A slope treatment structure capable of significantly reducing ancient landslide disturbance and a construction method thereof

Abstract

The application discloses a slope treatment structure capable of significantly reducing disturbance of an ancient landslide and a construction method thereof, comprising anchoring structures, slide resisting structures and locking structures arranged along the slope surface in a stepped manner, the three structures forming a hierarchical support and cooperative bearing system, the anchoring structures comprising first rows of anti-slide piles, first crown beams, multiple first waist beams and first baffles, the bottom ends of the first rows of anti-slide piles being embedded in stable strata below a sliding surface, the top of the piles being provided with the first crown beams, the first baffles being arranged between the piles, and the multiple first waist beams being vertically and spacedly arranged, the slide resisting structures comprising second rows of anti-slide piles, second crown beams, multiple second waist beams and second baffles, and the locking structures comprising third rows of anti-slide piles and third crown beams, the third rows of anti-slide piles being embedded in deep stable strata. The application adopts a three-stage stepped hierarchical support form, the structure is balanced in stress, and the integrity and stability are high, the disturbance of construction on the ancient landslide can be greatly reduced, the risk of revival and instability of the ancient landslide can be effectively avoided, and the application is suitable for sensitive and high ancient landslide treatment working conditions.

Description

Technical Field

[0001] This invention belongs to the field of landslide control engineering technology, and more specifically, relates to a slope control structure and its construction method that can significantly reduce disturbance to ancient landslides. Background Technology

[0002] Ancient landslides in their depositional layers are mostly composed of loose soil such as silty clay and gravelly soil. The soil structure is fragmented and loose, with poor integrity, and weak slip zones are commonly found within the slope. This keeps the landslide in a state of critical creep stability for a long time, making the soil extremely sensitive to external disturbances. Under these special geological conditions, excavation, unloading, mechanical vibration, and soil disturbance during conventional slope treatment construction can easily reduce the shear strength of the weak slip zones, inducing accelerated landslide creep, slope cracking, and overall reactivation of the landslide, resulting in extremely high construction safety risks.

[0003] Existing traditional landslide control projects mostly employ overall slope cutting and unloading, excavation of construction access roads in the middle of the landslide, and conventional bored pile techniques. While these methods can achieve slope support and reinforcement to a certain extent, they have significant technical drawbacks. First, the weak slip zones of ancient landslides have extremely low shear strength. Large-scale slope cutting and unloading, along with excavation of access roads in the middle, directly disrupt the original stress balance of the slope, easily disturbing and activating stable slip zones, leading to continuous deformation and instability of the landslide. Second, the loose soil in the deposited layer has large pores and is rich in groundwater. Conventional bored pile techniques are prone to problems such as borehole collapse, diameter reduction, and soil disturbance, further exacerbating slip zone disturbance and seriously affecting the construction quality and forming accuracy of the support structure.

[0004] Meanwhile, traditional slope protection often adopts a single-stage anti-sliding support structure, which has a single stress form and has defects such as concentrated stress on single piles, poor overall support integrity, and weak deformation resistance. It is difficult to adapt to the complex stress conditions of ancient landslides with highly sensitive deposits and cannot effectively resist long-term creep deformation of landslides. Summary of the Invention

[0005] To address the aforementioned deficiencies or improvement needs of existing technologies, this invention provides a slope treatment structure and construction method that can significantly reduce disturbance to ancient landslides. Through a stepped arrangement of anchoring structures, anti-slide structures, and locking structures along the slope surface from top to bottom, a tiered support system with synergistic load-bearing capacity is formed. The anchoring structure consists of a first row of anti-slide piles, a first capping beam, multiple first waist beams, and a first baffle, providing multi-level lateral restraint support to the upper slope. The anti-slide structure, located below the anchoring structure, includes a second row of anti-slide piles, a second capping beam, multiple second waist beams, and a second baffle, enhancing the overall bending and anti-slide resistance of the middle section of the slope. The rigidity and locking structure are arranged at the bottom of the slope, consisting of the third row of anti-slide piles and the third capping beam, to achieve overall bottom locking. Among them, the bottom end of the cantilever section of the first row of anti-slide piles is provided with a first connecting beam between the bottom end of the cantilever section of the first row of anti-slide piles and the second capping beam and the second row of anti-slide piles, and the bottom end of the cantilever section of the second row of anti-slide piles is provided with a second connecting beam between the bottom end of the cantilever section of the second row of anti-slide piles and the third capping beam and the third row of anti-slide piles. The three-level support structure is rigidly connected into one through the two connecting beams. The three-level stepped graded support structure does not require large-area slope cutting and excavation, has small construction disturbance, strong structural integrity, and balanced and stable stress, which can effectively prevent the reactivation and instability of ancient landslides in highly sensitive deposit layers due to construction disturbance.

[0006] To achieve the above objectives, according to one aspect of the present invention, a slope treatment structure that can significantly reduce disturbance of ancient landslides is provided, including an anchoring structure, an anti-slide structure, and a locking structure. The anchoring structure, the anti-slide structure, and the locking structure are arranged in a stepped manner along the slope surface to form a graded support and synergistic bearing overall support system. The anchoring structure includes a first row of anti-slide piles, a first cap beam, a first waist beam, and a first baffle. The lower end of the first row of anti-slide piles is embedded in a stable stratum below the sliding surface. A first cap beam is provided between the tops of the first row of anti-slide piles. A first baffle is provided between the cantilever sections of adjacent first rows of anti-slide piles. Multiple first waist beams are provided. The multiple first waist beams are arranged at intervals at the front end of the cantilever section of the first row of anti-slide piles along the height direction of the cantilever section of the first row of anti-slide piles, forming a multi-level lateral constraint reinforcement for the cantilever section of the pile body. The anti-slip structure includes a second row of anti-slip piles, a second cap beam, a second waist beam, and a second baffle. The lower end of the second row of anti-slip piles is embedded in a stable stratum below the sliding surface. A second cap beam is provided between the tops of the second row of anti-slip piles. A second baffle is installed between the cantilever sections of adjacent second rows of anti-slip piles. Multiple second waist beams are provided. These multiple second waist beams are arranged at intervals at the front end of the cantilever section of the second row of anti-slip piles along the height direction of the cantilever section, thereby improving the overall stiffness and bending resistance of the cantilever section of the pile. The locking structure includes a third row of anti-slide piles and a third capping beam. The lower end of the third row of anti-slide piles is embedded in a stable stratum below the sliding surface, and a third capping beam is provided between the tops of the third row of anti-slide piles.

