate being arranged on the prefabricated panel and the other end of the top plate extending away from the prefabricated panel.

[0012] In a feasible implementation, the landfill unit further includes a first drainage filter layer, and the first drainage filter layer is arranged above the support seat.

[0013] In a feasible implementation, a planting trough is provided on the side of the prefabricated panel facing away from the filling unit; and a second crushed stone layer and a humus soil layer are sequentially provided along the height direction of the planting trough.

[0014] In a feasible implementation, the prefabricated panel is provided with a drainage channel, and one end of the drainage channel is arranged opposite to the second crushed stone layer; The compacted structure unit further includes a second drainage filter layer, which is arranged in the compacted structure unit corresponding to the prefabricated panel, and the other end of the drainage channel is arranged opposite to the second drainage filter layer.

[0015] In a feasible implementation, both the first drainage filter layer and the second drainage filter layer are filled with moderately weathered sandstone.

[0016] In a second aspect, an embodiment of the present application provides a method for constructing a slope support structure, which is used to construct the support structure in any technical solution of the first aspect, wherein the construction method comprises the following steps: S1: Casting anti-slide piles; S2: Laying a first geotextile grid layer in layers, and interconnecting the first geotextile grids located at both ends of at least a portion of the first crushed stone layer; wherein the first geotextile grid layer includes a first geotextile grid, which extends from the interior of the compacted volume unit to the first crushed stone layer, wraps at least a portion of the first crushed stone layer, and then extends in a direction away from the first crushed stone layer; S3: Set up panel connection components and conduct inspection and acceptance after reaching the age limit; S4: Laying a second geotextile grid layer, and setting one end of the second geotextile grid layer on the panel connection assembly through the first fixing unit; S5: Install the prefabricated panel, lay the third geotextile grid layer, and set one end of the third geotextile grid layer on the prefabricated panel through the second fixing unit; S6: connecting the second geotextile grid layer to the first geotextile grid layer, and connecting the third geotextile grid layer to the first geotextile grid layer.

[0017] In a feasible implementation, after step S6, the following steps are further included: S7: laying the second drainage filter layer; S8: Install the prefabricated panel with planting grooves on the top, and cast the top plate after the pouring and consolidation are stable.

[0018] In a feasible implementation, S1 specifically includes the following steps: S1-1: Prepare the site; S1-2: Set out the pile positions and dig the installation holes for the anti-slip piles manually or mechanically; S1-3: Cast anti-slip piles and conduct inspection and acceptance when the anti-slip piles reach the age; S1-4: Treat the foundation base, excavate steps and foundation trenches, cast support seats, and conduct inspection and acceptance of the support seats when they reach the age limit.

[0019] On the first hand, an embodiment of the present application provides a slope support structure. In this embodiment, by embedding one end of the anti-slip pile into the ground, the overall stability of the support structure is ensured. In this embodiment, the anti-slip pile and the prefabricated panel are connected by a panel connection assembly, thereby avoiding the imbalance of the independent force of the anti-slip pile, improving the anti-overturning stability, and thus improving the overall stability of the support structure. In this embodiment, by setting the prefabricated panel, the prefabricated panel can be customized, the construction flexibility is high, the construction efficiency is greatly improved, and the construction cost is reduced. In this embodiment, by setting a first crushed stone layer on the side of the protective unit facing away from the slope, the setting of the first crushed stone layer can ensure the compaction quality of the contact area between the filling unit and the protective unit, thereby further improving the stability. In this embodiment, by setting the first geotextile grid layer, the second geotextile grid layer and the third geotextile grid layer, the grid holes of the first geotextile grid can "lock" the filler in the filling unit, thereby reducing the soil pressure and sliding force of the filling unit, and effectively reducing the deformation of the support structure. Furthermore, the embodiment of the present application connects the second geotextile grid layer and the panel connection assembly so that the flexible structure of the second geotextile grid layer can produce an anchoring effect on the rigid anti-slip pile and the panel connection assembly, thereby further reducing the deformation of the support structure and avoiding uneven settlement and cracking of the protection unit and the fill unit. Still further, the embodiment of the present application connects the third geotextile grid and the prefabricated panel so that the rigid prefabricated panel can be anchored by the third geotextile grid, ensuring that the prefabricated panel does not bulge, restraining the deformation of the soil in the fill unit, and thus achieving no deformation or settlement at the top of the fill unit. Through the arrangement of the embodiment of the present application, a slope support structure with strong stability, not easy to deform, and high economic efficiency is provided. On the second aspect, an embodiment of the present application provides a construction method for a slope support structure. Since the construction method is used to construct the support structure in any technical solution in the first aspect, the technical effect of the support structure in any technical solution in the first aspect of the construction method will not be repeated here. BRIEF DESCRIPTION OF THE DRAWINGS

[0020] The drawings described herein are used to provide a further understanding of the present invention and constitute a part of the present invention. The exemplary embodiments of the present invention and their descriptions are used to explain the present application and do not constitute an improper limitation of the present invention. In the drawings: Figure 1 This is a cross-sectional schematic diagram of a slope support structure provided by one embodiment of the present application; Figure 2 This is a schematic diagram of the connection between the first geotextile grid layer and the second geotextile grid layer provided in one embodiment of the present application. Figure 3This is a schematic diagram of the connection between the protection unit and the compacted body unit provided in one embodiment of the present application; Figure 4 This is a schematic diagram of the connection between the prefabricated panel and the infill unit provided in one embodiment of the present application; Figure 5 This is a schematic diagram of the connection between the panel connection assembly and the second geotextile grid layer provided in one embodiment of the present application; Figure 6 This is a schematic diagram of the connection between the prefabricated panel and the third geotextile grid layer provided in an embodiment of the present application. Figure 1 ; Figure 7 This is a schematic diagram of the connection of the third geotextile grid layer of the prefabricated panel provided in one embodiment of the present application. Figure 2 ; Figure 8 It is a structural schematic diagram of a slope support structure provided in one embodiment of the present application.

