Sliding surface fixed-point diameter-expanding bag type anti-shearing structure and construction method

Abstract

The invention relates to a sliding surface fixed-point diameter-expanding bag type anti-shearing structure and a construction method, and belongs to the technical field of landslide treatment. The device is arranged in a drill hole penetrating through a slip surface of a landslide mass, and the drill hole forms a diameter-expanding cavity in the slip surface and in an up-down preset range of the slip surface; the bag assembly is arranged in the expanding cavity in a matched mode, an air bag convex shield integrally formed with the bag assembly is arranged at the bottom of the bag assembly, and the air bag convex shield is embedded into the overdrilling section in a matched mode and tightly attached to the hole wall; the bag assembly at least comprises a flexible bag body layer and a curing enhancement layer from inside to outside; the curing enhancement layer is tightly attached to the inner wall of the expanding cavity through resin curing, and a rough interface embedded with the hole wall of the expanding cavity and surrounding rock cracks of the hole wall is formed on the outer surface of the curing enhancement layer; and the anti-skid solid core is filled and consolidated in the inner cavity of the flexible capsule layer. And the shear thrust of a landslide body is effectively resisted, so that the sliding of a sliding surface is hindered.

Description

Technical Field

[0001] This invention belongs to the field of landslide control technology, specifically relating to a fixed-point diameter-expanding bladder-type shear-resistant structure for slip surfaces and its construction method. Background Technology

[0002] Currently, landslide control projects mainly employ measures such as anti-slide retaining walls, anti-slide piles, and lattice anchor cables. While these technologies are relatively mature and have achieved good control results, they still have some shortcomings in terms of economic efficiency and emergency response.

[0003] Anti-slide retaining walls primarily rely on their own weight for resistance, requiring a large volume (especially for high retaining walls), resulting in high material consumption and costs. Water pressure behind the wall is the main load; failure of the drainage system (such as blocked drain holes) may cause the retaining wall to collapse or crack. In areas with high groundwater levels or strong seepage, additional filter layers and blind drains are necessary, increasing construction difficulty. Concrete or masonry retaining walls damage the natural landscape, making them less eco-friendly than measures such as lattice beams and vegetation slope protection. Tall retaining walls may affect surrounding land use or visual permeability.

[0004] The reinforcement mechanism of anti-slide piles relies on the bending and shear strength of the pile itself to resist the thrust of landslides. Construction requires drilling, concrete pouring, or installation of precast piles, resulting in high material and labor costs, especially under deep or complex geological conditions. Drilling holes in hard rock layers or fractured zones is difficult and requires specialized equipment (such as down-the-hole hammers and rotary drilling rigs). The construction period is long, making it less advantageous for emergency landslide control. Summary of the Invention

[0005] To address the aforementioned technical problems, this invention provides a sliding surface fixed-point diameter expansion bladder-type shear-resistant structure and its construction method.

[0006] To achieve the above objectives, the technical solution adopted by the present invention is as follows: A fixed-point diameter-expanding bladder-type shear-resistant structure is provided, which is installed in a borehole passing through the landslide surface. The borehole forms an enlarged cavity in the landslide surface and within a predetermined range above and below it. An over-drilling section is connected to the bottom of the enlarged cavity. The anti-slip structure includes: A pouch assembly adapted to be disposed within the expanded cavity and having an expanded state adapted to the shape of the expanded cavity; The bag assembly comprises, from the inside out, at least a flexible bag layer and a curing reinforcement layer; The bottom of the bag assembly is provided with an airbag protrusion shield integrally formed therewith, which is adapted to be embedded in the super drill section and fits tightly against the borehole wall. The cured and reinforced layer is bonded to the inner wall of the expanded diameter cavity by resin curing, and the outer surface of the cured and reinforced layer forms a rough interface that fits into the bore wall of the expanded diameter cavity and the surrounding rock fissures. An anti-slip solid core, which fills and is fixed in the internal cavity of the flexible capsule layer; The pouch assembly encloses the anti-slip solid core, forming a locally enlarged shear knot at the enlarged cavity.

[0007] Preferably, the flexible capsule layer is a closed capsule made of high-strength rubber or elastic polymer material; the curing reinforcement layer includes a glass fiber mat wrapped around the outside of the flexible capsule layer and a thermosetting resin impregnated in the glass fiber mat.

[0008] Preferably, the diameter of the airbag convex shield is smaller than the diameter of the enlarged cavity, and equal to or slightly larger than the diameter of the non-enlarged section of the borehole; the airbag convex shield is used to seal and stop water in the over-drilling section when the airbag assembly is inflated.