[0007] Furthermore, the anchoring structure is also provided with multiple rows of first anchor cables, which are arranged in parallel to each other. One end of the first anchor cable in the first row is fixedly connected to the first cap beam, and the other end is anchored in the stable stratum below the sliding surface. One end of the first anchor cables in the remaining rows is fixedly connected to the first waist beam between two adjacent anti-slide piles in the first row, and the other end is anchored in the stable stratum below the sliding surface.

[0008] Furthermore, the anti-slip structure also includes multiple rows of second anchor cables, with each row of second anchor cables arranged in parallel. One end of the first row of second anchor cables is rigidly connected to the second crown beam, and the other end is anchored to a stable stratum below the sliding surface. One end of each of the remaining rows of second anchor cables is fixed to the second waist beam between two adjacent second row anti-slip piles, and the other end is anchored deep in the stratum below the sliding surface.

[0009] Furthermore, after the slope is excavated, a first platform and a first slope surface are formed on the inner side of the top of the anchoring structure. A first retaining wall is provided on the top of the first capping beam at the top of the first row of anti-slide piles. A counter-pressure backfill is formed between the first platform, the first slope surface and the first retaining wall. A second platform is set on the top of the counter-pressure backfill. A second slope surface is constructed between the second platform and the first retaining wall at a slope ratio of 1:1.75. A drainage ditch is arranged at the junction of the inner side of the second platform and the first slope surface.

[0010] Furthermore, a drainage ditch is excavated above the first slope. An anchor bolt and mesh shotcrete structure is installed on the slope between the drainage ditch and the second platform. The anchor bolt and mesh shotcrete structure includes a bottom layer of concrete, a steel mesh, reinforcing bars, a top layer of concrete, anchor bolts, steel pads, cement mortar, anchor nails, and L-shaped reinforcing bars. The bottom layer of concrete is shotcretely laid on the slope. The anchor bolts are arranged in a square at equal intervals on the slope. The steel mesh is laid on the outside of the bottom layer of concrete and fixed to the slope by L-shaped anchor nails inserted into the soil around it. Reinforcing bars are welded between adjacent anchor bolts and pressed onto the surface of the steel mesh. Steel pads are fitted on the outside of the anchor bolts. The steel pads are welded to the reinforcing bars. L-shaped reinforcing bars are welded to the outside of the anchor bolts and steel pads. The top layer of concrete is shotcrete covering the reinforcing bars, steel pads, and steel mesh. The ends of the anchor bolts exposed on the outside of the top layer of concrete are sealed with cement mortar.

[0011] Furthermore, a third platform is formed by excavation between the anchoring structure and the anti-slip structure. A trapezoidal backfill body made of C20 concrete is set on the top surface of the third platform. The inner end face of the trapezoidal backfill body is in close contact with the side wall of the first row of anti-slip piles.

[0012] Furthermore, a fourth platform is formed by excavation between the anti-slip structure and the locking toe structure. Steel pipe piles are installed inside the soil outside the locking toe structure. A second retaining wall is provided on the top of the steel pipe piles. A third slope surface is formed on the outside of the second retaining wall with a slope ratio of 1:1.5. A proposed road is provided between the top of the third slope surface and the second row of anti-slip piles.

[0013] Furthermore, it also includes a first connecting beam and a second connecting beam, one end of the first connecting beam being fixedly connected to the bottom of the cantilever section of the first row of anti-slide piles, and the other end being fixedly connected to the second cap beam and the second row of anti-slide piles; One end of the second connecting beam is fixedly connected to the bottom of the cantilever section of the second row of anti-slide piles, and the other end is fixedly connected to the third cap beam and the third row of anti-slide piles.

[0014] Furthermore, deep water pipes are pre-embedded at equal intervals inside the first slope surface and the first retaining wall, and deep water pipes are also pre-embedded at equal intervals inside the first baffle and the second baffle. The deep water pipes extend into the soil and rock of the slope, and are arranged downwards along the slope from the inside to the outside with the inside being higher than the outside.

[0015] According to a second aspect of the present invention, a construction method for a slope treatment structure that can significantly reduce disturbance of ancient landslides is provided, which is implemented by applying the aforementioned slope treatment structure that can significantly reduce disturbance of ancient landslides, and includes the following steps: S100: A temporary access road was constructed using a steel bridge, and surface cracks throughout the entire ancient landslide area were sealed and plugged. The top slope of the anchoring structure was excavated in layers according to the design requirements, and the first platform and the first slope surface were shaped. Anchor rods, wire mesh, and shotcrete structure were constructed in the upper area of ​​the first slope surface. Then, drilling operations were carried out on the first slope surface to install multiple deep water pipes that were arranged with an inner high and an outer low slope. S200: Construct the first row of anti-slide piles, embed the bottom of each pile into the stable stratum below the sliding surface, cast the first cap beam at the top of the first row of anti-slide piles, construct the first anchor cable of the first row, and construct the first retaining wall on the first cap beam. Backfill the first platform with backfill soil at a slope ratio of 1:1.75, form the second platform and the second slope surface, drill holes at the corresponding position of the first retaining wall, and pre-embed multiple deep water pipes with an inner high and outer low slope. Excavate the soil in front of the first row of anti-slide piles in layers to form the third platform. Construct the first waist beam, the first baffle between piles and the remaining first anchor cables layer by layer. Then drill holes on the first baffle to install multiple deep water pipes with an inner high and outer low slope. S300: Construct the second row of anti-slide piles, embed the bottom of each pile into the stable stratum below the sliding surface, cast the second cap beam at the top of the second row of anti-slide piles, construct the second anchor cable of the first row, cast the first connecting beam, cast a trapezoidal C20 concrete backfill on the top surface of the third platform, so that the inner side wall of the trapezoidal backfill is in close contact with the side wall of the first row of anti-slide piles, excavate the soil in front of the second row of anti-slide piles in layers to form the fourth platform, and construct the second waist beam, the second baffle between piles and the remaining second anchor cables layer by layer, and then carry out drilling operations on the second baffle to install multiple deep water pipes that are inclined with the inner high and the outer low. S400: Construct the third row of anti-slide piles and the third capping beam at the top of the piles, pour the second connecting beam, construct steel pipe piles in the soil outside the locking structure, construct the second retaining wall on top of the steel pipe piles, construct the proposed road between the top of the fourth platform and the second retaining wall, and shape the third slope surface according to the design slope of 1:1.5. Then, drill holes in the third slope surface and the second retaining wall to install multiple deep water pipes that are inclined with the inside higher than the outside.

