Water collection type anti-slide pile imitating camel leg bone structure

Abstract

The utility model relates to a water collection type anti-slide pile imitating a camel leg bone structure, and belongs to the technical field of geological disaster prevention and control. The anti-slide pile comprises a pile body, the pulled face of the pile body is an outwards-protruding arc-shaped face, the pressed face of the pile body is an inwards-sunken arc-shaped face, the pulled face and the pressed face of the pile body are integrally formed into a pile body structure with the cross section of a camel leg bone imitating structure, and a shear wall is arranged in the middle of the pile body and perpendicular to the center of the pressed face of the pile body. The pile body is divided into an independent part A and an independent part B by the plane where the shear wall is located, drainage vertical shafts symmetrical relative to the shear wall are arranged in the part A and the part B, and anti-slide pile drainage holes are formed in the side faces of the drainage vertical shafts at equal intervals. And a plurality of shear wall water permeable holes communicated with the A part inner drainage vertical shaft and the B part inner drainage vertical shaft are formed in the shear wall at equal intervals. The synergistic effect of skid resistance and drainage is achieved, the water content and pore water pressure of a slip mass are effectively reduced, the shear strength of the slip mass is enhanced, and therefore the purpose of efficiently preventing and treating the water-rich landslide is achieved.

Description

Technical Field

[0001] This utility model relates to a water-collecting anti-slide pile with a camel leg bone-like structure, belonging to the field of geological disaster prevention and control technology. Background Technology

[0002] In the prevention and control of landslide geological hazards in water-rich areas, traditional anti-slide piles suffer from problems such as low drainage efficiency, bulky structure, poor adaptability, and significant ecological and construction impacts. Specifically, the passive drainage design of traditional anti-slide piles (such as drainage holes) is prone to failure due to siltation or structural blockage, making it difficult to systematically reduce pore water pressure in the landslide body and failing to achieve active collection and drainage of groundwater, with water pressure continuing to act on the landslide body. Traditional reinforced concrete piles have high density and high construction costs, especially in strata of alternating soft and hard surfaces, where stress concentration can easily lead to localized failure. The uniform cross-section design is difficult to adapt to the complex sliding surface morphology and uneven thrust distribution in water-rich landslides. Large-scale excavation of traditional anti-slide piles can disturb the stability of the landslide body, exacerbating the landslide risk, and does not consider the coordinated design of surface ecological restoration and drainage systems. Conventional anti-slide piles use rectangular or circular cross-section reinforced concrete piles, with the anchoring section embedded in the stable strata below the sliding surface, balancing the landslide thrust through the interaction between the pile body and the soil and rock mass. Some designs include drainage holes or drainage pipes around the pile to reduce pore water pressure through passive drainage. These problems result in traditional anti-slide piles being ineffective in supporting water-rich landslide environments, leading to a continuous decline in the stability of the landslide body and making it difficult to effectively prevent and control geological disasters caused by water-rich landslides. Therefore, existing technologies urgently need improvement to address these issues. Utility Model Content

[0003] To address the problems of traditional anti-slide piles in water-rich landslides, such as low drainage efficiency, heavy structure leading to stress concentration, large construction disturbance, and inability to adapt to complex slip surface morphologies, and to simultaneously achieve active collection and drainage of groundwater, this application provides a water-collecting anti-slide pile with a camel leg bone-inspired structure. The main body of the anti-slide pile features a cross-sectional design mimicking the non-uniform cross-sectional characteristics of a camel leg bone. It utilizes an outward-convex tension surface and an inward-concave compression surface to form an asymmetrical structure and non-uniform cross-section, mimicking the mechanical properties of a biological skeleton. The pile has an outwardly convex arc-shaped surface, which optimizes curvature to evenly distribute earth pressure. The compression surface is an inwardly concave arc-shaped surface, enhancing the pile's embedment in alternating soft and hard strata, thereby increasing its bending resistance and dispersing stress. Symmetrically arranged drainage shafts and anti-slide pile drainage holes form a three-dimensional drainage channel. Combined with the lateral connectivity of the shear wall's permeable holes, an active drainage network is constructed to reduce pore water pressure and achieve water level balance between the drainage shaft cavities. The arc-shaped contours of the tension and compression surfaces adapt to complex sliding surface morphologies, reducing disturbance to the sliding body during construction excavation. This design achieves active groundwater drainage while ensuring structural strength, resolving the technical contradictions of traditional piles' passive drainage, uniform cross-section leading to stress concentration, and large construction disturbances.

[0004] The technical solution adopted by this utility model to solve its technical problem is:

[0005] A water-collecting anti-slide pile with a camel leg bone-like structure includes a pile body 1. The tension surface of the pile body 1 is an outwardly convex arc-shaped surface, and the compression surface of the pile body 1 is an inwardly concave arc-shaped surface. The tension surface and the compression surface of the pile body 1 are integrally formed into a pile structure with a cross-section resembling a camel leg bone. A shear wall 3 is set in the middle of the pile body 1 perpendicular to the center of the compression surface of the pile body 1. The pile body 1 is divided into independent parts A and B by the plane where the shear wall 3 is located. Parts A and B are symmetrical with respect to the plane where the shear wall 3 is located. Drainage shafts 2 are set in both parts A and B, symmetrical with respect to the shear wall 3. Anti-slide pile drainage holes 10 passing through the compression surface are set at equal intervals on the side of the drainage shafts 2. Several shear wall permeable holes 9 connecting the drainage shafts 2 in parts A and B are set at equal intervals on the shear wall 3.

[0006] The anti-slide pile's main body shape mimics the non-uniform cross-sectional characteristics of a camel's leg bone. It utilizes the outward convexity of the tension surface and the inward concavity of the compression surface to form an asymmetrical structure and non-uniform cross-section, mimicking the mechanical properties of a biological skeleton. The tension surface is an outward convex arc surface, which uniformly disperses earth pressure through curvature optimization. The compression surface is an inward concave arc surface, which enhances the pile's embedment capacity in alternating soft and hard strata, thereby enhancing the pile's bending resistance and dispersing stress. Symmetrically arranged drainage shafts and anti-slide pile drainage holes form a three-dimensional drainage channel. Combined with the lateral connectivity function of the shear wall's permeable holes, an active drainage network is constructed to reduce pore water pressure and achieve water level balance between the drainage shaft cavities.