[0009] Preferably, the top of the bag assembly is provided with an airbag retractor, which is configured to be detachably connected to an external lowering tool; The top of the flexible capsule layer is in a ruptured state before the anti-slip solid core is filled, and the rupture forms an injection channel for the filling material.

[0010] Preferably, the anti-skid solid core is formed by injecting and solidifying concrete grout mixed with a quick-setting agent or an expanding agent; the anti-skid solid core transfers the expansion prestress to the surrounding rock around the enlarged cavity through the solidified reinforcing layer.

[0011] Preferably, the diameter of the enlarged cavity is 2.0 to 3.0 times the diameter of the non-enlarged section of the borehole; the length of the enlarged cavity along the borehole axis covers the sliding surface position and a range of 0.5 meters to 1.0 meters above and below it.

[0012] Preferably, for landslides with multiple slip surfaces, the boreholes form corresponding enlarged cavities at different depths of slip surface locations; The borehole contains multiple bag assemblies connected in series, or the bag assemblies are independently arranged in the enlarged cavities at different depths, forming a multi-node beaded anti-slip structure distributed along the borehole axis.

[0013] The present invention also provides a construction method for the aforementioned sliding surface fixed-point diameter expansion bladder-type shear-resistant structure, comprising the following steps: Step 1, Drilling and Positioning: Use a drilling rig to perform core drilling with casing to determine the depth and location of the potential slip surface; Step 2, Enlarging and Over-drilling: Mechanical enlarging is performed at the potential slip surface location to form an enlarged cavity, and over-drilling is performed below the bottom of the enlarged cavity to form an over-drilling section; Step 3, Bag Insertion: The folded bag assembly coated with resin mixture is sent into the borehole through the drill rod and airbag traction device until the bag body is located in the enlarged cavity and the bottom airbag shield enters the super-drilling section. Step 4, Inflation and Curing: Inflate the bladder assembly with compressed gas through the drill pipe, so that the bulge shield is tightly attached to the borehole wall of the over-drill section to stop water flow, and the bladder body expands to tightly attach to the borehole wall of the enlarged diameter cavity; maintain the air pressure until the surface resin mixture cures to form a hardened shell; Step 5, detachment and drilling: After the resin has cured, stop inflation, operate the drill rod to detach the airbag traction device from the airbag assembly and lift it up for recovery; then lower the drill bit again to drill through the top of the airbag assembly to form an injection port; Step 6, Grouting and Core Formation: Filling material is injected into the internal cavity of the bag assembly through the injection port. After the filling material solidifies, an anti-slip solid core is formed.

[0014] Preferably, in step three, before the bag assembly is inserted, the glass fiber felt cloth coated with resin mixture on both sides needs to be folded and wrapped around the surface of the flexible bag layer, and fixed with anti-loosening straps.

[0015] Preferably, in step four, the compressed gas is hot air with a temperature in the range of 50°C to 80°C, which is used to accelerate the curing and cross-linking of the resin mixture, and the curing time is controlled within 2 to 4 hours.

[0016] This invention provides a sliding surface fixed-point diameter expansion bladder-type shear-resistant structure and its construction method. The beneficial effects of this invention are as follows: Shear-resistant nodules form a geometric abrupt structure similar to a pin at the sliding surface. By utilizing their enlarged cross-section and rough interface that is tightly embedded with the surrounding rock, they effectively resist the shear thrust of the landslide body, thereby hindering the sliding of the sliding surface. Attached Figure Description

[0017] Figure 1 This is one of the main views of the sliding surface fixed-point diameter expansion bladder-type shear-resistant structure proposed in this invention; Figure 2 This is the second front view of the sliding surface fixed-point diameter expansion bladder-type shear-resistant structure proposed in this invention; Figure 3 This is a cross-sectional view of the sliding surface fixed-point diameter expansion bladder-type shear-resistant structure proposed in this invention; Figure 4 This is a schematic diagram of the airbag traction device in the sliding surface fixed-point expanded diameter bladder-type shear-resistant structure proposed in this invention. Figure 5 This is one of the assembly schematic diagrams of the sliding surface fixed-point diameter expansion bladder-type shear-resistant structure proposed in this invention; Figure 6 This is the second assembly schematic diagram of the sliding surface fixed-point diameter expansion bladder-type shear-resistant structure proposed in this invention; Figure 7 This is a schematic diagram illustrating the construction steps of the sliding surface fixed-point diameter expansion bladder-type shear-resistant structure proposed in this invention.

