Landslide anti-sliding structure based on hammering reinforcement and construction method

Abstract

The invention relates to the technical field of landslide treatment, in particular to a landslide anti-sliding structure based on hammering reinforcement and a construction method.The landslide anti-sliding structure based on hammering reinforcement comprises a hammering reinforcement body, the hammering reinforcement body is a composite structure body formed by conducting hammering reinforcement in a diameter-expanded drilling area after diameter-expanded treatment is conducted on a drilled hole, and the hammering reinforcement body is a composite structure body formed by conducting hammering reinforcement in the diameter-expanded drilling area; the structure comprises a dense broken stone area, a compacted soil body area and an affected soil body area, the dense broken stone area is arranged in the expanding drill hole, the compacted soil body area is arranged around the dense broken stone area, and the affected soil body area is located on the outer side of the compacted soil body area. The three parts are sequentially formed in space in the hammering reinforcing process and jointly form the reinforcing structure used for improving the internal shear resistance of the landslide mass. Diameter expanding treatment is carried out on the drilled hole in the landslide body, hammering reinforcement is carried out to form a hammering reinforcement body, and therefore the continuity of a potential sliding face is effectively destroyed, the shear strength of a soil body near the sliding face is improved, dispersion and transmission of landslide thrust in the landslide body are achieved, and the anti-sliding stability of a landslide is overall improved.

Description

Technical Field

[0001] This invention relates to the field of landslide control technology, and in particular to a landslide anti-sliding structure and construction method based on hammer reinforcement. Background Technology

[0002] Currently, the technical measures commonly used in landslide control projects mainly include anti-slide retaining walls, anti-slide piles, and grid anchors, which are widely used in engineering practice and can achieve good control results under certain conditions. Among them, anti-slide retaining walls mainly rely on the structural weight to resist landslide thrust, which usually requires a large structural size. Especially in high retaining wall projects, the amount of materials used is large and the construction cost is high. The retaining wall is subjected to water pressure behind the wall for a long time. When the drainage system fails (such as the drainage hole is blocked), it is easy to cause engineering hazards such as the collapse or cracking of the retaining wall. In areas with high groundwater level or strong seepage conditions, additional drainage structures such as reverse filter layer and blind ditch are required, which further increases the construction difficulty and engineering cost. At the same time, concrete or masonry retaining walls cause great damage to the natural landscape and ecological environment, and tall retaining walls can easily affect the surrounding land use and visual permeability. Anti-slide piles mainly resist landslide thrust through the bending and shear resistance of the pile body itself. Their construction usually requires deep hole drilling, concrete pouring or precast pile installation. The construction process is complex, the cycle is long, and the material and labor costs are high. Drilling holes in hard rock layers or fractured zones is difficult and often requires the use of special equipment such as down-the-hole hammers and rotary drilling rigs, which further increases the construction cost and is not conducive to rapid emergency treatment of landslides. In addition, most existing landslide control technologies resist landslide thrust by setting up independent retaining or anchoring structures, mainly relying on the bearing capacity of the structure itself to play an anti-sliding role. They fail to effectively modify the landslide surface itself, making it difficult to improve the shear strength of the sliding surface without large-scale excavation or complex construction. Therefore, how to effectively reinforce the area near the slip surface without large-scale excavation and with a short construction period is a technical problem that urgently needs to be solved in the existing technology. Summary of the Invention

[0003] The purpose of this invention is to address the problem in existing technologies of how to effectively reinforce the area near the slip surface by directly applying the reinforcement without large-scale excavation and with a short construction period, and to provide a landslide anti-slip structure and construction method based on hammer reinforcement.

[0004] To achieve the above objectives, the technical solution adopted by the present invention is as follows: A landslide anti-slide structure based on hammer reinforcement, comprising a hammer-reinforced body; The hammer-reinforced body is a composite structure formed by enlarging the borehole diameter and then performing hammer reinforcement within the enlarged borehole area. It includes a compacted gravel zone, a compacted soil zone, and an influencing soil zone. The compacted gravel zone is located within the enlarged borehole, the compacted soil zone surrounds the compacted gravel zone, and the influencing soil zone is located outside the compacted soil zone. The gravel zone, the compacted soil zone, and the influencing soil zone are formed sequentially in space by the hammer reinforcement process and together constitute a reinforcement structure for improving the internal shear resistance of the landslide body.