[0007] Preferably, the anti-slide pile has two layers of main reinforcement 4 along the edge of the camel leg bone structure inside the pile body 1. The two layers of main reinforcement 4 are connected by two layers of stirrups 5 along the edge of the camel leg bone structure to form a two-layer steel reinforcement skeleton structure. The two layers of main reinforcement 4 are connected by structural reinforcement 6. By setting two layers of main reinforcement inside the pile body along the edge of the camel leg bone structure and connecting them with two layers of stirrups to form a double-layer steel reinforcement skeleton structure, the bending and shear resistance of the pile body under complex stress conditions is enhanced, and local damage caused by stress concentration is avoided.

[0008] The main reinforcement bars are arranged along the edge of the biomimetic structure, conforming to the arc design of the pile's stress surface, making the steel reinforcement skeleton more adaptable to the characteristics of slip surface morphology changes and uneven thrust distribution. Additional structural reinforcement bars are added between the two layers of main reinforcement bars, further enhancing the integrity of the double-layer skeleton and ensuring the pile's collaborative working ability in tension and compression zones. By arranging the main reinforcement bars and stirrups in layers, the amount of steel used is optimized, reducing the pile's self-weight while ensuring structural strength, thus reducing construction difficulty. This solves the problem of localized failure caused by high density and stress concentration in traditional anti-slip piles, as well as the difficulty of adapting uniform cross-section designs to complex slip surface morphology and uneven thrust distribution.

[0009] Preferably, the shear wall 3 is provided with a number of main reinforcement bars 4 at equal intervals. By arranging the main reinforcement bars at equal intervals inside the shear wall, a uniformly distributed longitudinal stress-bearing skeleton is formed, improving the overall shear stiffness and bending performance of the shear wall. The equal-interval arrangement of the main reinforcement bars makes the stress transmission path inside the shear wall more continuous, avoiding stress concentration. At the same time, the main reinforcement bars and concrete work together to bear the load, enhancing the structure's adaptability to non-uniform shear forces in complex strata. The longitudinal configuration of the main reinforcement bars can effectively bear the alternating tensile and compressive loads of the shear wall under the thrust of landslides, preventing the wall from cracking or locally failing due to excessive shear deformation.

[0010] Preferably, the tension zone of the anti-slide pile 1 is provided with two parallel transverse reinforcing bars 7, with ends A' and B' respectively. End A' of the transverse reinforcing bars 7 is fixed to the inner main reinforcement 4 of the tension zone A of the pile 1, and end B' of the transverse reinforcing bars 7 is fixed to the inner main reinforcement 4 of the tension zone B of the pile 1. The two transverse reinforcing bars 7 are fixedly connected by vertical reinforcing bars 8 perpendicular to the transverse reinforcing bars 7. By symmetrically arranging the transverse and vertical reinforcing bars in the tension zone to form a spatial truss structure, the tension zone of the pile is double-strengthened. The two parallel transverse reinforcing bars are anchored at both ends to the inner main reinforcement of sections A and B respectively, forming a continuous force transmission path across the shear wall, effectively dispersing stress concentration in the tension zone. The vertical reinforcing bars are vertically connected to the transverse reinforcing bars to form a grid-like support system, enhancing the overall stiffness of the reinforcing bar skeleton. This structure maintains the lightweight characteristics of the biomimetic structure and, through the symmetrical arrangement of reinforcing bars, enables sections A and B to bear the load collaboratively, avoiding local cracking caused by uneven stress distribution. In particular, the anchorage method of the transverse reinforcement and the inner main reinforcement transfers the tensile force to the main reinforcement skeleton, giving full play to the tensile performance of the main reinforcement, while the vertical connection of the vertical reinforcement constrains the displacement and deformation of the transverse reinforcement, forming a stable three-dimensional force system.

[0011] Preferably, a filter layer 11 is provided on the outer side of the pressure surface of the anti-slide pile 1, and the filter layer 11 is filled with graded crushed stone. By setting a filter layer filled with graded crushed stone on the outer side of the pressure surface of the pile, a permeable structure with a layered filtration function is formed. The crushed stone filling layer with graded particle size in the filter layer can effectively intercept fine particulate matter in the landslide body, prevent siltation of drainage channels, and at the same time form a secondary drainage path through the gaps in the crushed stone to maintain a stable permeability path. The skeleton structure formed by the graded crushed stone not only ensures the continuous flow of groundwater to the drainage well, but also enhances the structural stability of the contact surface between the filter layer and the pile body through the mechanical interlocking of particles. This technical means solves the problem of easy failure of the single structure of traditional drainage holes through the synergistic effect of physical filtration and flow guidance, and achieves the dual effect of continuous drainage of pore water in the landslide body and stable permeability of the soil around the pile.

[0012] Preferably, the bottom of the anti-slide pile 1 is provided with a base plate 12. By adding a base plate structure at the bottom of the pile, the bearing capacity and adaptability of the anti-slide pile foundation are improved. The base plate and the pile form an integral structure. On the one hand, by expanding the bottom contact area, the pile load is dispersed, reducing stress concentration at the pile bottom on alternating soft and hard strata, and avoiding pile settlement due to insufficient local bearing capacity. On the other hand, the base plate can serve as a foundation support platform during pile construction, reducing the disturbance to the strata caused by the deep excavation of the anchorage section of traditional anti-slide piles, especially protecting the stable strata below the sliding surface. At the same time, the base plate can prevent groundwater in the drainage shaft from seeping downstream, ensuring the effectiveness and integrity of the drainage system, avoiding waste of water resources and potential foundation stability problems. This technical approach, through bottom structural reinforcement and anti-seepage treatment, enables the pile to maintain structural stability in complex strata, while reducing the negative impact of construction on the stability of the sliding body by reducing excavation depth, and ensuring the effectiveness and integrity of the drainage system, meeting the needs of ecological protection and engineering safety coordination in the treatment of water-rich landslides.

[0013] Preferably, the top of the anti-slide pile 1 is provided with a cover plate 13. By providing a cover plate at the top of the pile, a closed pile top structure is formed, which can effectively reduce the direct contact between the pile and the external environment. As a covering layer at the top of the pile, the cover plate can inhibit the spalling and erosion of the surrounding soil and rock caused by exposure, and reduce the risk of secondary damage to the sliding structure caused by construction excavation. The cover plate can also form a spatial connection with the internal drainage shaft and surface drainage device of the pile, providing a flat foundation for surface ecological restoration, while preventing rainwater backflow or debris from entering the internal drainage system of the pile. The structural design of the cover plate further enhances the compressive strength of the top of the pile, reduces stress concentration by dispersing the load at the top of the pile, and thus improves the overall stability of the pile in complex strata.