[0018] Explanation of reference numerals in the attached figures: 1. Drilling; 2. Enlarged cavity; 3. Flexible bladder layer; 4. Curing and reinforcing layer; 5. Anti-slip solid core; 6. Grouting conduit; 7. Over-drilling section; 8. Airbag convex shield; 9. Airbag traction device; 901. Casing; 902. Inflation needle; 903. Inflation tube. Detailed Implementation

[0019] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0020] Please see Figures 1-7 As shown, the specific embodiments provided by the present invention are as follows: like Figures 1 to 4 As shown, a fixed-point diameter-expanding bladder-type shear-resistant structure for sliding surfaces is used in landslide control projects. The structure is installed in a borehole 1 that passes through the sliding surface of the landslide body.

[0021] Specifically, in order to construct the anti-slip structure, firstly, an enlarged diameter cavity 2 is formed in the borehole 1 at the position corresponding to the sliding surface and its upper and lower preset ranges by means of mechanical enlargement; at the same time, drilling continues downward at the bottom of the enlarged diameter cavity 2 to form a connected super-drill section 7, which is used for auxiliary positioning and water stop.

[0022] Specifically, the main body of the anti-slip structure includes a pouch assembly and an anti-slip solid core 5. The pouch assembly is adapted to be disposed within the aforementioned expanded cavity 2 and has a flexible feature that can change with pressure, so that in its final state it presents an expanded state that adapts to the shape of the expanded cavity 2, thereby filling the entire expanded space.

[0023] The bag assembly comprises at least two layers from the inside out: an inner flexible bag layer 3 and an outer cured and reinforced layer 4. The flexible bag layer 3 primarily provides a sealed expansion chamber during inflation or grouting; while the outer cured and reinforced layer 4 forms a hardened shell with a certain strength and rigidity through the curing reaction of the resin material. Under the action of expansion pressure, the cured and reinforced layer 4 adheres tightly to the inner wall of the expanded diameter cavity 2, and its outer surface naturally forms a rough interface during the molding process that interlocks with the bore wall of the expanded diameter cavity 2 and the surrounding rock fissures. This interlocking effect significantly increases the friction and mechanical interlocking force between the anti-slip structure and the surrounding rock and soil.

[0024] Furthermore, to ensure the positioning of the bag assembly within borehole 1 and to prevent grout or air leakage from the lower part, the bottom of the bag assembly is provided with an integrally formed airbag shield 8. This airbag shield 8 is fitted and embedded within the super-drill section 7. During construction, the airbag shield 8 fits tightly against the borehole wall of the super-drill section 7, forming an effective bottom seal.

[0025] The anti-slip solid core 5 is a solid structure filled and solidified within the internal cavity of the flexible bladder layer 3, and is made of solidified concrete or cement mortar. Ultimately, the bladder assembly encloses the internal anti-slip solid core 5, together forming a locally enlarged shear-resistant nodule at the location of the enlarged cavity 2. This shear-resistant nodule spans the sliding surface, effectively resisting shear deformation of the landslide body through its enlarged cross-sectional dimensions and tight fit with the borehole wall.

[0026] In a preferred embodiment, the flexible capsule layer 3 is made of high-strength rubber or elastic polymer material with elongation and tear resistance. This allows the capsule to be constructed as an airtight and watertight sealed capsule structure, capable of withstanding the pressure of the internal filling medium (such as gas, liquid, or slurry) and undergoing elastic deformation. This allows it to adapt to the deformation requirements from a small borehole diameter 1 to a large enlarged cavity diameter 2, while ensuring stable internal pressure and preventing medium leakage.

[0027] A curing reinforcement layer 4 is wrapped around the flexible capsule layer 3. This curing reinforcement layer 4 is made of fiberglass cloth impregnated with uncured thermosetting resin. In the initial state before the capsule assembly is inserted into the borehole 1, the fiberglass cloth contracts, folds, or rolls with the flexible capsule layer 3 to facilitate passage through the narrow borehole 1. When the capsule assembly is in place and expands under pressure, the resin-impregnated fiberglass cloth unfolds and adheres tightly to the borehole wall of the enlarged cavity 2. The thermosetting resin then undergoes a curing reaction, utilizing the adhesive force and stiffness of the cured resin to transform the fiberglass cloth from a flexible state to a rigid state, thereby forming a hard composite material shell outside the flexible capsule layer 3, which resists the surrounding rock pressure and prevents the enlarged cavity 2 from collapsing.