[0005] Preferably, the shape of the compacted gravel zone matches the borehole wall shape of the enlarged borehole, and the edge of the compacted gravel zone extends toward the compacted soil zone and forms a consolidation effect with the surrounding soil, so that the compacted gravel zone, the compacted soil zone and the affected soil zone are spatially continuous and form an integral force-bearing structure, so as to realize the outward transmission of landslide thrust.

[0006] Preferably, multiple hammer-struck solids are arranged at the same height, and can be arranged in one or more layers in the vertical direction.

[0007] Preferably, the hammered solid has a spherical or nearly elliptical structure.

[0008] Preferably, the landslide anti-sliding structure further includes reinforcing pipes, which are disposed in the area below the hammer-reinforced body. Multiple reinforcing pipes are respectively arranged along the transverse and vertical directions of the landslide body and are intersected to form a grid-like distribution structure within the landslide body.

[0009] Preferably, the plurality of the reinforcing pipes form a connection node at the spatial intersection, and the connection node is located at the bottom of the hammer-reinforced body.

[0010] Preferably, the landslide anti-sliding structure further includes anchor bolts, which are disposed at the lower part of the hammer-reinforced body, and are disposed in a direction perpendicular to the ground and extend into the underground stable stratum.

[0011] Preferably, the anchor bolt includes an upper section, a middle section, and a lower section connected in sequence, wherein the upper section is located within the landslide body and abuts against the hammered reinforced body, the middle section is located between the upper section and the lower section and abuts against the lower part of the reinforced pipe, and the lower section extends into the ground and is disposed within a stable underground stratum.

[0012] Preferably, the middle section is located at the connection node of the reinforcing pipe fitting.

[0013] A construction method for a landslide anti-slide structure based on hammer reinforcement as described above includes the following steps: S1. Drilling and enlarging at the slip surface location: A core drilling machine is used to drill and sample the landslide body to form a borehole. When the drilling depth reaches the slip surface location of the landslide, the borehole is enlarged at the slip surface location to form an enlarged borehole within a predetermined height range above and below the slip surface. S2. Crushed stone backfill: Crushed stone backfill is added into the enlarged borehole. The crushed stone backfill is crushed stone or gravel with a mud content not exceeding a predetermined value and its particle size meets the requirements of hammer compaction. S3. Hammering reinforcement: The crushed stone backfill in the enlarged borehole is hammered, and the crushed stone backfill is added during the hammering process. The crushed stone backfill is gradually compacted under the hammering action and squeezes the soil around the borehole until the predetermined compaction requirement is met, thereby forming a hammer-reinforced body at the slip surface. S4. Formation of roughened slip surface: Through the formation of the hammer-reinforced body, the slip surface of the original landslide is locally damaged, and a reinforced area is formed at the slip surface. S5. Reinforcing pipe installation: After the hammer-reinforced body is formed, reinforcing pipes are installed in the area below the hammer-reinforced body. Multiple reinforcing pipes are installed along the transverse and vertical directions of the landslide body and are arranged in a crisscross pattern in space to form a grid-like distribution structure within the landslide body. S6. Anchor bolt construction: Anchor bolts are constructed within the landslide body, with the anchor bolts laid out in a direction perpendicular to the ground, one end extending into the underground stable stratum and the other end located within the landslide body, and the anchor bolts are arranged in spatial order corresponding to the hammered reinforced body and the reinforced pipe fittings. S7. Multi-layer slip surface reinforcement: Repeat steps S1 to S5 for one or more slip surfaces to form multiple hammer-reinforced bodies at different depths. Combined with the reinforcement pipes and anchor rods, an overall landslide anti-slip structure is formed.