[0014] More preferably, the spacing between adjacent main reinforcement bars 4 is 0.2–0.3 m. By limiting the spacing parameter between adjacent main reinforcement bars, the spatial distribution of the steel reinforcement cage is optimized while ensuring the structural bearing capacity. The standardized setting of the spacing between adjacent main reinforcement bars can avoid material waste and concrete pouring difficulties caused by excessive steel reinforcement density, while also preventing stress transmission discontinuity problems caused by excessive spacing. This spacing parameter is designed based on the synergistic effect of the biomechanical characteristics of camel leg bones and the tensile and compressive double-curved surface of the pile, so that the distribution density of the main reinforcement bars in the tension and compression zones of the pile matches the load transfer path, thereby improving the uniformity of the bending stiffness of the pile section. By precisely controlling the spacing of the main reinforcement bars, the risk of local stress concentration in the steel reinforcement cage is reduced, and the optimal configuration of material usage is achieved, taking into account both structural safety and economy.

[0015] More preferably, the diameter of the drainage holes 10 of the anti-slide piles is 40-60 mm, and the spacing between adjacent drainage holes 10 is 1.5-2.5 m; the diameter of the permeable holes 9 of the shear wall is 40-60 mm, and the spacing between adjacent permeable holes 9 of the shear wall is 1.5-2.5 m. By limiting the key structural parameters of the drainage holes of the anti-slide piles and the permeable holes of the shear wall, a hierarchical and coordinated drainage channel system is constructed. The drainage holes of the anti-slide piles adopt a diameter of 40-60 mm, which can ensure the drainage flow and avoid excessive water flow resistance, and also prevent the rapid siltation caused by too small a diameter; the spacing between adjacent drainage holes is set to 1.5-2.5 m, which forms a continuous drainage coverage area while controlling the structural strength, eliminating the drainage blind spots caused by the traditional uniform layout. The permeable holes in the shear wall adopt the same diameter range as the drainage holes in the anti-slide piles. By matching the hole diameters, the hydraulic connection between the drainage shafts and the shear wall is achieved, avoiding the risk of blockage caused by local turbulence due to differences in hole diameters. The spacing between them is set at 1.5 to 2.5m, which is the same as that of the drainage holes in the anti-slide piles. This ensures that a permeable network with a balanced hydraulic gradient is formed between the symmetrically distributed drainage shafts, preventing damage caused by concentrated internal seepage due to uneven distribution of permeable holes.

[0016] Preferably, the drainage shaft 2 is equipped with a water level sensor and a pump. The water level sensor is connected to an external water level monitoring device, and both the pump and the water level monitoring device are electrically connected to a controller. The pump's drainage end is connected to a surface drainage device. By installing a water level sensor and a pump in the drainage shaft, the water level sensor monitors the water level changes in the shaft in real time, and the external water level monitoring device collects and analyzes the data, forming a closed-loop monitoring system. The pump is electrically connected to the controller, enabling dynamic control of pumping start and stop based on data from the water level monitoring device, thus avoiding the failure problem caused by siltation when using traditional passive drainage holes. The design of connecting the pump's drainage end to the surface drainage device allows the pumped groundwater to be quickly discharged from the landslide area through a pre-set pipeline system, forming a complete drainage link from groundwater level monitoring to surface drainage. The controller's coordinated control of the water level sensor and the pump realizes the transformation of the drainage process from manual intervention to automated regulation, solving the defect of traditional anti-slide piles that cannot adjust the drainage intensity according to real-time hydrological conditions.

[0017] The beneficial effects of this utility model are:

[0018] (1) The water-collecting anti-slide pile with camel leg bone structure of this utility model imitates the non-uniform cross-sectional characteristics of camel leg bone, optimizes stress distribution, can improve the anti-slide performance of the anti-slide pile in soft and hard colloidal strata, adapt to the non-uniform deformation of landslide body, and reduce the risk of damage caused by local stress concentration.

[0019] (2) The water-collecting anti-slide pile with camel leg bone structure of this utility model integrates a drainage shaft in the pile body, which effectively reduces the groundwater level in the landslide area, significantly reduces the water content and pore water pressure of the landslide body, and enhances the shear strength of the landslide body.

[0020] (3) The water-collecting anti-slide pile with camel leg bone structure of this utility model combines the pile structure with the integrated drainage system, and realizes active drainage by using double symmetrical drainage shafts and water-permeable holes. At the same time, the structural stability is enhanced by layered steel reinforcement skeleton, which effectively solves the problems of low drainage efficiency and poor structural adaptability of traditional anti-slide piles. It has the advantages of improving drainage efficiency, enhancing structural adaptability and reducing construction impact. Attached Figure Description

[0021] Figure 1 A schematic diagram of the cross-section of a water-collecting, camel-leg-bone-inspired anti-slide pile;

[0022] Figure 2 This is a schematic diagram of the reinforcement design for anti-slide piles;

[0023] Figure 3 This is a schematic diagram of the compression surface of the anti-slide pile;

[0024] Figure 4 This is a cross-sectional view of the anti-slide piles arranged on the slope.

[0025] Figure 5 A top view showing the arrangement of anti-slide piles on the slope;

[0026] In the diagram, 1 is the pile body, 2 is the drainage shaft, 3 is the shear wall, 4 is the main reinforcement, 5 is the stirrup, 6 is the structural reinforcement, 7 is the horizontal reinforcement, 8 is the vertical reinforcement, 9 is the shear wall water permeable hole, 10 is the anti-slide pile drainage hole, 11 is the filter layer, 12 is the bottom plate, 13 is the cover plate, 14 is the landslide sliding surface, and 15 is the landslide boundary. Detailed Implementation

[0027] The technical solutions of this application will now be clearly and completely described with reference to the accompanying drawings. Obviously, the described embodiments are merely some embodiments of this application, and not all embodiments. The components of this application described and shown in the accompanying drawings can generally be arranged and designed in various different configurations. Therefore, the following detailed description of the embodiments of this application provided in the accompanying drawings is not intended to limit the scope of the claimed application, but merely to illustrate selected embodiments of this application. All other embodiments obtained by those skilled in the art based on the embodiments of this application without inventive effort are within the scope of protection of this application.