[0021] Description of reference numerals: 100-protection unit; 200-fill unit; 300-planting trough; 110 - Anti-slip pile; 120 - Panel connection assembly; 121 - Crown beam; 122 - Panel foundation support; 122a - Installation position; 123 - Anchor bar; 130 - Precast panel; 131 - Transverse reinforcement; 132 - Longitudinal reinforcement; 133 - Drainage channel; 134 - Matching position; 140 - Retaining wall; 141 - Water outlet; 150 - Support base; 210 - first crushed stone layer; 220 - first geotextile grid layer; 221 - first connecting rod; 230 - second geotextile grid layer; 231 - second connecting rod; 240 - third geotextile grid layer; 241 - third connecting rod; 250 - top plate; 260 - first drainage filter layer; 270 - second drainage filter layer; 310-Second gravel layer; 320-Humus soil layer; 330-Drainage outlet; 410 - first fixing unit; 411 - first pressing plate; 412 - first angle steel; 413 - first expansion bolt; 414 - second expansion bolt; 415 - second pressing plate; 416 - second angle steel; 417 - second expansion bolt; 418 - third expansion bolt; 420 - second fixing unit; 421 - third angle steel; 422 - fourth angle steel; 423 - first mounting bolt; 424 - second mounting bolt; 425 - third mounting bolt. DETAILED DESCRIPTION

[0022] In order to enable those skilled in the art to better understand the technical solutions in this application, the technical solutions in the embodiments of this application will be clearly and completely described below in conjunction with the drawings in the embodiments of this application. Obviously, the described embodiments are only part of the embodiments of this application, not all of the embodiments. Based on the embodiments in this application, all other embodiments obtained by ordinary technicians in this field without making creative efforts should fall within the scope of protection of this application.

[0023] It should be noted that many specific details are set forth in the following description to facilitate a full understanding of the present invention. However, the present invention can also be implemented in other ways different from those described herein. Therefore, the scope of protection of the present invention is not limited to the specific embodiments disclosed below.

[0024] In geotechnical engineering, a slope refers to a naturally or artificially constructed inclined surface form, whose stability is influenced by a combination of geological conditions, hydrological environment, and external loads. Fill slopes, among others, are slope-like structures formed by artificially layering earth and stone materials. Their core function is to achieve terrain elevation within a limited land area, and they are widely used in projects such as mountain airports, highway embankments, and building foundation expansions. Fill slopes include vertical fill slopes, which are artificially constructed slope structures with a slope greater than or equal to 80°. These slopes are constructed by layering and compacting earth and stone materials to create a nearly vertical high fill volume within a restricted terrain.

[0025] In related technologies, vertical fill slopes are usually supported by pile foundation support beam retaining wall support structures, large-scale anti-slide pile support structures, or reinforced earth retaining wall support structures. Among them, the pile foundation support beam retaining wall support structure includes anti-slide piles, retaining walls and support beams. The lower end of the anti-slide pile body is embedded in a stable stratum (such as bedrock), and the soil pressure borne by the retaining wall is transferred to the deep stable rock and soil layer through the pile body, blocking the potential sliding surface. A reinforced concrete support beam is set on the top of the pile as a continuous foundation to evenly distribute the concentrated load of the retaining wall to each pile foundation, avoiding local stress concentration and enhancing the overall anti-overturning stability; the large-scale anti-slide pile support structure includes large-scale anti-slide piles and rigid cantilever beams. The lower end of the large-scale anti-slide pile body is deeply embedded in the stable stratum (such as bedrock). In strata (such as bedrock), pile-rock friction and end bearings anchor deep slip surfaces, preventing overall slippage in vertical fill slopes. The piles above ground act as rigid cantilever beams, using their inherent flexural stiffness to resist the bending moment and shear forces generated by earth pressure, thereby suppressing lateral deformation of the vertical fill slope. The reinforced earth retaining wall structure, consisting of geotextile grids and filler, primarily utilizes the interfacial friction between the geotextile grid and filler, as well as the passive impedance of the grid ribs to the soil particles, to form a composite shear-resistant structure, suppressing lateral deformation of the vertical fill slope. The "locking effect" of the grid holes on the filler disperses local stresses, converting concentrated earth pressure into a uniformly distributed load, thereby reducing settlement cracking in the vertical fill slope.