[0016] In summary, compared with the prior art, the above-described technical solutions conceived by this invention can achieve the following beneficial effects: 1. The present invention provides a slope treatment structure that can significantly reduce disturbance to ancient landslides. By adopting a top-down, step-by-step stepped support construction process, it eliminates the need for large-scale excavation, unloading, and disturbance of the ancient landslide body, thus preserving the original stress balance state of the landslide body to the greatest extent. Through the construction logic of protection first, excavation later, and step-by-step support, it completely solves the problem of cracking, creep, and reactivation of ancient landslides induced by large-scale excavation in traditional slope treatment. It is particularly suitable for the engineering characteristics of ancient landslide soil structure that is fragile, highly sensitive, and prone to instability.

[0017] 2. The present invention provides a slope treatment structure that can significantly reduce ancient landslide disturbance. By setting up a three-level stepped support system consisting of an anchoring structure, an anti-slide structure, and a locking toe structure, and in conjunction with connecting beams, pile cap beams, multi-level waist beams, and layered anchor cable structures, multiple rows of anti-slide piles form an overall rigid force-bearing frame. This enables the landslide thrust to be cascaded and distributed step by step, avoiding the defects of concentrated force, excessive bending moment, and excessive deformation in single-level support, and greatly improving the overall anti-slide and anti-deformation capacity of the slope.

[0018] 3. The slope treatment structure of the present invention can significantly reduce the disturbance of ancient landslides. Through the construction methods such as welding the pre-embedded steel bars of the anti-slide piles to the baffle plate, welding the crossbeam steel bars to the main reinforcement of the pile, densifying the stirrups at the nodes, and casting the cap beam and crossbeam together, the rigid connection of the pile, beam, slab and anchor components is achieved, eliminating the hidden dangers of cold joints and voids in the structural connection, effectively improving the shear and bending resistance of the support nodes, avoiding local cracking and falling off of the support structure, and significantly improving the overall integrity and long-term service durability of the support system.

[0019] 4. This invention provides a slope treatment structure that can significantly reduce disturbance to ancient landslides. It involves deploying deep, inclined water pipes (higher inside, lower outside) across the entire slope surface, retaining walls, and pile-interlocking slabs. Combined with intercepting ditches at the top of the slope and slope drainage structures, this forms a comprehensive, three-dimensional drainage system. This system can continuously drain groundwater from the landslide body, effectively reduce pore water pressure in the slip zone, improve soil shear strength, prevent softening and strength reduction of the soil and rock due to water immersion, and significantly reduce secondary problems such as seepage, landslides, borehole collapses, and surface erosion.

[0020] 5. This invention provides a slope treatment structure that can significantly reduce disturbance to ancient landslides. Through modular and hierarchical construction, the process is controllable, the forming speed is fast, and the slope stability and safety factor are high throughout the construction process. The support structure has clear hierarchical levels and well-defined division of labor, which can be adapted to ancient landslide slope conditions with different slopes and degrees of slippage. At the same time, it relies on the existing pile and beam structure to lay anchor cables, crossbeams and other components, eliminating the need for a large number of temporary supports, effectively shortening the construction period and reducing construction costs, and has high engineering promotion value. Attached Figure Description

[0021] Figure 1 This is a schematic diagram of the overall treatment structure of a slope treatment structure that can significantly reduce ancient landslide disturbance according to an embodiment of the present invention; Figure 2 This is a schematic diagram of a slope treatment structure that can significantly reduce ancient landslide disturbance according to an embodiment of the present invention; Figure 3 This is a top view of a slope treatment structure that can significantly reduce ancient landslide disturbance according to an embodiment of the present invention; Figure 4 This is an elevation view of an anchor-rod-wire-shotcrete structure for slope treatment that can significantly reduce disturbance to ancient landslides, according to an embodiment of the present invention. Figure 5 This is a schematic diagram of the anchor installation of a slope treatment structure that can significantly reduce ancient landslide disturbance according to an embodiment of the present invention; Figure 6 This is a top view of an anchor-wire-shotcrete structure for slope treatment that can significantly reduce disturbance to ancient landslides, according to an embodiment of the present invention. Figure 7 This is a schematic diagram of the steel pad anchoring of an anchor rod, wire mesh, and shotcrete structure for slope treatment that can significantly reduce disturbance to ancient landslides, according to an embodiment of the present invention.

[0022] In all the accompanying drawings, the same reference numerals denote the same technical features, specifically: 1-anchoring structure, 101-first row of anti-slide piles, 102-first capping beam, 103-first waist beam, 104-first anchor cable, 105-first baffle, 2-anti-slide structure, 201-second row of anti-slide piles, 202-second capping beam, 203-second waist beam, 204-second anchor cable, 205-second baffle, 3-toeing structure, 301-third row of anti-slide piles, 302-third capping beam, 4-first connecting crossbeam, 5-second connecting crossbeam, 6-first platform, 7-first slope surface. 8-First retaining wall, 9-Backfill soil, 10-Second platform, 11-Second slope, 12-Intercepting ditch, 13-Anchor bolt, wire mesh, and shotcrete structure, 1301-Bottom layer concrete, 1302-Reinforcing mesh, 1303-Reinforcing bars, 1304-Top layer concrete, 1305-Anchor bolt, 1306-Steel pad, 1307-Cement mortar, 1308-Anchor nail, 1309-Reinforcing steel bars, 14-Third platform, 15-Trapezoidal backfill, 16-Fourth platform, 17-Steel pipe pile, 18-Second retaining wall, 19-Third slope, 20-Proposed road, 21-Sliding surface. Detailed Implementation

[0023] To make the objectives, technical solutions, and advantages of this invention clearer, the invention will be further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative and not intended to limit the invention. Furthermore, the technical features involved in the various embodiments of this invention described below can be combined with each other as long as they do not conflict with each other.