[0028] In existing technologies, anti-slide piles, as a key structure for landslide prevention, have evolved from homogeneous concrete piles to those with optimized reinforcement design. Traditional anti-slide piles use rectangular or circular cross-sections, resisting landslide thrust through pile stiffness. However, the uniformity of the cross-section leads to stress concentration, making them prone to localized failure in alternating soft and hard strata. Passive drainage systems rely on drainage holes around the piles, which are prone to clogging and have insufficient water level regulation capabilities. The excavation of large-volume piles during construction exacerbates landslide disturbance, and the poor adaptability to complex landslide surface morphologies remains a long-standing problem.

[0029] To address the aforementioned issues, designers observed the high load-bearing capacity of biological skeletons through non-uniform cross-sections and attempted to incorporate biomimetic principles into the design of anti-slide pile structures. To address the problem of low drainage efficiency, a technical approach of constructing an active drainage network was proposed. By separating the pile structure from the drainage channels, the impact of a symmetrical cavity layout on water flow guidance was studied. To address construction disturbance issues, the feasibility of using curved cross-sections to reduce excavation was explored, ultimately leading to a technical solution that combines biomimetic construction with active drainage.

[0030] like Figure 1-5 As shown, this application proposes a water-collecting anti-slip pile with a camel leg bone-like structure, including a pile body 1. The tension surface of the pile body 1 is an outwardly convex arc surface, and the compression surface of the pile body 1 is an inwardly concave arc surface. The tension surface and the compression surface of the pile body 1 are integrally formed into a pile structure with a cross-section resembling a camel leg bone. A shear wall 3 is set in the middle of the pile body 1 perpendicular to the center of the compression surface of the pile body 1. The pile body 1 is divided into independent parts A and B by the plane where the shear wall 3 is located. Parts A and B are symmetrical with respect to the plane where the shear wall 3 is located. Drainage shafts 2 are set in both parts A and B, symmetrical with respect to the shear wall 3. Anti-slip pile drainage holes 10 passing through the compression surface are set at equal intervals on the side of the drainage shafts 2. Several shear wall permeable holes 9 connecting the drainage shafts 2 in parts A and B are set at equal intervals on the shear wall 3.

[0031] The cross-section of the camel leg bone-inspired structure refers to an asymmetrical cross-section with an outwardly convex arc in the tension zone and an inwardly concave arc in the compression zone, optimizing material distribution through curvature variations. A shear wall is a rigid partition structure extending longitudinally along the pile body, specifically implemented using reinforced concrete slabs or stiffening ribs, used to enhance shear stiffness and divide drainage cavities. A drainage shaft is a hollow structure penetrating longitudinally along the pile body, specifically implemented using pre-embedded corrugated pipes or drilling techniques, serving as a spatial carrier for groundwater collection and storage. Anti-slide pile drainage holes are channels penetrating the compression surface of the pile and connecting to the drainage shaft, specifically formed by drilling or pre-embedded pipes, enabling directional flow of water around the pile to the shaft. Shear wall permeable holes are water passages penetrating the shear wall, specifically using pre-reserved holes or permeable concrete structures, maintaining water pressure balance between the drainage shafts on both sides.

[0032] The convex arc of the tension surface forms a continuous bearing surface through curvature changes, generating a uniform tensile stress distribution when subjected to landslide thrust, avoiding concrete cracking caused by localized stress concentration. The concave arc of the compression surface increases the contact area with the soil and rock mass, forming a multi-point support effect in soft strata and improving overturning stability. The shear wall divides the pile body into symmetrical cavities, improving overall shear resistance and providing independent operating space for the drainage system. Symmetrically arranged drainage shafts actively collect seepage water around the piles through side wall drainage holes. The collected water achieves dynamic water level balance on both sides through the shear wall permeable holes, forming a three-dimensional drainage network. The arc contours of the tension and compression surfaces can adapt to different inclination angles of the slip surface, reducing the amount of earthwork excavation during pile installation. All structural units work together to optimize mechanical performance while constructing active drainage channels.

[0033] Traditional anti-slide piles with homogeneous cross-sections cannot adapt to non-uniform soil stress distribution, while the biomimetic cross-section of this design significantly reduces peak stress through optimized material distribution. Conventional pile drainage relies on scattered lateral channels; this design forms a systematic drainage network through a shaft-permeable hole system. The solid structure of ordinary anti-slide piles leads to large excavation volumes; this design's symmetrical cavity design reduces structural weight while maintaining stiffness. Rectangular piles require additional excavation work under complex sliding surface conditions; this design's streamlined cross-section reduces soil disturbance. This application achieves directional collection and rapid drainage of groundwater, effectively reducing pore water pressure in the sliding body. The asymmetrical cross-section design enhances the pile's bending stiffness and overturning resistance, adapting to the bearing requirements of alternating soft and hard strata. The symmetrical cavity structure optimizes material usage and reduces construction costs while ensuring drainage efficiency. The streamlined pile profile reduces earthwork excavation, minimizing the impact of construction on the stability of the sliding body.

[0034] This application further proposes that two layers of main reinforcement 4 are provided in the pile body 1 of the anti-slide pile along the edge of the imitation camel leg bone structure. The two layers of main reinforcement 4 are connected by two layers of stirrups 5 provided along the edge of the imitation camel leg bone structure to form a two-layer steel reinforcement skeleton structure. The two layers of main reinforcement 4 are connected by structural reinforcement 6.

[0035] Main reinforcement refers to the longitudinally arranged reinforcing bars along the edge of the camel leg bone-inspired structure, specifically using 20-30mm diameter threaded steel bars, used to bear the bending moment loads in the tension and compression zones of the pile. Stirrups are closed reinforcing bars arranged transversely around the main reinforcement, specifically using 10-16mm diameter plain round steel bars, fixed in position by binding or welding to form a steel cage structure with spatial stiffness. Structural reinforcement refers to the vertical connectors linking the upper and lower layers of main reinforcement, specifically using short steel bar segments with a diameter of 8-12mm, ensuring coordinated stress distribution within the double-layer steel cage through welding or mechanical connections. The main reinforcement is symmetrically arranged along the arc-shaped contours of the pile's tension and compression surfaces, forming a stress path that matches the biomimetic structure of the pile. The double-layer stirrups constrain the inner and outer layers of main reinforcement respectively; when the pile is subjected to bending, the circumferential constraint of the stirrups enhances the compressive strength of the concrete and prevents localized crushing failure. The structural reinforcement forms a truss-like connection between the two layers of main reinforcement. When the pile is subjected to asymmetrical loads, the load is redistributed between the upper and lower layers of main reinforcement through the force transmission effect of the structural reinforcement, avoiding fracture of the single-layer main reinforcement due to stress concentration. This layered arrangement ensures that the reinforcement cage closely matches the irregular cross-section of the pile, and can adapt to uneven foundation reactions in strata with alternating soft and hard surfaces through the deformation capacity of the reinforcement cage.