[0014] In summary, due to the adoption of the above technical solution, the beneficial effects of the present invention are: 1. By enlarging the borehole diameter and implementing hammer reinforcement inside the landslide body, a composite reinforcement structure is formed, consisting of the dense gravel zone, the compacted soil zone, and the affected soil zone in sequence. This creates a reinforcement zone with progressively expanding shear strength inside the landslide body, effectively disrupting the continuity of the potential sliding surface, increasing the shear strength of the soil near the sliding surface, dispersing and transmitting the landslide thrust inside the landslide body, and improving the overall anti-sliding stability of the landslide. 2. By deploying multiple hammer-damped reinforced bodies at the same or different heights within the landslide body, and setting reinforced pipes arranged horizontally and vertically below them, a multi-directional constraint and support structure is formed at the bottom of the hammer-damped reinforced bodies. Without large-scale excavation, the stress conditions of the hammer-damped reinforced bodies under long-term loads and landslide thrust are effectively improved, the local free deformation space is reduced, thereby reducing the risk of sinking and local instability of the hammer-damped reinforced bodies, and improving the overall stability and engineering applicability of the reinforced structure within the landslide body. 3. This invention also provides a construction method for a landslide anti-slide structure based on hammer-strengthened reinforcement. By sequentially implementing drilling and enlarging of the sliding surface, backfilling with crushed stone, hammering and compaction, and roughening of the sliding surface, and in conjunction with the layered arrangement of the hammer-strengthened body in a quincunx pattern, the lower reinforcement pipes, and the anchor rods, a hierarchical and synergistic anti-slide structure system is formed inside the landslide body, which is constrained from top to bottom. This not only strengthens single or multiple layers of the sliding surface at different depths, but also helps to suppress the settlement and deformation of the reinforced structure under long-term service conditions, thereby improving the reliability and durability of the landslide treatment effect. Attached Figure Description

[0015] Figure 1 This is a schematic diagram of a landslide anti-sliding structure based on hammer reinforcement; Figure 2 This is a schematic diagram of the layout of a landslide anti-sliding structure based on hammer reinforcement; Figure 3 This is a schematic diagram of the layout of a landslide anti-sliding structure based on hammer reinforcement; Figure 4 This is a flowchart illustrating the formation of landslide anti-sliding structures based on hammer reinforcement. Figure 5 This is a flowchart of a construction method for landslide anti-sliding structures based on hammer reinforcement.

[0016] The markings in the diagram are: 1-hammered reinforced body, 2-dense crushed stone zone, 3-compacted soil zone, 4-affected soil zone, 5-enlarged diameter borehole, 6-reinforced pipe fitting, 7-anchor bolt. Detailed Implementation

[0017] The present invention will now be described in detail with reference to the accompanying drawings.

[0018] 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.

[0019] Example 1 like Figures 1-5As shown, the landslide anti-sliding structure based on hammer reinforcement according to the present invention includes a hammer-reinforced body 1. The hammer-reinforced body 1 is a composite structure formed by hammer reinforcement within the area of ​​the enlarged borehole 5 after enlarging the borehole diameter. It includes a compacted gravel zone 2, a compacted soil zone 3, and an influencing soil zone 4. The compacted gravel zone 2 is located within the enlarged borehole 5. The compacted soil zone 3 surrounds the compacted gravel zone 2. The influencing soil zone 4 is located outside the compacted soil zone 3. The gravel zone, the compacted soil zone 3, and the influencing soil zone 4 are formed sequentially in space by the hammer reinforcement process and together constitute a reinforcement structure for improving the internal shear resistance of the landslide body.

[0020] Specifically, during the hammering reinforcement process, the crushed stone filling material in the enlarged borehole 5 gradually compacts under the hammering action, forming the compacted crushed stone zone 2. The impact generated by the hammering is transmitted outward through the borehole wall, causing the undisturbed soil outside the compacted crushed stone zone 2 to be compacted and rearranged, forming the compacted soil zone 3. The soil outside the compacted soil zone 3 is affected by the hammering disturbance, forming the affected soil zone 4. Through the compacted crushed stone zone 2, the compacted soil zone 3, and the affected soil zone 4 formed sequentially from the inside out, a layer is constituted. The distinct and spatially continuous composite reinforcement structure creates a progressively expanding shear resistance zone within the landslide body, which helps improve the mechanical properties of the soil near the potential sliding surface, thereby enhancing the overall shear stability of the landslide. In this embodiment, the crushed stone filler forms a tight embedded relationship with the surrounding soil through hammering. Without hammering, the crushed stone filler would be relatively loose within the enlarged borehole 5, making it difficult to effectively improve the mechanical properties of the soil near the sliding surface, thus significantly reducing the anti-sliding effect.