[0024] It should be noted that if the embodiments of the present invention involve directional indicators (such as up, down, left, right, front, back, etc.), the directional indicators are only used to explain the relative positional relationship and movement of the components in a certain specific posture (as shown in the figure). If the specific posture changes, the directional indicators will also change accordingly.

[0025] Furthermore, if the embodiments of this invention involve descriptions such as "first" or "second," these descriptions are for descriptive purposes only and should not be construed as indicating or implying their relative importance or implicitly specifying the number of technical features indicated. Therefore, a feature defined with "first" or "second" may explicitly or implicitly include at least one of those features. Additionally, the technical solutions of the various embodiments can be combined with each other, but this must be based on the ability of those skilled in the art to implement them. If the combination of technical solutions is contradictory or impossible to implement, it should be considered that such a combination of technical solutions does not exist and is not within the scope of protection claimed by this invention.

[0026] In this patent, the terms "comprising," "including," or any other variations thereof are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements includes not only those elements but also other elements not expressly listed, or elements inherent to such a process, method, article, or apparatus. Without further limitation, an element defined by the phrase "comprising..." does not exclude the presence of additional identical elements in the process, method, article, or apparatus that includes said element.

[0027] Example 1 like Figure 1-7 As shown, this embodiment of the invention provides a slope treatment structure that can significantly reduce disturbance to ancient landslides, including an anchoring structure 1, an anti-slide structure 2, and a locking structure 3. The anchoring structure 1, the anti-slide structure 2, and the locking structure 3 are arranged in a stepped manner along the slope surface to form a graded support and synergistic bearing overall support system.

[0028] The anchoring structure 1 includes a first row of anti-slide piles 101, a first capping beam 102, a first waist beam 103, and a first baffle 105. The lower ends of the first row of anti-slide piles 101 are embedded in the stable stratum below the sliding surface 21 to ensure reliable deep embedding of the piles. A first capping beam 102 is provided between the tops of the first row of anti-slide piles 101 to provide overall top-level connection for each first row of anti-slide piles 101, thereby improving the overall collaborative performance of the piles. A first baffle 105 is provided between the cantilever sections of adjacent first row of anti-slide piles 101. To achieve soil sealing and protection between piles, multiple first waist beams 103 are configured. These multiple first waist beams 103 are spaced apart at the front end of the cantilever section of the first row of anti-slide piles 101 along the height direction of the cantilever section, forming multi-level lateral constraint reinforcement for the cantilever section of the pile body. The anti-slide structure 2 is arranged below the anchoring structure 1 and includes a second row of anti-slide piles 201, a second cap beam 202, a second waist beam 203, and a second baffle 205. The lower end of the second row of anti-slide piles 201 is embedded in the stable stratum below the sliding surface 21, ensuring that the pile body is embedded. To improve stability and anti-sliding bearing capacity, a second cap beam 202 is installed between the tops of the second row of anti-sliding piles 201, achieving a rigid overall connection between multiple second row anti-sliding piles 201. A second baffle 205 is installed between the cantilever sections of adjacent second row anti-sliding piles 201 to effectively seal the soil between piles, preventing soil erosion, collapse, and detachment. Multiple second waist beams 203 are provided, spaced apart at the front end of the cantilever section of the second row anti-sliding pile 201 along the height direction of the cantilever section, effectively increasing the cantilever section of the pile. The overall stiffness and bending resistance of the slope are improved. The locking structure 3 is arranged below the anti-slip structure 2 and includes a third row of anti-slip piles 301 and a third cap beam 302. The lower end of the third row of anti-slip piles 301 is embedded in the stable stratum below the sliding surface 21 to achieve deep anchoring and limiting. A third cap beam 302 is set between the tops of the third row of anti-slip piles 301. The third cap beam 302 connects each third row of anti-slip piles 301 into an overall slope toe locking system, which forms a bottom restraint on the upper anchoring structure 1 and the anti-slip structure 2, thereby improving the overall slope anti-slip stability.

[0029] This invention employs a three-tiered, stepped support system consisting of an anchoring structure 1, an anti-slide structure 2, and a locking structure 3. It eliminates the need for large-scale, monolithic excavation and demolition of the ancient landslide, allowing for small-scale, layered, and phased construction. This maximizes the preservation of the original soil and rock balance structure of the ancient landslide, significantly reducing disturbance and damage caused by construction excavation and unloading. It fundamentally avoids cracking, sliding, and reactivation instability caused by construction disturbances, making it particularly suitable for the fragile, highly sensitive, and easily unstable engineering characteristics of ancient landslides. The invention uses the upper anchoring structure 1 to anchor and reinforce the upper soil of the slope, the middle anti-slide structure 2 to bear and offset the sliding force in the middle section of the slope, and the lower locking structure 3 to lock and limit the slope toe. The three structures work together from top to bottom to bear the load. Meanwhile, multiple wainscoting beams are spaced at the front end of the cantilever sections of each row of anti-slide piles, providing multi-level lateral reinforcement to the cantilever sections. This effectively disperses concentrated stress within the piles, enhancing the overall bending, shear, and deformation resistance of the anti-slide piles. Combined with the overall tie-in effect of the pile top cap beam, this completely solves the shortcomings of traditional single-stage support, such as concentrated stress, large deformation, and poor support reliability. First baffles 105 and second baffles 205 are respectively installed between adjacent cantilever sections of anti-slide piles, achieving complete enclosure of the soil between piles. This effectively resists soil stripping and loss caused by rainwater erosion and wind erosion, while preventing surface water from seeping into the landslide body. This avoids softening of the landslide soil upon contact with water and reduction in shear strength, reducing secondary problems such as slope seepage, borehole collapse, and surface slippage, significantly improving the long-term stability and durability of the slope treatment. The stepped, graded support structure has clear stress levels and well-defined functions for each structural component, making it adaptable to different slope gradients and degrees of slippage in ancient landslide slopes. The construction process involves step-by-step support and shaping, ensuring overall slope stability and a high safety factor. Simultaneously, the overall structure is simple, highly modular, and easy to construct, effectively shortening the treatment period for ancient landslide slopes and reducing construction costs.