[0036] Traditional anti-slide piles employ a uniform cross-section reinforcement method, with main reinforcement bars evenly spaced along rectangular or circular cross-sections. This fails to match the stress distribution characteristics of irregular cross-sections, resulting in low steel utilization and stress concentration at abrupt changes in the cross-section. This solution utilizes a biomimetic edge-arrangement of main reinforcement bars, aligning the reinforcement direction with the actual stress trajectory of the pile. Simultaneously, a double-layer stirrup system enhances the torsional resistance of the irregular cross-section, while the structural reinforcement addresses the insufficient bond between the main reinforcement bars and concrete in traditional single-layer reinforcement systems. This application effectively improves the stress concentration phenomenon caused by uniform cross-section reinforcement in traditional anti-slide piles. The biomimetic edge-arrangement of main reinforcement bars makes the steel reinforcement skeleton more adaptable to asymmetric loads generated by complex sliding surface morphologies. The double-layer stirrup system enhances the constraint effect on the core concrete, and the spatial truss structure formed by the structural reinforcement significantly improves the overall stiffness of the irregular cross-section pile. While ensuring structural safety, it achieves optimized steel reinforcement configuration, reducing the pile's self-weight by approximately 15%-20%, thereby reducing the risk of foundation disturbance during soft soil foundation construction.

[0037] This application further proposes that a number of main reinforcement bars 4 be provided at equal intervals within the shear wall 3. The main reinforcement bars refer to the reinforcing bars arranged longitudinally along the shear wall, specifically using threaded steel bars with a diameter of, for example, 16 mm to 25 mm, to enhance the shear stiffness and bending resistance of the shear wall. The term "equal intervals" means that the main reinforcement bars are evenly distributed within the shear wall, avoiding localized stress concentration through a continuous and uniform stress transfer path.

[0038] The main reinforcement bars are arranged longitudinally along the shear wall, forming a parallel stress-bearing skeleton that works in conjunction with the concrete to bear shear loads. The uniform distribution of the main reinforcement bars creates a grid-like force transmission system within the shear wall, distributing non-uniform shear forces to each main reinforcement unit, thereby improving the stress state of the wall. The main reinforcement bars are connected to the tensile reinforcement skeleton of the pile through anchorage ends, forming an overall stress-bearing closed loop, further enhancing the wall's adaptability to alternating shear forces in alternating soft and hard strata.

[0039] Traditional anti-slide pile shear walls rely heavily on the shear strength of the concrete itself, lacking a longitudinal load-bearing framework, making them prone to cracking due to stress concentration. This solution, by uniformly distributing the main reinforcement to form a continuous load-bearing path, enables the shear wall to effectively transfer non-uniform shear forces in alternating soft and hard strata, avoiding localized failure. This application solves the problem of localized cracking in shear walls caused by stress concentration, significantly improving the shear bearing capacity and deformation adaptability of shear walls in complex strata, and effectively preventing structural failure caused by excessive shear deformation.

[0040] This application further proposes that two parallel transverse steel bars 7 are provided in the tension zone of the pile body 1 of the anti-slide pile. The two ends of the transverse steel bars 7 are A' end and B' end, respectively. The A' end of the transverse steel bars 7 is fixed to the inner main reinforcement 4 of the tension zone of part A of the pile body 1, and the B' end of the transverse steel bars 7 is fixed to the inner main reinforcement 4 of the tension zone of part B of the pile body 1. The two transverse steel bars 7 are fixedly connected by a vertical steel bar 8 perpendicular to the transverse steel bars 7.

[0041] Transverse reinforcement refers to the steel reinforcement members extending laterally along the tension zone of the pile. Specifically, they can be made of threaded steel or high-strength steel strand, with both ends welded to or mechanically anchored to the inner main reinforcement of sections A and B of the pile, respectively, to establish a continuous tensile force transmission path across the shear wall. Vertical reinforcement refers to the short reinforcement arranged perpendicular to the transverse reinforcement. Specifically, it can be connected to the transverse reinforcement in a grid manner by welding or binding at equal intervals, to restrain the lateral deformation of the transverse reinforcement and enhance the out-of-plane stiffness of the reinforcement cage. Inner main reinforcement refers to the second layer of main reinforcement arranged at the edge of the camel leg bone-like structure. Specifically, it can form a closed cage with the structural reinforcement through stirrups, providing anchorage points for the transverse reinforcement and distributing the tensile force to the overall pile structure.

[0042] The A' and B' ends of the transverse reinforcement are anchored to the inner main reinforcement on both symmetrical sides of the pile body, allowing the tensile force to be balanced and transferred between sections A and B through the transverse reinforcement, avoiding stress concentration in a single area. The vertical reinforcement connects two parallel transverse reinforcements vertically, forming a spatial mesh support structure. This structure can suppress local buckling deformation of the transverse reinforcement under stress. The anchorage joints between the transverse reinforcement and the inner main reinforcement transfer the tensile force in the tension zone to the main reinforcement skeleton, while the symmetrical arrangement ensures that the reinforcement skeletons in sections A and B form a cooperative stress-bearing system. For example, the diameter of the transverse reinforcement can be 20-30mm, and the spacing of the vertical reinforcement can be 300-500mm.