[0026] However, while pile-based beam retaining wall support structures offer advantages such as high bearing capacity and ease of construction, they require two rows of piles or large piles to support the large retaining wall, resulting in high material consumption and cost. Furthermore, the upper retaining wall cannot effectively control the displacement of the top of the fill, which can easily cause cracking and deformation at the top of the fill, affecting the functional use of structures and structures at the top of the fill. When used vertically to support high fill slopes, large-scale anti-slip pile support structures require long anti-slip piles, resulting in high material consumption and high economic costs. Furthermore, deformation of the anti-slip piles cannot be effectively controlled when vertically supporting high fill slopes, which can easily cause cracking and deformation at the top of the fill. Prestressed anchor cables are used in engineering designs to share lateral loads, reduce the bending moment of the anti-slip piles, and thus control pile deformation. However, this requires addressing the technical challenge of prestress loss in the anchor cables during fill compaction. Furthermore, to ensure that the anchoring section of the anchor cables is located in a stable rock and soil layer, the free section of the anchor cables is excessively long, resulting in significant investment and cost. As a new type of retaining structure for fill projects, the reinforced earth retaining wall support structure utilizes the friction between the grid surface and the filler, the passive impedance of the filler to the grid ribs, and the "locking" effect of the grid holes on the filler to maintain the overall stability of the fill and the safety and stability of the retaining structure. It has the advantages of high economy, strong adaptability, light structure, environmental protection, beautiful appearance, and flexible construction. However, a single reinforced earth retaining wall is generally suitable for fill projects with a retaining height of less than 15m, while the slope height of the vertical fill slope is usually greater than 15m. Therefore, the application range of the reinforced earth retaining wall support structure is small. At the same time, as a single flexible structure, the geotextile grid can adapt to large settlement and deformation, but it will have an adverse effect on the buildings and structures on the top of the fill.

[0027] In other words, the existing support structure is easy to deform, is insufficient to support the vertical fill slope, and is relatively costly.

[0028] Therefore, an embodiment of the present application provides a slope support structure to solve the technical problems in the related art, that is, the support structure is easy to deform, does not provide sufficient support for the vertical fill slope, and is relatively costly.

[0029] Figure 1 This is a cross-sectional schematic diagram of a slope support structure provided by one embodiment of the present application; Figure 2 This is a schematic diagram of the connection between the first geotextile grid layer and the second geotextile grid layer provided in one embodiment of the present application.

[0030] In a first aspect, an embodiment of the present application provides a slope support structure, comprising: a protection unit 100, a fill unit 200, and a fixing unit; The protection unit 100 is set on one side of the slope and includes an anti-slip pile 110, a panel connection assembly 120, and a prefabricated panel 130. One end of the anti-slip pile 110 is embedded in the stratum, and the other end of the anti-slip pile 110 is connected to the prefabricated panel 130 through the panel connection assembly 120. The prefabricated panel 130 extends away from the stratum. The compacted body unit 200 includes a first crushed stone layer 210, a first geotextile grid layer 220, a second geotextile grid layer 230, and a third geotextile grid layer 240; wherein the first crushed stone layer 210 is arranged on the side of the protection unit 100 facing away from the slope, and the first geotextile grid layer 220 is arranged in layers along the height direction of the compacted body unit 200 (refer to FIG. Figure 1 As shown by the arrows, x represents the width direction of the compacted ... The fixing unit includes a first fixing unit 410 and a second fixing unit 420. One end of the second geotextile grid layer 230 is set on the panel connection assembly 120 through the first fixing unit 410, and the other end of the second geotextile grid layer 230 extends back to the first crushed stone layer 210, and the second geotextile grid layer 230 and the first geotextile grid layer 220 are connected to each other; one end of the third geotextile grid layer 240 is set on the prefabricated panel 130 through the second fixing unit 420, and the other end of the third geotextile grid layer 240 extends back to the first crushed stone layer 210, and the third geotextile grid layer 240 and the first geotextile grid layer 220 are connected.

[0031] For example, the anti-slide pile 110 is configured as a rectangular reinforced concrete structure, and one end of the anti-slide pile 110 can be embedded in the stratum below the original terrain of the fill slope by pouring.

[0032] For example, the precast panel 130 can be cast using reinforced concrete. To ensure the strength of the precast panel 130, three layers of longitudinal reinforcement 132 and one layer of transverse reinforcement 131 can be provided inside the precast panel 130. Furthermore, the precast panel 130 is prefabricated in advance in a factory, ensuring stable quality control, allowing for quick installation, improving construction efficiency, and shortening construction periods.

[0033] In some examples, the first geotextile grid layer 220 includes a first geotextile grid, the second geotextile grid layer 230 includes a second geotextile grid, and the third geotextile grid layer 240 includes a third geotextile grid. The first, second, and third geotextile grids may be made of high-density polyethylene single-stretch plastic grids, with grid node strength being no less than 95% of the rib strength.

[0034] In a specific implementation, the first geotextile grids located at both ends of at least a portion of the first crushed stone layer 210 are named upper geotextile grid and lower geotextile grid, respectively. That is, the first geotextile grid located at the upper end of at least a portion of the first crushed stone layer 210 is the upper geotextile grid, and the first geotextile grid located at the lower end of at least a portion of the first crushed stone layer 210 is the lower geotextile grid. The upper geotextile grid needs to press down on the portion of the lower geotextile grid that wraps around the first crushed stone layer 210, and the lengths of the upper and lower geotextile grids are reasonably designed based on the structure and pullout resistance requirements.

[0035] Further, refer to Figure 1 and Figure 2 The upper and lower geotextile grids can be connected via first connecting rods 221. In a specific implementation, the first connecting rods 221 can extend along the length of the compacted volume unit 200. For example, the first connecting rods 221 first pass through the mesh of the lower geotextile grid, then through the mesh of the upper geotextile grid, then through the mesh of the lower geotextile grid, and finally through the mesh of the upper geotextile grid, thereby connecting the upper and lower geotextile grids. Of course, multiple first connecting rods 221 can be provided at intervals along the width of the compacted volume unit 200 to securely connect the upper and lower geotextile grids.