[0028] In a preferred embodiment, the diameter of the airbag shield 8 is smaller than the diameter of the enlargement cavity 2, and equal to or slightly larger than the diameter of the non-enlargement section of borehole 1 (i.e., the diameter of the conventional borehole 1 or the over-drilling section 7). When the airbag assembly is in place, the airbag shield 8 is precisely located within the over-drilling section 7 at the bottom of borehole 1. During the inflation and expansion of the airbag assembly, the airbag shield 8 expands radially, utilizing the interference or tight fit effect created by its dimensional design to form a high-pressure, dense contact with the borehole wall of the over-drilling section 7. This fit effectively seals the over-drilling section 7, preventing groundwater from flowing from the bottom of the borehole into the upper enlargement working area, thus acting as a water-stopping and wall-protecting mechanism. Furthermore, this sealing structure also provides a bottom positioning fulcrum for the airbag assembly, preventing displacement during subsequent construction.

[0029] like Figure 4 As shown, in a preferred embodiment, the top of the airbag assembly is provided with an airbag puller 9 (or a connection interface that mates with the airbag puller 9), which is configured to establish a detachable connection with an external lowering tool (such as a drill rod or a dedicated lowering rod). This connection structure ensures that, in the initial stage of construction, the airbag assembly can be securely connected to the lowering tool and inserted into the predetermined depth in the hole; and after the airbag expands, solidifies, and positions itself, the connection can be easily unlocked or detached to retrieve the lowering tool.

[0030] Regarding the construction of the inlet path for the filling material, the top of the flexible bladder layer 3 exhibits a ruptured state before the anti-slip solid core 5 is filled. Specifically, this rupture is a physical opening formed by penetrating the top of the bladder through a mechanical drilling tool after the bladder assembly has completed expansion and shell solidification. This rupture directly connects the internal chamber of the bladder with the external space, thus forming an injection channel for the filling material (such as concrete grout), ensuring that the grout can be injected unimpeded and fill the entire bladder assembly.

[0031] In a preferred embodiment, the pouch assembly is provided with an inflation band, which serves as an interface component connecting the internal chamber of the pouch to an external air source, and is located at an easily accessible position on the top or side wall of the pouch assembly.

[0032] The airbag retractor 9, used in conjunction with the airbag retractor, mainly consists of three parts: a sleeve 901, an inflation needle 902, and an inflation tube 903. Specifically, the inflation needle 902 is constructed with a tapered or elongated tip, allowing it to be inserted into the inflation band of the airbag assembly to establish a sealed air passage connection. One end of the inflation tube 903 is connected to the tail of the inflation needle 902, and the other end is connected to an external gas compression device (such as an air compressor) to deliver compressed air or hot air. The sleeve 901 is fitted over the inflation needle 902 or the inflation tube 903, and one end can be connected to the drill pipe to drive the entire airbag retractor 9 and the airbag assembly connected to it to move up and down within the borehole 1. During the construction preparation stage, the assembly and air passage connection of the two are completed by inserting the inflation needle 902 of the airbag retractor 9 into the inflation band of the airbag assembly.

[0033] In a preferred embodiment, the anti-slip solid core 5 may be formed by injecting and solidifying concrete grout containing admixtures (i.e., quick-setting agents or expanding agents).

[0034] When a quick-setting agent is added, the initial and final setting times of the concrete slurry can be significantly shortened, allowing it to quickly gain strength after pouring, thus meeting the urgent need for rapid effectiveness of the support structure in landslide emergency treatment.

[0035] When an expansive agent (such as UEA expansive agent) is added, the concrete slurry will exhibit a micro-expansion effect during the solidification and hardening process. Since the anti-slip solid core 5 is encased within the solidified and rigid reinforced layer 4, its volume expansion is constrained by the surrounding rock and the reinforced layer 4, thus generating strong expansion pressure internally. This pressure is transmitted radially to the surrounding rock around the enlarged cavity 2 through the reinforced layer 4 as a transmission medium.

[0036] This process enables the anti-slip structure to apply active expansion prestress to the surrounding rock, which not only compensates for the interface voids that may be caused by the solidification shrinkage of traditional concrete, but also increases the radial normal stress of the two-hole wall of the expanded diameter cavity, thereby further improving the frictional resistance of the contact interface.

[0037] In a preferred embodiment, the anti-slip structure is further equipped with a grouting conduit 6. This grouting conduit 6 serves as the main material conveying channel, and its lower end can be inserted into an opening on the bag assembly for filling with filling material.