[0043] Traditional anti-slide piles rely solely on a planar framework of main reinforcement and stirrups to bear tensile forces in the tension zone, lacking transverse connecting members that span the symmetrical structure of the pile, leading to stress concentration near the anchorage end. This solution addresses this by creating a spatial truss through transverse and vertical reinforcement, allowing tensile forces to be evenly distributed along the transverse reinforcement to the main reinforcement on both sides. Simultaneously, the vertical reinforcement enhances the overall stiffness of the tension zone, reducing the risk of localized deformation. For example, existing reinforcement arrangements may only use a single layer of main reinforcement, while this solution achieves better stress distribution through a combination of double-layer main reinforcement and transverse reinforcement. This application solves the problem of localized failure caused by stress concentration in the tension zone. The transverse reinforcement disperses the tensile force to the main reinforcement on both sides, preventing overloading in a single area. The grid structure formed by the vertical and transverse reinforcement enhances the overall collaborative working capacity of the tension zone, enabling the pile to maintain structural integrity even when subjected to asymmetric landslide thrust. For example, in alternating soft and hard strata, this structure can adapt to changes in the slip surface morphology, reducing the risk of crack formation.

[0044] This application further proposes that a filter layer 11 be provided on the outer side of the pressure surface of the anti-slide pile 1, and the filter layer 11 be filled with graded crushed stone.

[0045] A filter layer is a filtration structure installed at the contact surface between the pile and the soil. It can be achieved by layering crushed stone of different particle sizes, creating a physical barrier through the difference in particle size gradient. Graded crushed stone refers to mixed-size crushed stone particles controlled by sieving, specifically using continuously graded limestone or basalt aggregate. The particles form pore channels and maintain skeletal support. The filter layer creates a tiered filtration mechanism through the layered distribution of crushed stone of different particle sizes, establishing a permeability gradient on the outer side of the pile's pressure surface. The pore network formed by the graded crushed stone serves as a secondary drainage path, allowing groundwater to infiltrate into the pile's drainage shaft. The mechanical interlocking between the crushed stone particles ensures the filter layer maintains structural integrity under soil pressure, preventing the closure of permeability pathways due to compression deformation. When fine particles in the landslide migrate with the water flow, the filter layer prevents these particles from entering the drainage system through particle size screening, while maintaining stable permeability through the continuous pores formed by the graded crushed stone.

[0046] Traditional anti-slide piles only have drainage holes of a single diameter in the pile body, lacking an active interception mechanism for fine particle migration, leading to failure in pore water pressure regulation. This solution constructs a multi-stage filtration system through a filter layer, intercepting particles at the front end of the drainage path and preventing physical blockage of the drainage channel. The skeleton structure formed by graded crushed stone not only maintains permeability but also enhances the stability of the contact surface through force transmission between particles, overcoming the problem of hole wall cracking caused by localized stress concentration in traditional drainage holes. This application effectively blocks fine particles from the sliding body from entering the drainage system, preventing drainage channel blockage and failure. The crushed stone skeleton maintains a stable permeability path, ensuring continuous discharge of pore water. The synergistic effect of the filter layer and the pile body enhances the deformation resistance of the contact surface, preventing the permeability path from closing due to structural deformation. This technical solution improves the long-term stability of the pile-soil contact surface while maintaining drainage efficiency.

[0047] This application further proposes that a base plate 12 be provided at the bottom of the pile body 1 of the anti-slide pile. The base plate refers to the basic load-bearing structure fixedly connected to the bottom of the pile body. Specifically, it can be formed by casting reinforced concrete to the same width as the pile body or by an extended structure, thereby dispersing the load transmitted from the pile body to the foundation by increasing the contact area. The base plate serves as a support platform during pile construction and can be implemented using prefabricated assembled components or cast-in-place concrete structures. This reduces the excavation depth of the pile anchorage section and minimizes disturbance to the stable strata below the slip surface during construction. The base plate and the pile body form an integral load-bearing system. In alternating soft and hard strata, the extended bottom surface transforms concentrated stress into distributed stress, preventing pile settlement caused by insufficient local bearing capacity. During construction, the base plate provides a stable working platform, allowing shallow excavation to fix the pile body and reducing damage to the stable strata below the slip surface. Simultaneously, the base plate seals the bottom area of ​​the pile body, blocking the seepage path of groundwater in the drainage shaft into the underlying strata and maintaining the efficiency of the drainage system.

[0048] Conventional anti-slide piles rely on deeply embedded anchorage sections to resist landslide thrust, requiring large-scale excavation of the underlying rock strata, which easily causes ground disturbance and exacerbates landslide risks. This solution optimizes the load transfer path through the base slab structure, enhancing the pile's anti-settlement capacity using spread foundations while reducing excavation depth. Simultaneously, a bottom-sealed design eliminates the risk of groundwater leakage. This application solves the problem of disturbing the stability of the sliding body during excavation in traditional anti-slide pile construction, achieving a synergistic improvement in pile bearing capacity and ground adaptability in complex strata, while ensuring the integrity of the drainage system and the effective utilization of groundwater resources.

[0049] This application further proposes that a cover plate 13 be provided at the top of the pile body 1 of the anti-slide pile. The cover plate is a closed structural component covering the top of the pile body, which can be implemented using precast reinforced concrete or cast-in-place concrete, and its planar dimensions match the cross-section of the top of the pile body. The cover plate is configured to completely cover the pile top opening, forming a continuous and closed load-bearing interface. Specifically, the connection structure between the cover plate and the internal drainage shaft of the pile body can be achieved by aligning a pre-reserved channel with the axis of the drainage shaft, ensuring that the surface drainage system and the internal drainage channel of the pile body form a continuous water guiding path.

[0050] The cover plate is installed at the top of the pile after the pile construction is completed, with its edges extending to the surface of the surrounding soil and rock. By completely sealing the opening at the top of the pile, it effectively prevents external water and debris from entering the pile. The bottom surface of the cover plate is fixed to the top of the pile using pre-embedded connectors, forming an integral load-bearing structure. The water guiding channels inside the cover plate are vertically connected to the drainage well, allowing surface runoff to be guided into the pile's drainage system through the pre-designed channels in the cover plate. The surface of the cover plate is treated to create a rough interface, providing a basic attachment surface for subsequent vegetation restoration.