[0036] Furthermore, the first geotextile grid layer 220 and the second geotextile grid layer 230 can be connected via second connecting rods 231. For example, the second connecting rods 231 extend along the length of the compacted volume unit 200. The second connecting rods 231 first pass through the mesh of the first geotextile grid, then through the mesh of the second geotextile grid, and then through the mesh of the first geotextile grid, thereby connecting the first geotextile grid and the second geotextile grid. Of course, multiple second connecting rods 231 can be evenly arranged along the width of the compacted volume unit 200 to securely connect the first geotextile grid layer 220 and the second geotextile grid layer 230.

[0037] Furthermore, the first geotextile grid layer 220 and the third geotextile grid layer 240 can be connected via third connecting rods 241. For example, the third connecting rods 241 extend along the length of the compacted volume unit 200. The third connecting rods 241 first pass through the mesh of the first geotextile grid, then through the mesh of the third geotextile grid, and then through the mesh of the first geotextile grid, thereby connecting the first and third geotextile grids. Of course, multiple third connecting rods 241 can be evenly arranged along the width of the compacted volume unit 200 to securely connect the first and third geotextile grid layers 220 and 240.

[0038] In some examples, soil and stone are filled between two adjacent first geotextile grid layers 220 , wherein the ratio of soil to stone may be 3:7 or 4:6.

[0039] In other examples, the first gravel layer 210 can be wrapped with multiple permeable eco-bags. The eco-bags are made of polypropylene or polyester as the main raw material and are made using a non-woven needle punching process. They have functions such as resistance to ultraviolet radiation, acid, alkali, and salt, and resistance to microbial erosion, and are permeable and soil-retaining. The eco-bag material weight is ≥150g / m 2 , longitudinal and transverse breaking strength ≥ 6kN / m, longitudinal and transverse breaking elongation 30-70%, CBR bursting strength not less than 0.8kN, longitudinal and transverse tearing strength not less than 0.21KN, equivalent pore size O95 is 0.07-0.20mm, material UV resistance is 500 hours of UV light, and tensile strength retention rate is not less than 85%. The size of each eco-bag after bagging is 100cm (length) × 45cm (thickness) × 12.5cm (height), the length of the first gravel layer 210 is not less than 3.0m, the gravel filled in the eco-bag is required to be well graded, the content of fine particles below 0.075mm is less than 10%, and the permeability coefficient is not less than 10 -3 cm / s.

[0040] On the first aspect, the embodiment of the present application provides a slope support structure. In the embodiment of the present application, one end of the anti-slip pile 110 is embedded in the stratum, thereby ensuring the overall stability of the support structure. The embodiment of the present application connects the anti-slip pile 110 and the prefabricated panel 130 through the panel connection assembly 120, thereby avoiding the imbalance of the independent force of the anti-slip pile 110, improving the anti-overturning stability, and thus improving the overall stability of the support structure. The embodiment of the present application can realize personalized customization of the prefabricated panel 130 through the provision of the prefabricated panel 130, with high construction flexibility, greatly improving construction efficiency and reducing construction costs. The embodiment of the present application sets a first gravel layer 210 on the side of the protective unit 100 facing away from the slope. The provision of the first gravel layer 210 can ensure the compaction quality of the contact part between the filling unit 200 and the protective unit 100, further improving stability. In the embodiment of the present application, by providing the first geotextile grid layer 220, the second geotextile grid layer 230, and the third geotextile grid layer 240, the grid holes of the first geotextile grid can "lock" the filler in the compacted body unit 200, thereby reducing the earth pressure and sliding force of the compacted body unit 200 and effectively reducing the deformation of the support structure. Furthermore, in the embodiment of the present application, by connecting the second geotextile grid layer 230 to the panel connection assembly 120, the flexible structure of the second geotextile grid layer 230 can generate an anchoring effect between the rigid anti-slip piles 110 and the panel connection assembly 120, thereby further reducing the deformation of the support structure and avoiding uneven settlement and cracking of the protective unit 100 and the compacted body unit 200. Furthermore, by connecting the third geotextile grid to the precast panel 130, the present embodiment can anchor the rigid precast panel 130 through the third geotextile grid, ensuring that the precast panel 130 does not bulge, restricting soil deformation within the compacted volume unit 200, and thus preventing deformation or settlement of the top of the compacted volume unit 200. This arrangement of the present embodiment provides a slope support structure that is highly stable, non-deformable, and economical.

[0041] Figure 3 This is a schematic diagram of the connection between the protection unit and the compacted body unit provided in one embodiment of the present application; Figure 4 This is a schematic diagram of the connection between the prefabricated panel and the infill unit provided in one embodiment of the present application; Figure 5 This is a schematic diagram of the connection between the panel connection assembly and the second geotextile grid layer 230 provided in one embodiment of the present application.

[0042] In other examples, refer to Figure 1 as well as Figures 3 to 5 , the panel connection assembly 120 includes: a crown beam 121, a panel base support 122, a prefabricated panel 130 and an anchor bar 123; One end of the crown beam 121 is arranged at the other end of the anti-slip pile 110, and the other end of the crown beam 121 is fixed to one end of the panel foundation support 122 through the anchor bar 123. The other end of the panel foundation support 122 is provided with an installation position 122a that is mutually adapted to one end of the prefabricated panel 130, and one end of the prefabricated panel 130 is provided with a matching position 134 that is mutually adapted to the installation position 122a.

[0043] In a specific implementation, multiple anti-slip piles 110 are arranged at intervals along the extension direction of the slope, and chains are connected between the multiple crown beams 121. The chains between the multiple crown beams 121 connect the multiple anti-slip piles 110 arranged at intervals to form a whole.