[0030] Furthermore, the anchoring structure 1 also includes multiple rows of first anchor cables 104, which are arranged in parallel to each other. One end of the first anchor cable 104 in the first row is fixedly connected to the first cap beam 102, and the other end is anchored in the stable stratum below the sliding surface 21. One end of each of the remaining rows of first anchor cables 104 is fixedly connected to the first waist beam 103 between two adjacent anti-slide piles in the first row of anti-slide piles 101, and the other end is anchored in the stable stratum below the sliding surface 21, so that the multiple rows of first anchor cables 104, the first cap beam 102, and the first waist beams 103 of each layer form an integrated anchoring support structure. The first anchor cable 104, arranged in multiple parallel rows, is layered and connected to the first crown beam 102 and the first waist beam 103 of each layer, constructing a multi-layer three-dimensional anchoring system. This system can evenly distribute the sliding load borne by the first row of anti-slide piles 101, reduce stress concentration in the piles, and significantly improve the overall bending and anti-slide stiffness of the anchoring structure. The layered anchor cables can constrain the deformation of the landslide soil layer by layer, effectively inhibiting the long-term creep of the ancient landslide and preventing the gradual instability and reactivation of the landslide. The anchor cables are installed on the pre-formed pile and beam structure without the need for large-scale excavation to disturb the sliding body, continuing the low-disturbance design characteristics of this structure. While strengthening the support strength, it ensures the stability and safety of the entire ancient landslide construction process.

[0031] Furthermore, the anti-slip structure 2 also includes multiple rows of second anchor cables 204, with each row of second anchor cables 204 arranged in parallel. One end of the first row of second anchor cables 204 is rigidly connected to the second cap beam 202, and the other end is anchored to a stable stratum below the sliding surface 21. One end of each of the remaining rows of second anchor cables 204 is fixed to a second waist beam 203 between two adjacent second row anti-slip piles 201, and the other end is anchored deep in the stratum below the sliding surface 21. Through the multiple rows of parallel second anchor cables 204, the second cap beam 202 and the multiple layers of second waist beams 204 are shaped... The layered tensioning and anchoring constraint constructs a three-dimensional anchoring support system in the middle layer, which can effectively share the slope sliding load borne by the second row of anti-slide piles 201, alleviate the stress concentration of the pile body, and improve the overall stiffness and bending and anti-slide performance of the anti-slide structure. The layered anchoring structure can constrain the creep and sliding deformation of the landslide soil layer by layer. Together with the upper anchoring structure, it forms a step-by-step anti-slide system, further improving the overall support coordination. Moreover, the anchor cables are laid based on the existing pile and beam structure, without the need for large-scale excavation of soil, which can effectively reduce the construction disturbance to the ancient landslide body and ensure the long-term stability of the slope as a whole.

[0032] Furthermore, after the slope is excavated, a first platform 6 and a first slope surface 7 are formed on the inner side of the top of the anchoring structure 1. A first retaining wall 8 is provided on the top of the first capping beam 102 at the top of the first row of anti-slide piles 101. A counter-pressure backfill soil 9 is formed between the first platform 6, the first slope surface 7 and the first retaining wall 8. A second platform 10 is provided on the top of the counter-pressure backfill soil 9. A second slope surface 11 is constructed between the second platform 10 and the first retaining wall 8 at a slope ratio of 1:1.75. A drainage ditch is arranged at the junction of the inner side of the second platform 10 and the first slope surface 7. The counter-pressure backfill soil, combined with retaining walls and multi-stage slopes, forms a counter-pressure counterweight at the top of the slope, which counteracts the downward thrust of the upper soil and helps to suppress the deformation of the ancient landslide. The graded platforms and slopes reduce the slope gradient and reduce rainwater erosion. The supporting drainage ditches can quickly drain surface water, reduce water infiltration and soften the sliding zone soil. The entire process does not require large-scale deep excavation of the sliding body, continuously reducing construction disturbance to the ancient landslide and improving the long-term stability of the slope.

[0033] Furthermore, a drainage ditch 12 is excavated above the first slope surface 7. An anchor bolt and mesh-supported shotcrete structure 13 is installed on the slope surface between the drainage ditch 12 and the second platform 10. The anchor bolt and mesh-supported shotcrete structure 13 includes a bottom layer of concrete 1301, a steel mesh 1302, reinforcing bars 1303, a top layer of concrete 1304, anchor bolts 1305, steel pads 1306, cement mortar 1307, anchor nails 1308, and L-shaped reinforcing bars 1309. The bottom layer of concrete 1301 is sprayed onto the slope surface. The anchor bolts 1305 are arranged in a square, evenly spaced pattern on the slope surface. The steel mesh 1302 is laid on the outside of the bottom layer of concrete 1301, and its perimeter is fixed to the slope surface by L-shaped anchor nails 1308 inserted into the soil. Reinforcing bars 1303 are welded between adjacent anchor bolts 1305, covering the surface of the steel mesh 1302. A steel pad 1 is fitted over the outside of each anchor bolt 1305. 306, the steel pad 1306 is welded and fixed to the reinforcing rib 1303, the anchor rod 1305 and the outer side of the steel pad 1306 are welded with L-shaped reinforcing steel bars 1309, the top layer concrete 1304 is sprayed and covered to the outside of the reinforcing rib 1303, the steel pad 1306 and the steel mesh 1302, the ends of the anchor rods 1305 exposed on the outside of the top layer concrete 1304 are sealed with cement mortar 1307, the intercepting ditch 12 can intercept the surface water on the slope in advance, and reduce the infiltration of rainwater to soften the landslide body; the layered sprayed concrete combined with the anchor rods, steel mesh and reinforcing ribs forms an integral surface support, the L-shaped anchors and reinforcing steel bars strengthen the integrity of the connection of each component and prevent the surface layer from cracking and falling off; the square evenly distributed anchor rods evenly distribute the soil pressure on the slope, the sealing structure prevents the anchor rods from rusting, improves the surface protection strength and durability of the slope, reduces the collapse of the surface soil, and reduces the additional disturbance to the ancient landslide body below.

[0034] Furthermore, a third platform 14 is excavated between the anchoring structure 1 and the anti-slide structure 2. A trapezoidal backfill body 15, cast from C20 concrete, is provided on the top surface of the third platform 14. The inner end face of the trapezoidal backfill body 15 is tightly fitted to the side wall of the first row of anti-slide piles 101. The trapezoidal backfill body 15 can provide lateral support to the first row of anti-slide piles 101, share the lateral thrust of the upper soil, and reduce the bending moment of the pile body. The rigid concrete backfill body has a small deformation and can smoothly connect the upper and lower support structures, alleviate the stress concentration of the support system, and reduce the creep deformation of the landslide. At the same time, it can seal the gap between the two levels of support, prevent rainwater from seeping down along the gap, and avoid the soil in the sliding zone from weakening when exposed to water.