[0051] Traditional anti-slide piles often result in open pile tops, exposing surrounding soil and rock. Rainfall erosion can then exacerbate landslide instability. Open pile tops also leave the excavation face exposed for extended periods, necessitating temporary support measures. This solution utilizes a closed cover plate structure to create a permanent protective layer immediately after pile construction, providing immediate protection of the pile top area without secondary excavation and significantly reducing the risk of landslide disturbance during construction. This application achieves immediate sealing protection of the pile top area, preventing rainwater infiltration into the surrounding loose soil and rock, thus reducing the risk of slope instability during construction. The connection design between the cover plate and the drainage shaft ensures the orderly flow of surface runoff into the underground drainage system, preventing disorderly seepage that could lead to increased water content in the landslide. The cover plate surface structure provides a foundational platform for ecological restoration, enabling the anti-slide pile structure and surface vegetation restoration projects to work in synergy, simultaneously achieving structural protection and ecological restoration functions.

[0052] This application further proposes that the spacing between adjacent main reinforcement bars 4 is 0.2–0.3 m. The spacing between adjacent main reinforcement bars refers to the distance between the centerlines of two adjacent longitudinal reinforcing bars in the steel reinforcement cage. Specifically, it can be achieved using standardized spacing settings and by binding or welding the reinforcement bars. This spacing range is designed based on the biomechanical characteristics of a camel's leg bone, ensuring that the distribution density of the main reinforcement bars matches the load transfer path in the tension and compression zones of the pile, thereby balancing the structural bearing capacity and material usage.

[0053] The spacing of the main reinforcement bars is controlled within a specific range, ensuring that the distribution density of the reinforcement cage in the tension and compression zones of the pile adapts to the stress requirements of different areas. By standardizing the spacing, the spatial distribution of the reinforcement cage is optimized, avoiding difficulties in concrete pouring due to excessive density or discontinuous stress transfer due to insufficient density. This spacing range, combined with the hyperboloidal structural characteristics of the pile, ensures that the dense distribution of the main reinforcement bars in the tension zone can effectively bear the bending moment, while maintaining a reasonable spacing in the compression zone to avoid material redundancy. Thus, the arrangement of the main reinforcement bars synergizes with the distribution of the bending stiffness of the pile section, reducing both the risk of local stress concentration and the amount of reinforcement required.

[0054] Traditional anti-slide piles typically use uniform or empirically determined spacing for the main reinforcement bars, failing to differentiate them based on the varying mechanical properties of the tension and compression zones. For example, the spacing of main reinforcement bars in conventional rectangular cross-section piles may overlook stress distribution differences due to cross-sectional uniformity, leading to insufficient reinforcement density in the tension zone or material waste in the compression zone. This solution, by limiting the spacing range, ensures that the main reinforcement bars are closely aligned with the load transfer characteristics of the pile's hyperboloid structure, overcoming the mismatch between main reinforcement bar arrangement and structural stress in traditional techniques. This application significantly reduces the amount of steel reinforcement and construction difficulty while maintaining the structural bearing capacity of the anti-slide pile, and avoids stress concentration caused by unreasonable main reinforcement bar distribution. The standardized setting of the main reinforcement bar spacing makes the binding and positioning of the reinforcement cage more convenient, and the aggregate distribution during concrete pouring more uniform, thereby improving the overall structural performance of the pile.

[0055] This application further specifies that the diameter of the drainage holes 10 in the anti-slide piles is 40–60 mm, and the spacing between adjacent drainage holes 10 is 1.5–2.5 m; the diameter of the permeable holes 9 in the shear wall is 40–60 mm, and the spacing between adjacent permeable holes 9 in the shear wall is 1.5–2.5 m. The drainage holes in the anti-slide piles refer to through-hole structures located on the side of the drainage shaft and passing through the pressure surface. They can be formed by drilling or pre-embedding pipes, and are used to drain groundwater outward through the drainage shaft. The permeable holes in the shear wall refer to through-hole structures penetrating the shear wall. They can be fabricated by pre-reserving templates or cutting later, and are used to achieve hydraulic connectivity between symmetrically distributed drainage shafts. The matching of the diameters of the drainage holes in the anti-slide piles and the permeable holes in the shear wall means that their diameter ranges are consistent. This can be achieved through unified construction standards to avoid sudden changes in fluid resistance due to differences in hole diameter. The synchronous setting of the spacing between adjacent holes means that the drainage holes of the anti-slide piles and the permeable holes of the shear wall adopt the same interval range, which can be determined based on the permeability coefficient of the sliding body to ensure the uniform distribution of the drainage path.

[0056] The drainage hole diameter is controlled within the range of 40 to 60 mm to ensure sufficient drainage flow while preventing excessive water flow resistance, and also to prevent rapid siltation caused by excessively small diameter holes. The spacing between adjacent drainage holes is set at 1.5 to 2.5 meters, creating a continuous drainage coverage area while maintaining the strength of the pile structure, eliminating drainage blind spots caused by traditional uniform layouts. The shear wall permeable holes use the same diameter range as the drainage holes, achieving hydraulic connection between the drainage shafts and the shear wall through diameter matching, avoiding the risk of increased blockage due to localized turbulence caused by diameter differences. The spacing between both is simultaneously set at 1.5 to 2.5 meters, ensuring a balanced hydraulic gradient permeable network between the symmetrically distributed drainage shafts, preventing concentrated internal seepage damage caused by uneven permeable hole distribution.

[0057] Traditional anti-slide piles use drainage holes of a single diameter with fixed spacing, leading to easy siltation in the drainage channels and failure to cover the seepage area of ​​the landslide. This solution constructs a multi-level, interconnected drainage channel system by setting the diameter and spacing in stages. This reduces fluid resistance by matching the diameter and eliminates drainage blind spots by optimizing the spacing. Shear walls in traditional designs are typically treated as purely load-bearing structures without considering permeability. This solution, however, incorporates permeable holes in the shear walls that match the drainage holes, creating a three-dimensional network that enables active water guidance. This application solves the siltation problem caused by the single diameter and fixed spacing of traditional passive drainage designs for anti-slide piles. Through the synergistic optimization of diameter and spacing, the stability and coverage of the drainage channels are improved. The matching of drainage holes and permeable holes achieves hydraulic connection of the drainage system, avoiding structural damage caused by local turbulence. Simultaneously, the balanced hydraulic gradient distribution effectively reduces pore water pressure, improving the long-term reliability of anti-slide piles in water-rich landslide control.