[0044] Exemplarily, the crown beam 121 is configured as a rectangular concrete structure.

[0045] For example, two second geotextile grid layers 230 are spaced apart along the height of the compacted mass unit 200, and two corresponding first fixing units 410 are provided. The cap beam 121 is connected to one of the second geotextile grid layers 230 via one of the first fixing units 410, and the foundation support is connected to another second geotextile grid layer 230 via another of the first fixing units 410.

[0046] In other examples, the panel foundation support 122 is located at the top center of the crown beam 121 and can be a reinforced concrete structure, for example, a C35 concrete structure. In practice, after the crown beam 121 is cast, the panel foundation support 122 is cast at the other end of the crown beam 121. During the casting process, the crown beam 121 is pre-embedded with anchor bars 123 extending toward the panel foundation support 122.

[0047] Furthermore, the panel base support 122 has a mounting position 122a at one end facing away from the crown beam 121. The mounting position 122a can be configured as a groove. The prefabricated panel 130 has a mating position 134 configured to mate with the mounting position 122a. The mating position 134 can be configured as a protrusion that mates with the groove. Of course, the mounting position 122a can also be configured as a protrusion, and the mating position 134 can be configured as a groove.

[0048] Furthermore, grooves and protrusions can be provided at both ends of the prefabricated panel 130, respectively, wherein the protrusion at one end is adapted to the groove on the panel base support 122, and the groove at the other end is adapted to the protrusion on another prefabricated panel 130, so as to flexibly arrange the prefabricated panel 130 according to different scene requirements. Of course, the groove at one end of the prefabricated panel 130 can also be adapted to the protrusion on the panel base support 122, and the protrusion at the other end is adapted to the groove on another prefabricated panel 130.

[0049] In the embodiment of the present application, the cap beam 121 secures the base support for the installation of the prefabricated panel 130 via anchor bars 123, thereby firmly connecting the anti-slip piles 110 and the prefabricated panel 130 to form a stable protective unit 100, thereby improving the stability of the support structure. Furthermore, in the embodiment of the present application, the mounting position 122a on the panel base support 122 and the mating position 134 of the prefabricated panel 130 are mutually adapted, which not only ensures the installation stability of the prefabricated panel 130, but also facilitates the installation of the prefabricated panel 130.

[0050] Figure 6 This is a schematic diagram of the connection between the prefabricated panel and the third geotextile grid layer provided in an embodiment of the present application. Figure 1 ; Figure 7 This is a schematic diagram of the connection of the third geotextile grid layer of the prefabricated panel provided in one embodiment of the present application. Figure 2 .

[0051] In some examples, reference Figures 4 to 7 The first fixing unit 410 includes a first connecting member and two first pressing plates 411. One end of at least one first pressing plate 411 is disposed on the panel connection assembly 120. The two first pressing plates 411 are respectively disposed on both sides of the second geotextile grid. The first connecting member passes through the two first pressing plates 411 to fix the second geotextile grid. The second fixing unit 420 includes a second connecting member and two second pressing plates 415. One end of at least one second pressing plate 415 is arranged on the prefabricated panel 130. The two second pressing plates 415 are respectively arranged on both sides of the third geotextile grid. The second connecting member passes through the two second pressing plates 415 to fix the third geotextile grid.

[0052] For example, refer to Figure 4 and Figure 5 Two second geotextile grid layers 230 are arranged at intervals along the vertical direction of the compacted mass unit 200, and two first fixing units 410 are also provided accordingly. The first connecting members include a first expansion bolt 413, a second expansion bolt 417-414, a third expansion bolt 418, and a fourth expansion bolt. The two first pressure plates 411 in one of the first fixing units 410 can be configured as one first pressure plate 411 and the other as a first angle steel 412. The front end of one of the second geotextile grid layers 230 is pressed between the first pressure plate 411 and the first angle steel 412. The first expansion bolt 413 passes through the first pressure plate 411, one of the second geotextile grid layers 230, and the first angle steel 412 in sequence to secure the second geotextile grid layer 230 between the first pressure plate 411 and the first angle steel 412. The first angle steel 412 is secured to the crown beam 121 via the second expansion bolt 417-414.

[0053] Among them, the two first pressure plates 411 in the other first fixing unit 410 can be set as one second pressure plate 415 and the other second angle steel 416, wherein the front end of the other second geotextile grid layer 230 is pressed between the second pressure plate 415 and the second angle steel 416, and the third expansion bolt 418 passes through the second pressure plate 415, the other second geotextile grid layer 230 and the second angle steel 416 in sequence to fix the second geotextile grid layer 230 between the second pressure plate 415 and the second angle steel 416, and the second angle steel 416 is fixed to the panel fixing support through the fourth expansion bolt.

[0054] For example, refer to Figure 6 and Figure 7 The second connecting member includes a first mounting bolt 423, a second mounting bolt 424 and a third mounting bolt 425. The two second pressure plates 415 can be set as a third angle steel 421 and a fourth angle steel 422. The front end of the third geotextile grid layer 240 is pressed between the third angle steel 421 and the fourth angle steel 422. The first mounting bolt 423 passes through the third angle steel 421, the third geotextile grid layer 240 and the fourth angle steel 422 in sequence to fix the third geotextile grid layer 240 between the third angle steel 421 and the fourth angle steel 422. The third angle steel 421 is fixed to the prefabricated panel 130 by the second mounting bolt 424, and the fourth angle steel 422 is fixed to the prefabricated panel 130 by the third mounting bolt 425.