[0035] Furthermore, a fourth platform 16 is formed by excavation between the anti-slide structure 2 and the locking toe structure 3. Steel pipe piles 17 are installed inside the soil outside the locking toe structure 3. A second retaining wall 18 is provided on the top of the steel pipe piles 17. A third slope surface 19 is formed on the outside of the second retaining wall 18 with a slope ratio of 1:1.5. A proposed road 20 is provided between the top of the third slope surface 19 and the second row of anti-slide piles 201. The combination of steel pipe piles 17 and the second retaining wall 18 forms a reinforcement support on the outside of the slope toe, further constraining the lateral deformation of the slope toe soil and improving the overall anti-slide capacity. The 1:1.5 gentle slope third slope surface 19 reduces the risk of slope erosion and collapse. The proposed road 20 is reserved above the slope surface, realizing the simultaneous and coordinated layout of slope treatment and road engineering, and reducing the disturbance and damage to the ancient landslide caused by secondary excavation in the later stage.

[0036] Furthermore, it also includes a first connecting beam 4 and a second connecting beam 5. One end of the first connecting beam 4 is fixedly connected to the bottom of the cantilever section of the first row of anti-slide piles 101, and the other end is fixedly connected to the second capping beam 202 and the second row of anti-slide piles 201. One end of the second connecting beam 5 is fixedly connected to the bottom of the cantilever section of the second row of anti-slide piles 201, and the other end is fixedly connected to the third capping beam 302 and the third row of anti-slide piles 301. The three-level anti-slide pile structure is connected in series into an overall force-bearing system through the first connecting beam 4 and the second connecting beam 5, which effectively realizes the coordinated linkage of vertical graded support, evenly transmits and disperses the slope sliding load, and avoids overload of a single row of piles. It greatly improves the integrity and overall stiffness of the overall support structure, effectively suppresses the uneven settlement and lateral sliding of the ancient landslide body, and further reduces support deformation, thereby strengthening the overall stability of the slope.

[0037] Furthermore, deep water pipes are pre-embedded at equal intervals inside the first slope surface 7 and the first retaining wall 8, and deep water pipes are also pre-embedded at equal intervals inside the first baffle 105 and the second baffle 205. The deep water pipes extend into the soil and rock of the slope, and are arranged downwards along the slope from the inside to the outside with a higher inner slope and a lower outer slope. The inclined deep water pipes, which are evenly distributed at multiple points, can continuously drain groundwater in the landslide body by gravity, effectively reducing the pore water pressure of the slip zone and improving the shear strength of the soil. They can also drain water accumulated at the top of the slope and between piles in all directions, avoiding long-term water infiltration and softening of the ancient landslide soil and rock, and significantly reducing the risk of landslide creep and sliding.

[0038] Furthermore, a roadside ditch is provided on the outer side of the proposed road 20. The roadside ditch is used to collect and drain surface water in the road area to achieve orderly drainage in the road area.

[0039] Example 2 Combination Figure 1-7 This invention provides a construction method for a slope treatment structure that can significantly reduce disturbance to ancient landslides. The method utilizes this slope treatment structure, and the specific steps are as follows: S100: A temporary steel bridge structure was used to build a construction access road, and surface cracks throughout the entire ancient landslide body were sealed and plugged. The top slope of the anchoring structure 1 was excavated in layers according to the design requirements, and the first platform 6 and the first slope surface 7 were shaped. Anchor rod, wire mesh and shotcrete structure 13 was constructed in the upper area of ​​the first slope surface 7. Then, drilling was carried out on the first slope surface 7 to install multiple deep water pipes that were inclined with the inside higher than the outside. S200: Construct the first row of anti-slide piles 101, embed the bottom of each pile into the stable stratum below the sliding surface 21, cast the first cap beam 102 at the top of the first row of anti-slide piles 101, construct the first anchor cable 104 of the first row, and construct the first retaining wall 8 on the first cap beam 102. Backfill the first platform 6 with backfill soil 9 at a slope ratio of 1:1.75, form the second platform 10 and the second slope surface 11, drill at the corresponding position of the first retaining wall 8, pre-embed multiple deep water pipes with an inner high and outer low slope, excavate the soil in front of the first row of anti-slide piles 101 in layers to form the third platform 14, and construct the first waist beam 103, the first baffle 105 between piles and the remaining first anchor cables 104 layer by layer. Then drill on the first baffle 105 to install multiple deep water pipes with an inner high and outer low slope. S300: Construct the second row of anti-slide piles 201, embed the bottom of each pile into the stable stratum below the sliding surface 21, cast the second cap beam 202 at the top of the second row of anti-slide piles 201, construct the second anchor cable 204 of the first row, cast the first connecting beam 4, cast the C20 concrete trapezoidal backfill body 15 on the top surface of the third platform 14, so that the inner side wall of the trapezoidal backfill body 15 is in close contact with the side wall of the first row of anti-slide piles 101, excavate the soil in front of the second row of anti-slide piles 201 in layers to form the fourth platform 16, and construct the second waist beam 203, the second baffle 205 between piles and the remaining second anchor cables 104 layer by layer in sequence. Then, drill holes on the second baffle 205 and install multiple deep water pipes that are inclined with the inner high and the outer low. S400: Construct the third row of anti-slide piles 301 and the third capping beam 302 at the top of the piles, pour the second connecting beam 5, construct steel pipe piles 17 in the soil outside the locking structure 3, construct the second retaining wall 18 on the top of the steel pipe piles 17, construct the proposed road 20 between the top of the fourth platform 16 and the second retaining wall 18, and shape the third slope surface 19 according to the design slope ratio of 1:1.5. Then, carry out drilling operations on the third slope surface 19 and the second retaining wall 18 to install multiple deep water pipes that are inclined with the inside higher than the outside.