[0021] Furthermore, the landslide anti-sliding structure based on hammer reinforcement described in this embodiment is mainly applicable to soil landslide environments dominated by soil, including dense soil layers, semi-dense soil layers, and soil conditions that are locally loose but overall continuous.

[0022] As a preferred embodiment, based on the above method, the shape of the compacted gravel zone 2 located in the enlarged diameter borehole 5 matches the shape of the borehole wall of the enlarged diameter borehole 5, and the edge of the compacted gravel zone 2 extends toward the compacted soil zone 3 and forms a solidification effect with the surrounding soil, so that the compacted gravel zone 2, the compacted soil zone 3 and the affected soil zone 4 are spatially continuous and form an integral force-bearing structure, so as to realize the gradual outward transmission of landslide thrust.

[0023] Specifically, by performing hammering operations within the enlarged borehole 5, the crushed stone filling material forms a dense crushed stone zone 2 that is essentially consistent with the geometry of the enlarged borehole 5 under the constraint of the borehole wall, thereby fully filling the space of the enlarged borehole 5. During the hammering process, the edge of the dense crushed stone zone 2 partially shifts outward and extends towards the compacted soil zone 3, forming an embedded structure with the surrounding soil. This ensures that the dense crushed stone zone 2, the compacted soil zone 3, and the affected soil zone 4 maintain a continuous spatial transition, constituting an overall reinforced structure. By enhancing the mechanical interlocking between the hammered reinforced body 1 and the surrounding soil, the landslide thrust is transmitted stepwise from the inside to the outside within the reinforced body, avoiding local stress concentration and improving the overall stability of the reinforced structure.

[0024] As a preferred embodiment, based on the above method, multiple hammer-struck solids 1 are arranged at the same height, and can be arranged as one or more layers in the vertical direction.

[0025] Specifically, when there is only a single potential sliding surface in the landslide body, multiple single-layer hammer-reinforced bodies 1 can be deployed at the corresponding height; when there are multiple potential sliding surfaces in the landslide body, multiple layers of hammer-reinforced bodies 1 can be deployed at different heights. By deploying multiple hammer-reinforced bodies 1 at the same height or at different heights, multiple local shear-strengthening areas can be formed inside the landslide body, which is beneficial for adapting to different landslide scales and sliding surface distribution conditions, and improving the applicability of landslide treatment schemes and overall stability effects.

[0026] As a preferred embodiment, based on the above method, the hammer-reinforced solid 1 is further described as having a spherical or nearly elliptical structure.

[0027] Specifically, by enlarging the borehole diameter and taking into account the spatial rearrangement characteristics of the crushed stone filling material during the hammering process, the compacted crushed stone zone 2 and the compacted soil zone 3 and the affected soil zone 4 formed on its outer side present an overall spherical or nearly elliptical distribution shape. This is beneficial for achieving more uniform stress diffusion when subjected to landslide thrust, reducing the risk of local stress concentration, thereby improving the stability and durability of the hammered reinforced body 1 in the landslide treatment process.

[0028] Example 2 like Figures 1-5 As shown, the landslide anti-slide structure based on hammer reinforcement of the present invention further includes a reinforcement pipe 6 on the basis of the above method. The reinforcement pipe 6 is disposed in the area below the hammer-reinforced body 1. Multiple reinforcement pipes 6 are respectively arranged along the transverse and vertical directions of the landslide body and are intersected to form a grid-like distribution structure in the landslide body.