[0055] In an embodiment of the present application, the second geotextile grid layer 230 is connected to the crown beam 121 and the panel foundation support 122 respectively through the first pressure plate 411 and the first connecting member, so that the flexible structure second geotextile grid layer 230 is connected to the rigid anti-slip piles 110, the crown beam 121, and the panel foundation support 122 to form a whole. The flexible structure processing of the second geotextile grid layer 230 produces an anchoring effect on the rigid anti-slip piles 110, the crown beam 121 and the panel foundation support 122, thereby reducing the deformation of the support structure, avoiding the settlement and cracking of the filling unit 200, and improving the strength and service life of the support structure. Furthermore, in the embodiment of the present application, the flexible structure third geotextile grid layer 240 and the rigid structure prefabricated panel 130 are connected as a whole through the second connecting member and two second pressure plates 415, and the rigid prefabricated panel 130 is anchored by the third geotextile grid layer 240, thereby ensuring that the prefabricated panel 130 does not bulge and restraining soil deformation, thereby achieving no deformation or settlement of the fill unit 200.

[0056] In some other examples, the anti-slide piles 110 are arranged at intervals along the extending direction of the slope; and a retaining plate 140 is provided between the anti-slide piles 110 and the first gravel layer 210 .

[0057] For example, refer to Figure 1, there is direct rigid contact between the first crushed stone layer 210 and the retaining plate 140 .

[0058] During specific implementation, since the anti-slip piles 110 are arranged intermittently along the length direction of the slope, the retaining plate 140 is arranged in the middle part of the rear side of the intermittently arranged anti-slip piles 110. The function of the retaining plate 140 is to resist the fill between the anti-slip piles 110 and transfer the soil pressure of the fill in the middle of the intermittently arranged anti-slip piles 110 to the anti-slip piles 110.

[0059] In some examples, reference Figure 1 The protection unit 100 further includes a support base 150 , which is disposed in the ground and extends along the length direction of the filling unit 200 to support the first crushed stone layer 210 .

[0060] For example, the support base 150 is made of C35 concrete and is disposed in the ground along the length of the compacted building unit 200 to support the first crushed stone layer 210 .

[0061] The embodiment of the present application can support the first gravel layer 210 by disposing the support seat 150, thereby improving the stability of the support structure.

[0062] For example, continue to refer to Figure 1 The compact unit 200 further includes a top plate 250 , which is disposed on the top of the compact unit 200 , and one end of the top plate 250 is disposed on the precast panel 130 , while the other end of the top plate 250 extends away from the precast panel 130 .

[0063] During specific implementation, the capping structure is connected to the prefabricated panel 130 at the front edge of its top by pouring on-site.

[0064] In the embodiment of the present application, the provision of the top plate 250 can enhance the integrity of the support structure, further improve the support waterproof performance and ensure load transfer.

[0065] In other examples, refer to Figure 1 and Figure 3 , The landfill unit 200 further includes a first drainage filter layer 260 . The first drainage filter layer 260 is disposed above the support base 150 . The first drainage filter layer 260 is filled with moderately weathered sandstone.

[0066] In a specific implementation, the first drainage filter layer 260 is disposed at the junction of the original terrain and the landfill unit 200 , and the front end of the first drainage filter layer 260 is in rigid contact with the first gravel layer 210 .

[0067] For example, the thickness of the first drainage filter layer 260 is not less than 100 cm, and it is filled with medium-weathered sandstone, and the maximum particle size shall not exceed 2 / 3 of the layered loose thickness; the gradation should be controlled to have an uneven coefficient Cu>5, a curvature coefficient Cc=1-3, and a solid volume ratio of not less than 80%.

[0068] For another example, the retaining plate 140 is provided with a water outlet 141 communicating with the first drainage filter layer 260 .

[0069] The embodiment of the present application can drain the compacted body unit 200 by disposing the first drainage filter layer 260, thereby preventing a large amount of water from being retained in the compacted body unit 200 and affecting the structural stability of the compacted body unit 200, thereby improving the stability of the supporting structure.

[0070] Figure 8 It is a structural schematic diagram of a slope support structure provided in one embodiment of the present application.

[0071] In other examples, refer to Figure 7 and Figure 8 A planting trough 300 is provided on the side of the prefabricated panel 130 facing away from the filling unit 200; a second crushed stone layer 310 and a humus soil layer 320 are sequentially provided along the height direction of the planting trough 300.

[0072] For example, the planting trough 300 may be a trapezoidal trough structure cast by reinforced concrete and open at the top.

[0073] For another example, a plurality of stiffening ribs may be provided at the connection between the inner bottom and the outer bottom of the planting trough 300 and the prefabricated panel 130 to improve the strength of the planting trough 300 .

[0074] The embodiment of the present application provides a planting trough 300 and sequentially provides a second gravel layer 310 and a humus soil layer 320 along the height direction of the planting trough 300, thereby enabling plants to be planted in the planting trough 300 and improving the aesthetics of the support structure.

[0075] For example, refer to Figure 6 and Figure 7 The prefabricated panel 130 is provided with a drainage channel 133, and one end of the drainage channel 133 is arranged opposite to the second crushed stone layer 310; The compacted structure unit 200 further includes a second drainage filter layer 270 . The second drainage filter layer 270 is disposed in the compacted structure unit 200 corresponding to the prefabricated panel 130 , and the other end of the drainage channel 133 is disposed opposite to the second drainage filter layer 270 .