[0040] Furthermore, before constructing the first baffle 105 and the second baffle 205, connecting steel bars are pre-embedded inside the pile bodies of the first row of anti-slide piles 101 and the second row of anti-slide piles 201. These connecting steel bars are bent upwards along the axial direction of the anti-slide piles. During the subsequent pouring of the first baffle 105 and the second baffle 205, the pre-embedded bent connecting steel bars are chiseled out and welded to the internal steel bars of the first baffle 105 and the second baffle 205 respectively, achieving an integrated connection between the pile body and the baffle's steel reinforcement. By pre-embedding bent connecting steel bars within the anti-slide piles and welding them to the baffle reinforcement, an integral reinforced concrete structure is formed between the anti-slide piles and the inter-pile baffle, effectively improving the overall integrity and collaborative load-bearing performance of the pile-slab connection.

[0041] Furthermore, during the construction of the first wainscoting 103 and the second wainscoting 203, two 20mm diameter steel bars are pre-embedded. One end of the steel bars extends into the corresponding baffle, and the length of the steel bars is set to 55cm. The steel bars are arranged at a horizontal spacing of 400cm and are arranged in two layers, upper and lower. The pre-embedded steel bars realize the reliable connection between the wainscoting and the baffle steel skeleton, so that the wainscoting and the baffle form an integral load-bearing component, thereby improving the integrity of the pile-to-pile protective structure.

[0042] Furthermore, during the construction of the first connecting beam 4 and the second connecting beam 5, the first connecting beam 4 and the first capping beam 102 are cast simultaneously, and the second connecting beam 5 and the second capping beam 202 are cast simultaneously. Before casting the beams, the concrete on the outside of the anti-slide piles at the corresponding positions is roughened, the main reinforcement of the beams is inserted into the piles and welded to the main reinforcement of the anti-slide piles, and the stirrups of the anti-slide piles in the corresponding sections of the beams are densified. The beams and the corresponding capping beams are cast as a whole, reducing cold joints and improving the overall integrity of the joints. The connection method of roughening the pile body and welding the main reinforcement ensures the continuity of force transmission between the beams and the anti-slide piles. The densified stirrups can strengthen the shear resistance of the pile-beam junction, avoid joint cracking and damage, and ensure the coordinated force of multi-level support.

[0043] Those skilled in the art will readily understand that the above description is merely a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions, and improvements made within the spirit and principles of the present invention should be included within the scope of protection of the present invention.

Claims

1. A slope treatment structure that can significantly reduce disturbance to ancient landslides, characterized in that, It includes an anchoring structure (1), a sliding resistance structure (2), and a locking structure (3). The anchoring structure (1), the sliding resistance structure (2), and the locking structure (3) are arranged in a stepped manner along the slope surface to form a graded support and synergistic bearing overall support system. The anchoring structure (1) includes a first row of anti-slide piles (101), a first cap beam (102), a first waist beam (103), and a first baffle (105). The lower end of the first row of anti-slide piles (101) is embedded in a stable stratum below the sliding surface (21). A first cap beam (102) is provided between the tops of the first row of anti-slide piles (101). A first baffle (105) is provided between the cantilever sections of adjacent first row of anti-slide piles (101). Multiple first waist beams (103) are provided. Multiple first waist beams (103) are arranged at intervals at the front end of the cantilever section of the first row of anti-slide piles (101) along the height direction of the cantilever section of the first row of anti-slide piles (101), forming a multi-level lateral constraint reinforcement for the cantilever section of the pile body. The anti-slip structure (2) includes a second row of anti-slip piles (201), a second cap beam (202), a second waist beam (203), and a second baffle (205). The lower end of the second row of anti-slip piles (201) is embedded in the stable stratum below the sliding surface (21). A second cap beam (202) is provided between the pile tops of the second row of anti-slip piles (201). A second baffle (205) is assembled between the cantilever sections of adjacent second row of anti-slip piles (201). Multiple second waist beams (203) are provided. Multiple second waist beams (203) are arranged at intervals at the front end of the cantilever section of the second row of anti-slip piles (201) along the height direction of the cantilever section of the second row of anti-slip piles (201) to improve the overall stiffness and anti-bending and anti-slip capacity of the cantilever section of the pile. The locking structure (3) includes a third row of anti-slide piles (301) and a third cap beam (302). The lower end of the third row of anti-slide piles (301) is embedded in a stable stratum below the sliding surface (21). A third cap beam (302) is provided between the tops of the third row of anti-slide piles (301).

2. The slope treatment structure according to claim 1, which can significantly reduce ancient landslide disturbance, is characterized in that, The anchoring structure (1) is also provided with multiple rows of first anchor cables (104), which are arranged in parallel to each other. One end of the first anchor cable (104) in the first row is fixedly connected to the first crown beam (102), and the other end is anchored in the stable stratum below the sliding surface (21). One end of each of the remaining rows of first anchor cables (104) is fixedly connected to the first waist beam (103) between two adjacent anti-slide piles in the first row of anti-slide piles (101), and the other end is anchored in the stable stratum below the sliding surface (21).

3. The slope treatment structure according to claim 1, which can significantly reduce ancient landslide disturbance, is characterized in that, The anti-slip structure (2) also includes multiple rows of second anchor cables (204). Each row of second anchor cables (204) is arranged in parallel. One end of the first row of second anchor cables (204) is rigidly connected to the second crown beam (203), and the other end is anchored to the stable stratum below the sliding surface (21). One end of each of the remaining rows of second anchor cables (204) is fixed to the second waist beam (203) between two adjacent second row anti-slip piles (201), and the other end is anchored to the deep stratum below the sliding surface (21).

4. The slope treatment structure according to claim 1, which can significantly reduce ancient landslide disturbance, is characterized in that, After the slope is excavated, a first platform (6) and a first slope surface (7) are formed on the inner side of the top of the anchoring structure (1). A first retaining wall (8) is provided on the top of the first cap beam (102) of the first row of anti-slide piles (101). A counter-pressure backfill soil (9) is formed between the first platform (6), the first slope surface (7) and the first retaining wall (8). A second platform (10) is set on the top of the counter-pressure backfill soil (9). A second slope surface (11) is constructed between the second platform (10) and the first retaining wall (8) at a slope ratio of 1:1.

75. A drainage ditch is arranged at the junction of the inner side of the second platform (10) and the first slope surface (7).