[0029] Specifically, the reinforcing pipes 6 can be buried inside the landslide body through directional or oblique drilling, without the need for large-scale excavation of the landslide body. The installation can be completed by setting construction holes in local locations. By setting the reinforcing pipes 6 in a grid pattern below the hammer-reinforced body 1, a multi-directional constraint structure is formed in the lower part of the hammer-reinforced body 1. This can effectively improve the stress conditions of the hammer-reinforced body 1 under the action of landslide thrust, avoid its lower area being in a relatively free state, and structurally improve the overall stability of the hammer-reinforced body 1. At the same time, this installation method can strengthen the internal structure of the landslide body without much excavation, reducing the adverse effects of construction on the stability of the landslide body.

[0030] As a preferred embodiment, based on the above method, further, multiple reinforcing pipes 6 form a connection node at the spatial intersection, and the connection node is located at the bottom of the hammer-reinforced body 1.

[0031] Specifically, by arranging the connecting nodes below the hammer-reinforced body 1, the reinforcing pipe 6 forms a clear vertical correspondence with the hammer-reinforced body 1 in space. This allows the grid structure formed by the reinforcing pipe 6 to directly provide support and constraint to the lower region of the hammer-reinforced body 1, which helps to reduce the local subsidence tendency of the hammer-reinforced body 1 under long-term load or landslide thrust, thereby improving the stability and durability of the hammer-reinforced body 1 within the landslide body.

[0032] As a preferred embodiment, based on the above method, the landslide anti-sliding structure further includes anchor rods 7, which are disposed at the lower part of the hammer-reinforced body 1. The anchor rods 7 are disposed in a direction perpendicular to the ground and extend into the underground stable stratum.

[0033] Specifically, the anchor bolt 7 can also be installed by drilling. During construction, only local drilling is required on the ground surface or existing working face, without the need for overall excavation of the landslide body. The anchor bolt 7 further enables the hammer-reinforced body 1 to establish a structural connection with the underground stable strata in space, which helps to limit the vertical displacement of the hammer-reinforced body 1 and further reduces the risk of cumulative subsidence of the hammer-reinforced body 1.

[0034] As a preferred embodiment, based on the above method, the anchor 7 further includes an upper section, a middle section and a lower section connected in sequence, wherein the upper section is located in the landslide body and abuts against the hammered reinforcement body 1, the middle section is located between the upper section and the lower section and abuts against the lower part of the reinforcement pipe 6, and the lower section extends into the ground and is set in the underground stable stratum.

[0035] Specifically, through the segmented structure described above, the anchor rod 7 simultaneously constrains the hammer-reinforced body 1 and the reinforced pipe 6 in space, which helps to coordinate the relative positional relationship between the two. When the hammer-reinforced body 1 tends to move downward under the thrust of the landslide, its displacement can be transmitted to the reinforced pipe 6 and the underground stable strata through the anchor rod 7, thereby reducing the local settlement trend of the hammer-reinforced body 1. At the same time, the stability of the reinforced pipe 6 is also improved under the constraint of the middle section of the anchor rod 7, so that the entire structure forms a stable and continuous support system inside the landslide body.

[0036] As a preferred embodiment, based on the above method, the middle section is further provided at the connection node of the reinforcing pipe fitting 6.

[0037] Specifically, the way the anchor rod 7 and the reinforcing pipe 6 are matched further reduces the subsidence of the hammer-reinforced body 1 during long-term service. At the same time, it effectively improves the stability of the reinforcing pipe 6 and the hammer-reinforced body 1, thereby improving the engineering applicability and safety reliability of the landslide anti-sliding structure under complex geological conditions.