[0076] For example, the thickness of the second drainage filter layer 270 is not less than 50 cm, the filling material of the second drainage filter layer 270 is set to medium-weathered sandstone, and the maximum particle size shall not exceed 2 / 3 of the layered loose thickness; the gradation should be controlled to have an uneven coefficient Cu>5, a curvature coefficient Cc=1-3, and a solid volume ratio of not less than 80%.

[0077] In a specific implementation, rainwater or groundwater that infiltrates into the landfill unit 200 can pass through the second drainage filter layer 270 and then be discharged into the planting trough 300 through the drainage channel 133 .

[0078] For example, a drainage port 330 communicating with the second gravel layer 310 is provided on the side wall of the planting trough 300 to drain excess water in the planting trough 300 .

[0079] In the embodiment of the present application, by providing a second drainage filter layer 270 and providing a drainage channel 133 connected to the second drainage filter layer 270 on the prefabricated panel 130, the moisture in the landfill unit 200 can be discharged into the termination trough via the second drainage filter layer 270 and the drainage channel 133. The planting trough 300 has a certain water storage capacity and drainage capacity, thereby providing a suitable growth environment for the plants in the planting trough 300.

[0080] In a second aspect, an embodiment of the present application further provides a method for constructing a slope support structure, characterized in that the method is used to construct the support structure of any one of claims 1 to 9; the support structure comprises the following steps: S1: Casting anti-slide piles 110.

[0081] In specific implementation, S1 specifically includes the following steps: S1-1: Prepare the site.

[0082] The staff cleared the site, for example, removing dangerous rocks, loose soil and vegetation from the slope, filling surface cracks, and preventing rainwater from seeping in and exacerbating the risk of landslides.

[0083] S1-2: Laying out the pile positions and digging installation holes for the anti-slip piles 110 manually or mechanically.

[0084] S1-3: Cast anti-slip piles 110 and conduct inspection and acceptance when they reach the required age.

[0085] S1-4: Treat the foundation base, excavate steps and foundation trenches, cast support seats 150, and conduct inspection and acceptance when the age is reached.

[0086] S2: Laying the first geotextile grid layer 220 in layers and interconnecting the first geotextile grids located at both ends of at least a portion of the first crushed stone layer 210; wherein the first geotextile grid layer 220 includes a first geotextile grid, which extends from the interior of the compacted material unit 200 to the first crushed stone layer 210, wraps at least a portion of the first crushed stone layer 210, and then extends in a direction away from the first crushed stone layer 210.

[0087] It should be noted that the overlapping portions of the first geotextile grid layers 220 can be fixed with U-shaped steel nails, and the first geotextile grids are connected by first connecting rods 221 .

[0088] In specific implementation, after the first geotextile grid layer 220 is laid, the retaining plates 140 between the anti-slide piles 110 are simultaneously installed.

[0089] In a specific implementation, during the process of laying the first geotextile grid layer 220 , the first drainage filter layer 260 is laid simultaneously.

[0090] S3: Set the panel connection assembly 120 and conduct inspection and acceptance after reaching the age limit.

[0091] It should be noted that S3 specifically includes: tying the crown beam 121 steel bars, pre-embedded anchor bars 123, casting the crown beam 121 and the prefabricated panel 130 foundation support 122, and conducting inspection and acceptance after reaching the age limit.

[0092] S4: Laying the second geotextile grid layer 230 , and setting one end of the second geotextile grid layer 230 on the panel connection assembly 120 through the first fixing unit 410 .

[0093] S5: Install the prefabricated panel 130 , lay the third geotextile grid layer 240 , and set one end of the third geotextile grid layer 240 on the prefabricated panel 130 through the second fixing unit 420 .

[0094] S6: connecting the second geotextile grid layer 230 and the first geotextile grid layer 220 , and connecting the third geotextile grid layer 240 and the first geotextile grid layer 220 .

[0095] In a specific implementation, the second geotextile grid layer 230 and the first geotextile grid layer 220 are connected via the second connecting rod 231 , and the third geotextile grid layer 240 and the first geotextile grid layer 220 are connected via the third connecting rod 241 .

[0096] S7: Laying the second drainage filter layer 270; S8: Install the prefabricated panel 130 with the planting groove 300 on the top, and cast the top plate 250 after the casting and consolidation are stable.

[0097] On the second aspect, an embodiment of the present application provides a construction method for a slope support structure. Since the construction method is used to construct the support structure in any technical solution in the first aspect, the technical effect of the support structure in any technical solution in the first aspect of the construction method will not be repeated here.

[0098] It is easy to understand that those skilled in the art can combine, split, reorganize, etc. the embodiments of the present application based on the several embodiments provided in the present application to obtain other embodiments, and these embodiments do not exceed the scope of protection of the present application.

[0099] The above specific implementation methods further explain in detail the purpose, technical solutions and beneficial effects of the embodiments of the present application. It should be understood that the above are only specific implementation methods of the embodiments of the present application and are not intended to limit the scope of protection of the embodiments of the present application. Any modifications, equivalent replacements, improvements, etc. made on the basis of the technical solutions of the embodiments of the present application should be included in the scope of protection of the embodiments of the present application.