5. A slope treatment structure according to claim 4 that can significantly reduce disturbance of ancient landslides, characterized in that, A drainage ditch (12) is excavated above the first slope (7). An anchor rod and mesh shotcrete structure (13) is provided on the slope between the drainage ditch (12) and the second platform (10). The anchor rod and mesh shotcrete structure (13) includes a bottom layer concrete (1301), a steel mesh (1302), reinforcing bars (1303), a top layer concrete (1304), anchor rods (1305), steel pads (1306), cement mortar (1307), anchor nails (1308), and L-shaped reinforcing bars (1309). The bottom layer concrete (1301) is shotcreted on the slope. The anchor rods (1305) are arranged in a square at equal intervals on the slope. The steel mesh (1302) is laid on the outside of the bottom layer concrete (1301). The anchor rods (1308) are fixed to the slope by inserting L-shaped anchors into the soil. Reinforcing bars (1303) are welded between two adjacent anchor rods (1305) and pressed onto the surface of the steel mesh (1302). Steel pads (1306) are fitted on the outside of the anchor rods (1305). The steel pads (1306) are welded to the reinforcing bars (1303). L-shaped reinforcing bars (1309) are welded to the outside of the anchor rods (1305) and the steel pads (1306). The top layer of concrete (1304) is sprayed to cover the outside of the reinforcing bars (1303), the steel pads (1306) and the steel mesh (1302). The ends of the anchor rods (1305) exposed outside the top layer of concrete (1304) are sealed with cement mortar (1307).

6. The slope treatment structure according to claim 1, which can significantly reduce ancient landslide disturbance, is characterized in that, A third platform (14) is formed by excavation between the anchoring structure (1) and the anti-slip structure (2). A trapezoidal backfill body (15) made of C20 concrete is set on the top surface of the third platform (14). The inner end face of the trapezoidal backfill body (15) is tightly attached to the side wall of the first row of anti-slip piles (101).

7. The slope treatment structure according to claim 1, which can significantly reduce ancient landslide disturbance, is characterized in that, A fourth platform (16) is formed by excavation between the anti-slip structure (2) and the locking foot structure (3). Steel pipe piles (17) are installed inside the soil outside the locking foot structure (3). A second retaining wall (18) is provided on the top of the steel pipe piles (17). A third slope surface (19) is formed on the outside of the second retaining wall (18) with a slope ratio of 1:1.

5. A proposed road (20) is provided between the top of the third slope surface (19) and the second row of anti-slip piles (201).

8. A slope treatment structure that can significantly reduce ancient landslide disturbance according to claim 1, characterized in that, It also includes a first connecting beam (4) and a second connecting beam (5). One end of the first connecting beam (4) is fixedly connected to the bottom of the cantilever section of the first row of anti-slide piles (101), and the other end is fixedly connected to the second cap beam (202) and the second row of anti-slide piles (201). One end of the second connecting beam (5) is fixedly connected to the bottom of the cantilever section of the second row of anti-slide piles (201), and the other end is fixedly connected to the third crown beam (302) and the third row of anti-slide piles (301).

9. A slope treatment structure according to claim 5 that can significantly reduce disturbance of ancient landslides, characterized in that, Deep water pipes are pre-embedded at equal intervals inside the first slope surface (7) and the first retaining wall (8). Deep water pipes are also pre-embedded at equal intervals inside the first baffle (105) and the second baffle (205). The deep water pipes extend into the soil and rock of the slope and are arranged downwards from the inside to the outside of the slope with the inside higher than the outside.

10. A construction method for a slope treatment structure that can significantly reduce disturbance to ancient landslides, characterized in that, The slope treatment structure described in any one of claims 1-9, which can significantly reduce disturbance to ancient landslides, is characterized by comprising the following steps: S100: A temporary access road was built using a steel temporary bridge, and surface cracks throughout the entire ancient landslide area were sealed and plugged. The top slope of the anchoring structure (1) was excavated in layers according to the design requirements, and the first platform (6) and the first slope surface (7) were shaped. Anchor rods, wire mesh and shotcrete structure (13) were constructed in the upper part of the first slope surface (7). Then, drilling was carried out on the first slope surface (7) to install multiple deep water pipes that were inclined with the inside high and the outside low. S200: Construct the first row of anti-slide piles (101), embed the bottom of each pile into the stable stratum below the sliding surface (21), cast the first capping beam (102) on the top of the first row of anti-slide piles (101), construct the first anchor cable (104) of the first row, and construct the first retaining wall (8) on the first capping beam (102). Backfill the first platform (6) with backfill soil (9) according to a slope ratio of 1:1.75, and form the second platform (10) and the second slope. On the surface (11), drilling operations are carried out at the corresponding position of the first retaining wall (8), and multiple deep water pipes with an inner high and outer low inclined arrangement are pre-embedded. The soil in front of the first row of anti-slide piles (101) is excavated in layers to form the third platform (14). The first waist beam (103), the first baffle between piles (105) and the remaining first anchor cables (104) are constructed layer by layer in sequence. Then, drilling operations are carried out on the first baffle (105) to install multiple deep water pipes with an inner high and outer low inclined arrangement. S300: Construct the second row of anti-slide piles (201), embed the bottom of each pile into the stable stratum below the sliding surface (21), pour the second crown beam (202) on the top of the second row of anti-slide piles (201), construct the second anchor cable (204) of the first row, pour the first connecting beam (4), pour C20 concrete trapezoidal backfill (15) on the top surface of the third platform (14), so that the inner side wall of the trapezoidal backfill (15) is in close contact with the side wall of the first row of anti-slide piles (101), excavate the soil in front of the second row of anti-slide piles (201) in layers to form the fourth platform (16), and construct the second waist beam (203), the second baffle (205) between piles and the remaining second anchor cables (104) layer by layer. Then, drill holes on the second baffle (205) and install multiple deep water pipes that are inclined with the inner high and the outer low. S400: Construct the third row of anti-slide piles (301) and the third capping beam (302) on the top of the piles, pour the second connecting beam (5), construct steel pipe piles (17) in the soil outside the locking structure (3), construct the second retaining wall (18) on the top of the steel pipe piles (17), construct the proposed road (20) between the top of the fourth platform (16) and the second retaining wall (18), and shape the third slope surface (19) according to the design slope ratio of 1:1.

5. Then, drill holes on the third slope surface (19) and the second retaining wall (18) to install multiple deep water pipes that are inclined with the inner high and the outer low.

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