[0038] Example 3 like Figures 1-5 As shown, the construction method of the landslide anti-sliding structure based on hammer reinforcement as described above, according to the present invention, includes the following steps: S1. Drilling and enlarging at the slip surface location: A core drilling machine is used to drill and sample the landslide body to form a borehole. When the drilling depth reaches the slip surface location of the landslide, the borehole is enlarged at the slip surface location to form an enlarged borehole 5 within a predetermined height range above and below the slip surface. S2. Crushed stone backfill: Crushed stone backfill is filled into the enlarged borehole 5. The crushed stone backfill is crushed stone or gravel with a mud content not exceeding a predetermined value and its particle size meets the requirements of hammer compaction. S3. Hammering reinforcement: The crushed stone backfill in the enlarged borehole 5 is hammered, and the crushed stone backfill is supplemented during the hammering process, so that the crushed stone backfill gradually compacts under the hammering action and squeezes the soil around the borehole until the predetermined compaction requirement is met, thereby forming a hammer-reinforced body 1 at the slip surface position. S4. Formation of roughened slip surface: Through the formation of the hammer-reinforced solid 1, the slip surface of the original landslide is locally damaged, and a reinforced area is formed at the slip surface. S5. Reinforcing pipe 6 installation: After the hammer-reinforced body 1 is formed, reinforcing pipe 6 is installed in the area below the hammer-reinforced body 1. Multiple reinforcing pipe 6 are installed along the transverse and vertical directions of the landslide body and are arranged in a cross pattern in space to form a grid-like distribution structure in the landslide body. S6, Anchor 7 construction: Anchor 7 is constructed in the landslide body, with the anchor 7 laid out in a direction perpendicular to the ground, one end of which extends into the underground stable stratum, and the other end located in the landslide body, and the anchor 7 is arranged in space in sequence corresponding to the hammered reinforcement body 1 and the reinforcement pipe 6. S7. Multi-layer slip surface reinforcement: Repeat steps S1 to S5 for one or more slip surfaces to form multiple hammer-reinforced bodies 1 at different depths. Combined with the reinforcement pipe 6 and the anchor rod 7, an overall landslide anti-slip structure is formed.