Claims

1. A slope support structure, characterized in that: include: Protection units, fill units and fixed units; The protection unit is arranged on one side of the slope, and includes an anti-slip pile, a panel connection assembly, and a prefabricated panel; one end of the anti-slip pile is embedded in the stratum, and the other end of the anti-slip pile is connected to the prefabricated panel through the panel connection assembly, and the prefabricated panel extends back to the stratum; The compacted mass unit comprises a first crushed stone layer, a first geotextile grid layer, a second geotextile grid layer, and a third geotextile grid layer; wherein the first crushed stone layer is arranged on a side of the protective unit facing away from the slope, the first geotextile grid layer is arranged in layers along the height direction of the compacted mass unit, and the first geotextile grid layer comprises a first geotextile grid, which extends from the interior of the compacted mass unit to the first crushed stone layer, wraps at least a portion of the first crushed stone layer, and then extends in the width direction of the compacted mass unit, and the first geotextile grids located at both ends of at least a portion of the first crushed stone layer are connected to each other; The fixing unit includes a first fixing unit and a second fixing unit, one end of the second geotextile grid layer is set on the panel connection assembly through the first fixing unit, the other end of the second geotextile grid layer extends back to the first crushed stone layer, and the second geotextile grid layer and the first geotextile grid layer are connected to each other; one end of the third geotextile grid layer is set on the prefabricated panel through the second fixing unit, the other end of the third geotextile grid layer extends back to the first crushed stone layer, and the third geotextile grid layer and the first geotextile grid layer are connected.

2. A slope support structure according to claim 1, characterized in that: The panel connection assembly includes: a crown beam, a panel foundation support, a prefabricated panel and anchor bars; one end of the crown beam is arranged on the other end of the anti-slip pile, and the other end of the crown beam is fixed to one end of the panel foundation support through the anchor bar, and the other end of the panel foundation support is provided with a mounting position that is mutually adapted to one end of the prefabricated panel, and one end of the prefabricated panel is provided with a matching position that is mutually adapted to the mounting position.

3. A slope support structure according to claim 1, characterized in that: The first fixing unit includes a first connecting member and two first pressing plates, one end of at least one of the first pressing plates is arranged on the panel connecting assembly, and the two first pressing plates are respectively arranged on both sides of the second geotextile grid, and the first connecting member passes through the two first pressing plates to fix the second geotextile grid; The second fixing unit includes a second connecting member and two second pressing plates, one end of at least one second pressing plate is arranged on the prefabricated panel, and the two second pressing plates are respectively arranged on both sides of the third geotextile grid, and the second connecting member passes through the two second pressing plates to fix the third geotextile grid.

4. A slope support structure according to any one of claims 1 to 3, characterized in that: The anti-slide piles are arranged at intervals along the extending direction of the slope; and a retaining plate is arranged between the anti-slide piles and the first gravel layer.

5. A slope support structure according to any one of claims 1 to 3, characterized in that: The protection unit further includes a support base, which is disposed on the ground layer and extends along the length direction of the filling unit to support the first crushed stone layer.

6. A slope support structure according to any one of claims 1 to 3, characterized in that: The compacted building unit further includes a top plate, which is arranged on the top of the compacted building unit, and one end of the top plate is arranged on the prefabricated panel, and the other end of the top plate extends away from the prefabricated panel.

7. The slope support structure according to claim 5, characterized in that: The landfill unit further includes a first drainage filter layer, which is arranged above the support seat and is filled with medium-weathered sandstone.

8. The slope support structure according to claim 7, characterized in that: A planting trough is provided on one side of the prefabricated panel facing away from the filling unit; and a second crushed stone layer and a humus soil layer are sequentially provided along the height direction of the planting trough.

9. The slope support structure according to claim 8, characterized in that: The prefabricated panel is provided with a drainage channel, and one end of the drainage channel is arranged opposite to the second crushed stone layer; The compacted structure unit further includes a second drainage filter layer, which is arranged in the compacted structure unit corresponding to the prefabricated panel, and the other end of the drainage channel is arranged opposite to the second drainage filter layer.

10. A slope support structure according to claim 9, characterized in that: The first drainage filter layer and the second drainage filter layer are both filled with medium-weathered sandstone.

11. A construction method for a slope support structure, characterized in that: The construction method is used to construct the support structure according to any one of claims 1 to 9; the construction method comprises the following steps: S1: Casting anti-slide piles; S2: Laying a first geotextile grid layer in layers, and interconnecting the first geotextile grids located at both ends of at least a portion of the first crushed stone layer; wherein the first geotextile grid layer includes a first geotextile grid, which extends from the interior of the compacted volume unit to the first crushed stone layer, wraps at least a portion of the first crushed stone layer, and then extends in a direction away from the first crushed stone layer; S3: Set up panel connection components and conduct inspection and acceptance after reaching the age limit; S4: Laying a second geotextile grid layer, and setting one end of the second geotextile grid layer on the panel connection assembly through the first fixing unit; S5: Install the prefabricated panel, lay the third geotextile grid layer, and set one end of the third geotextile grid layer on the prefabricated panel through the second fixing unit; S6: connecting the second geotextile grid layer to the first geotextile grid layer, and connecting the third geotextile grid layer to the first geotextile grid layer.

12. The construction method of a slope support structure according to claim 11, characterized in that: After the step S6, the method further includes: S7: laying the second drainage filter layer; S8: Install the prefabricated panel with planting grooves on the top, and cast the top plate after the pouring and consolidation are stable.

13. The construction method of a slope support structure according to claim 11, characterized in that: The S1 specifically includes the following steps: S1-1: Prepare the site; S1-2: perform pile position setting and select manual or mechanical excavation of the anti-slip pile installation hole; S1-3: Casting the anti-slide piles, the anti-slide piles reach the age for inspection and acceptance; S1-4: Treat the foundation base, excavate steps and foundation trenches, and cast support seats. The support seats will be inspected and accepted when they reach the required age.

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