[0058] This application further proposes that a water level sensor and a pump be installed inside the drainage shaft 2. The water level sensor is externally connected to a water level monitoring device, and both the pump and the water level monitoring device are electrically connected to a controller. The drainage end of the pump is connected to a surface drainage device. The water level sensor is a device used to detect changes in the water level within the shaft, specifically a pressure-type or float-type sensor, which collects water level data in real time and transmits it to the monitoring device. The pump is a device used to drain accumulated water from the shaft, specifically a submersible pump or a centrifugal pump, which starts and stops according to a control signal to achieve dynamic drainage. The water level monitoring device is a system used to process water level data, specifically a programmable logic controller (PLC) or a microcontroller, which analyzes the sensor signals and generates control commands. The controller is the hub coordinating water level monitoring and pumping operations, specifically an industrial control computer or an embedded system, which triggers the pump to operate based on a preset threshold. The surface drainage device is a facility that guides the pumped water away from the landslide area, specifically a drainage ditch or pipeline system, preventing backflow and maintaining unobstructed drainage paths.

[0059] A water level sensor continuously monitors changes in the water level within the shaft, and the data is transmitted in real time to a water level monitoring device for processing. When the water level exceeds a preset threshold, the controller sends a start command to the pump, which then pumps the groundwater through the drainage end to a surface drainage device until the water level drops back to a safe range, at which point it stops operating. During this process, the controller's logical judgment avoids the lag of manual intervention, and automated pumping prevents sediment from accumulating in the drainage channel. The surface drainage device then directs the pumped water to a designated area, preventing secondary infiltration into the landslide body. This forms a closed-loop control system from groundwater level monitoring and dynamic pumping to surface diversion.

[0060] Traditional anti-slide piles rely on passive drainage through drainage holes, which cannot adjust the drainage intensity according to water level fluctuations and are prone to drainage failure due to silt blockage. This solution, through real-time sensor monitoring and pump linkage control, can proactively respond to water level changes and adjust the drainage volume in a timely manner, avoiding drainage channel blockage. Simultaneously, the systematic design of the surface drainage device improves the reliability of the drainage path and overcomes the low diversion efficiency caused by the dispersed layout of traditional drainage holes. This application achieves real-time monitoring and automated drainage of groundwater levels, solving the problem of easy failure of passive drainage in traditional anti-slide piles. Through dynamic control of the pump, the drainage intensity can be precisely controlled according to changes in pore water pressure within the landslide body, avoiding resource waste caused by excessive drainage. The interconnected design of the surface drainage device ensures rapid removal of the pumped water from the landslide area, preventing secondary impacts on the stability of the landslide body from groundwater backflow.

[0061] The specific embodiments of the present utility model have been described in detail above with reference to the accompanying drawings. However, the present utility model is not limited to the above embodiments. Within the scope of knowledge possessed by those skilled in the art, various changes can be made without departing from the spirit of the present utility model.

Claims

1. A water-collecting, camel-leg-bone-inspired anti-slide pile, characterized in that: The pile includes a pile body (1), the tension surface of the pile body (1) is an outwardly convex arc surface, the compression surface of the pile body (1) is an inwardly concave arc surface, the tension surface and the compression surface of the pile body (1) are integrally formed into a pile structure with a cross-section imitating the structure of a camel leg bone, a shear wall (3) is set in the middle of the pile body (1) perpendicular to the center of the compression surface of the pile body (1), the pile body (1) is divided into independent parts A and B by the plane where the shear wall (3) is located, parts A and B are symmetrical with respect to the plane where the shear wall (3) is located, drainage shafts (2) are set in parts A and B that are symmetrical with respect to the shear wall (3), and anti-sliding pile drainage holes (10) that pass through the compression surface are set at equal intervals on the side of the drainage shafts (2), and a number of shear wall permeable holes (9) that connect the drainage shafts (2) in parts A and parts B are set at equal intervals.

2. The anti-slip pile with a water-collecting, camel leg bone-like structure according to claim 1, characterized in that: The anti-slide pile has two layers of main reinforcement (4) along the edge of the imitation camel leg bone structure inside the pile body (1). The two layers of main reinforcement (4) are connected by two layers of stirrups (5) along the edge of the imitation camel leg bone structure to form a two-layer steel skeleton structure. The two layers of main reinforcement (4) are connected by structural reinforcement (6).

3. The anti-slip pile with a water-collecting, camel leg bone-like structure according to claim 1, characterized in that: Several main reinforcement bars (4) are set at equal intervals inside the shear wall (3).

4. The anti-slide pile with a water-collecting, camel leg bone-like structure according to claim 1, characterized in that: The anti-slide pile has two parallel transverse steel bars (7) in the tension zone of the pile body (1). The two ends of the transverse steel bars (7) are A' and B' respectively. The A' end of the transverse steel bars (7) is fixed to the inner main reinforcement (4) of the tension zone of part A of the pile body (1), and the B' end of the transverse steel bars (7) is fixed to the inner main reinforcement (4) of the tension zone of part B of the pile body (1). The two transverse steel bars (7) are fixedly connected by a vertical steel bar (8) perpendicular to the transverse steel bars (7).

5. The anti-slide pile with a water-collecting, camel leg bone-like structure according to claim 1, characterized in that: The anti-slide pile has a filter layer (11) on the outside of the pressure surface of the pile body (1), and the filter layer (11) is filled with graded crushed stone.

6. The anti-slide pile with a water-collecting, camel leg bone-like structure according to claim 1, characterized in that: The bottom of the anti-slide pile (1) is provided with a base plate (12).

7. The anti-slide pile with a water-collecting, camel leg bone-like structure according to claim 1, characterized in that: The top of the anti-slide pile (1) is provided with a cover plate (13).

8. The anti-slip pile with a water-collecting, camel leg bone-like structure according to claim 2 or 3, characterized in that: The spacing between adjacent main reinforcement bars (4) is 0.2 to 0.3 m.

9. The anti-slide pile with a water-collecting, camel leg bone-like structure according to claim 1, characterized in that: The diameter of the drainage hole (10) of the anti-slide pile is 40-60mm, and the spacing between adjacent drainage holes (10) of the anti-slide pile is 1.5-2.5m; the diameter of the water-permeable hole (9) of the shear wall is 40-60mm, and the spacing between adjacent water-permeable holes (9) of the shear wall is 1.5-2.5m.

10. The anti-slip pile with a water-collecting, camel leg bone-like structure according to claim 1, characterized in that: A water level sensor and a pump are installed in the drainage shaft (2). The water level sensor is connected to an external water level monitoring device. The pump and the water level monitoring device are electrically connected to the controller. The drainage end of the pump is connected to the surface drainage device.

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