[0039] Specifically, the formation process of the hammer-reinforced body 1 includes key steps such as slip surface identification, diameter expansion disturbance, backfilling with crushed stone filler, hammer compaction and array layout. Each step works together to improve the shear resistance of the slip surface by modifying and reconstructing the soil structure near the slip surface, thereby achieving anti-slip reinforcement of the landslide. In step S1, a core drilling rig is used to drill and sample the landslide body. The drilling process reveals the geological structure and determines the location of the slip surface within the landslide body. The initial borehole diameter is 110–150 mm. Once the borehole reaches the slip surface location, it is enlarged at that location. Enlargement is performed within a height range of 0.5–1.0 m above and below the slip surface, resulting in a borehole diameter of approximately 300 mm. This creates the enlarged borehole 5 near the slip surface, providing space for the subsequent formation of the hammer-reinforced body 1. Meanwhile, the enlarged diameter treatment disturbs the sliding surface and its adjacent soil, causing local loosening of the original structure near the sliding surface. This facilitates the squeezing of crushed stone fill into the surrounding soil during subsequent hammering and expands the influence range of the hammered reinforcement 1. By setting the enlarged diameter borehole 5 at the sliding surface location, the influence range of the subsequent hammering action covers the area above and below the sliding surface, creating spatial conditions for disrupting the original continuity of the sliding surface and forming a reinforcement structure across the sliding surface, thus structurally weakening the basic conditions for the overall sliding of the landslide. In step S2, the crushed stone filler is selected as crushed stone or angular gravel with a mud content of no more than 5% and a particle size of no more than 5cm. By selecting crushed stone filler with low mud content and suitable particle size, the crushed stone can be fully rearranged and form a stable skeleton structure under the hammering action, thereby providing a material basis for forming the hammer-reinforced solid 1 with high density and high stability. In step S3, the hammering operation is carried out using a heavy hammer with a mass of approximately 120 kg and a drop height of approximately 1 m. During the hammering process, the crushed stone filler is added while hammering, so that the crushed stone filler gradually compacts under the hammering action and generates a radial compaction effect on the undisturbed soil around the borehole. When the cumulative settlement of the crushed stone filler is less than 10 cm, it is determined that it has reached the predetermined compaction requirement. Through the hammering action, a structurally stable hammer-reinforced body 1 is formed in the enlarged borehole 5 and its surrounding area. It not only has high compaction and bearing capacity, but also generates a compaction effect on the surrounding soil, providing structural support for subsequent sliding surface modification. If only crushed stone backfilling is carried out without hammering, the crushed stone filler is difficult to form an effective embedded relationship with the surrounding soil, and its effect on improving the shear strength of the sliding surface is limited, which is not conducive to forming a stable and reliable anti-sliding structure. In step S4, through the formation of the hammer-reinforced body 1, a reinforced zone is formed at the sliding surface, consisting of hammer-compacted crushed stone filler, compacted soil and its affected soil, which transforms the originally relatively flat and continuous sliding surface into a roughened sliding surface with obvious undulations, thereby disrupting the continuous sliding conditions of the sliding surface and increasing the friction and shear strength at the sliding surface. In step S5, the multiple hammer-damped reinforced bodies 1 are preferably arranged in a quincunx pattern within the landslide body, forming multiple interconnected stress-enhancing zones within the landslide body. This transforms local modification into overall modification, improving the overall shear strength and stability of the landslide body along the sliding surface. After the hammer-damped reinforced bodies 1 are formed, the reinforcing pipes 6 are constructed below them. The reinforcing pipes 6 are laid out along the transverse and vertical directions of the landslide body using directional drilling, forming a crisscross arrangement in space. This allows multiple reinforcing pipe components 6 to form a grid-like distribution structure within the landslide body. Through the cross-layout of the reinforcing pipe components 6, a structural support zone is formed below the hammer-reinforced body 1, thereby limiting the subsidence trend of the hammer-reinforced body 1 under long-term self-weight and landslide thrust, thus reducing the settlement of the hammer-reinforced body 1. The construction process of the reinforcing pipe components 6 only requires drilling in local locations and does not require large-scale excavation of the landslide body, making it suitable for landslide control scenarios where large-scale disturbance of the strata is not advisable. In step S6, after the reinforcement pipe 6 is installed, the anchor rod 7 is installed within the landslide body, with the anchor rod 7 installed vertically to the ground, its lower end extending into the stable underground stratum and its upper end located within the landslide body. By controlling the drilling position and length of the anchor rod 7, the anchor rod 7 is arranged spatially in sequence corresponding to the hammer-reinforced body 1 and the reinforcement pipe 6, and the middle section of the anchor rod 7 is adjacent to or in contact with the cross-connection node area of ​​the reinforcement pipe 6. Through the anchoring effect of the anchor rod 7 into the stable stratum, a downward constraint force is formed on the reinforcement pipe 6 and the stratum below it, thereby further limiting the sinking of the reinforcement pipe 6 under stress and indirectly inhibiting the overall settlement of the hammer-reinforced body 1. In step S7, when there is one or more sliding surfaces within the landslide body, steps S1 to S5 are repeated for sliding surfaces at different depths, so that each sliding surface location forms a hammer-reinforced body 1, and the reinforcing pipe 6 and the anchor rod 7 are sequentially arranged below it, thereby forming a layered and coordinated anti-sliding structure system inside the landslide body, consisting of the hammer-reinforced body 1, the reinforcing pipe 6, and the anchor rod 7, to improve the overall stability and adaptability of the landslide treatment structure under long-term working conditions.

[0040] The above description is only 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 protection scope of the present invention.

Claims

1. A landslide anti-sliding structure based on hammer-strengthened reinforcement, characterized in that, Including hammer-strengthened solids; The hammer-reinforced body is a composite structure formed by enlarging the borehole diameter and then performing hammer reinforcement within the enlarged borehole area. It includes a compacted gravel zone, a compacted soil zone, and an influencing soil zone. The compacted gravel zone is located within the enlarged borehole, the compacted soil zone surrounds the compacted gravel zone, and the influencing soil zone is located outside the compacted soil zone. The gravel zone, the compacted soil zone, and the influencing soil zone are formed sequentially in space by the hammer reinforcement process and together constitute a reinforcement structure for improving the internal shear resistance of the landslide body.

2. The landslide anti-sliding structure based on hammer-strengthened reinforcement according to claim 1, characterized in that, The shape of the compacted gravel zone matches the borehole wall morphology of the enlarged diameter borehole, and the edge of the compacted gravel zone extends toward the compacted soil zone and forms a consolidation effect with the surrounding soil, so that the compacted gravel zone, the compacted soil zone and the affected soil zone are spatially continuous and form an integral force-bearing structure, so as to realize the outward transmission of landslide thrust.

3. The landslide anti-sliding structure based on hammer-strengthened reinforcement according to claim 2, characterized in that, Multiple hammer-reinforced bodies are arranged at the same height, and can be arranged in one or more layers in the vertical direction.

4. The landslide anti-sliding structure based on hammer-strengthened reinforcement according to claim 3, characterized in that, The hammer-impacted solid has a spherical or nearly elliptical structure.

5. A landslide anti-sliding structure based on hammer-strengthened reinforcement according to claim 4, characterized in that, The landslide anti-sliding structure also includes reinforcing pipes, which are disposed in the area below the hammer-reinforced body. Multiple reinforcing pipes are arranged along the transverse and vertical directions of the landslide body and are intersected to form a grid-like distribution structure within the landslide body.

6. The landslide anti-sliding structure based on hammer-strengthened reinforcement according to claim 5, characterized in that, Multiple reinforcing pipes form a connection node at the spatial intersection, and the connection node is located at the bottom of the hammer-reinforced body.

7. A landslide anti-sliding structure based on hammer-strengthened reinforcement according to claim 6, characterized in that, The landslide anti-sliding structure also includes anchor bolts, which are installed at the lower part of the hammer-reinforced body. The anchor bolts are installed in a direction perpendicular to the ground and extend into the underground stable stratum.

8. A landslide anti-sliding structure based on hammer-strengthened reinforcement according to claim 7, characterized in that, The anchor bolt comprises an upper section, a middle section, and a lower section connected in sequence. The upper section is located within the landslide body and abuts against the hammered reinforced body. The middle section is located between the upper section and the lower section and abuts against the lower part of the reinforced pipe. The lower section extends into the ground and is installed in a stable underground stratum.

9. A landslide anti-sliding structure based on hammer-strengthened reinforcement according to claim 8, characterized in that, The middle section is located at the connection node of the reinforced pipe fitting.

10. A construction method for a landslide anti-sliding structure based on hammer-driven reinforcement as described in any one of claims 1-9, characterized in that, Includes the following steps: S1. Drilling and enlarging at the slip surface location: A core drilling machine is used to drill and sample the landslide body to form a borehole. When the drilling depth reaches the slip surface location of the landslide, the borehole is enlarged at the slip surface location to form an enlarged borehole within a predetermined height range above and below the slip surface. S2. Crushed stone backfill: Crushed stone backfill is added into the enlarged borehole. The crushed stone backfill is crushed stone or gravel with a mud content not exceeding a predetermined value and its particle size meets the requirements of hammer compaction. S3. Hammering reinforcement: The crushed stone backfill in the enlarged borehole is hammered, and the crushed stone backfill is added during the hammering process. The crushed stone backfill is gradually compacted under the hammering action and squeezes the soil around the borehole until the predetermined compaction requirement is met, thereby forming a hammer-reinforced body at the slip surface. S4. Formation of roughened slip surface: Through the formation of the hammer-reinforced body, the slip surface of the original landslide is locally damaged, and a reinforced area is formed at the slip surface. S5. Reinforcing pipe installation: After the hammer-reinforced body is formed, reinforcing pipes are installed in the area below the hammer-reinforced body. Multiple reinforcing pipes are installed along the transverse and vertical directions of the landslide body and are arranged in a crisscross pattern in space to form a grid-like distribution structure within the landslide body. S6. Anchor bolt construction: Anchor bolts are constructed within the landslide body, with the anchor bolts laid out in a direction perpendicular to the ground, one end extending into the underground stable stratum and the other end located within the landslide body, and the anchor bolts are arranged in spatial order corresponding to the hammered reinforced body and the reinforced pipe fittings. S7. Multi-layer slip surface reinforcement: Repeat steps S1 to S5 for one or more slip surfaces to form multiple hammer-reinforced bodies at different depths. Combined with the reinforcement pipes and anchor rods, an overall landslide anti-slip structure is formed.

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