[0038] In a preferred embodiment, the diameter of the enlarged cavity 2 is 2.0 to 3.0 times the diameter of the non-enlarged section of the borehole 1. For example, in actual engineering, when the diameter of the sampling borehole 1 is 110 mm to 150 mm, the diameter after enlargement is set to approximately 300 mm. This structure allows the anti-slip structure to resist landslides not only by relying on side friction but also by utilizing the end bearing resistance generated by the enlarged section to resist landslide thrust.

[0039] Simultaneously, the enlarged cavity 2, along the axial length of borehole 1, covers the sliding surface location and a range of 0.5 to 1.0 meters above and below it. By extending sufficient enlargement length above and below the sliding surface, it ensures that the formed shear-resistant nodule can completely cross the potential shear deformation zone (slip zone), placing the reinforcing core of the anti-slip structure in the area of ​​highest shear force concentration. This effectively prevents the sliding surface from creeping or shearing around the anti-slip structure, thereby ensuring effective interception of landslide movement.

[0040] In a preferred embodiment, the borehole 1 has multiple enlarged cavities 2 formed in the longitudinal extension direction for different depths of the sliding surface.

[0041] It can be implemented in two ways: series or independent. One way is to install it in series, in which multiple bag assemblies are connected in series within the borehole 1 through connectors or a shared grouting pipeline to form a continuous string of bags, which is convenient for sending them into the deep hole at once. The other way is to install it independently, in which the bag assemblies are independently installed in the expansion cavities 2 at different depths, so as to fill and reinforce specific weak layers one by one.

[0042] Regardless of the form used, the device constructs a multi-node beaded anti-slide structure distributed along the axial direction of borehole 1 inside borehole 1. Compared with traditional full-length and equal-diameter anti-slide piles, by establishing nodes with high shear strength at multiple sliding surface depths, it forms a multi-point anchoring and multi-level anti-slide mechanism, which synergistically resists the shear deformation of multiple sliding surfaces and improves the overall stability of landslide control.

[0043] like Figures 5 to 7 As shown, the second embodiment of the present invention provides a construction method for a sliding surface fixed-point diameter-expanding bladder-type shear-resistant structure. This method is based on the above-mentioned anti-slip structure and is implemented on-site, specifically including the following steps: The first step is drilling and positioning. Construction workers use a core drilling rig combined with casing drilling to drill into the landslide area. During drilling, casing 901 is used to protect the wall and prevent the loose soil from collapsing. Simultaneously, soil and rock samples are taken for analysis to determine the specific depth of potential sliding surfaces (or weak interlayers). When the drilling reaches the predetermined depth, depth marks are made on the drill rod for reference in subsequent procedures.

[0044] The next step is step two: reaming and over-drilling. The drill bit is replaced with a reaming drill bit, and mechanical reaming is performed at the potential slip surface location and within a predetermined range above and below it (usually 0.5m to 1.0m above and below the slip surface), forming an reamed cavity 2 with a diameter significantly larger than the original borehole 1 (the reamed diameter is typically around 300mm). After reaming, over-drilling continues below the bottom of the reamed cavity 2, forming an over-drilled section 7 with a depth of approximately 0.5m. The drill is then lifted, and the water inside the borehole is pumped out. Simultaneously, the casing 901 is advanced to the top of the reamed cavity 2 to act as a water barrier and prevent the upper borehole wall from collapsing.

[0045] Next, proceed to step three: airbag insertion. During the ground preparation phase, first, fold and wrap a fiberglass mat coated with a resin mixture on both sides according to the airbag size, ensuring even resin impregnation by applying a coating after each fold. Secure it to the surface of the uninflated flexible airbag layer 3 using anti-detachment straps. Then, connect the airbag assembly using the airbag puller 9, specifically by inserting the inflation needle 902 of the airbag puller 9 into the inflation band of the airbag assembly to establish a connection. After connection, connect the drill rod to the airbag puller 9, and use the drill rod to insert the airbag assembly into the borehole 1 until the airbag body is accurately positioned within the enlarged cavity 2, and the bottom airbag shield 8 smoothly enters the super-drill section 7.

[0046] After positioning, proceed to step four: inflation and curing. Compressed gas is injected into the bladder assembly through the inflation pipe 903 of the drill pipe and airbag traction device 9. It is recommended to first perform pre-inflation (pressure < 0.02 MPa) to initially expand the bladder and check the connection; then perform formal inflation (pressure 0.02–0.15 MPa). At this time, the bottom airbag shield 8 adheres tightly to the borehole wall of the over-drill section 7 under the action of air pressure, playing a crucial role in bottom water sealing and guiding anchoring; simultaneously, the expansion of the bladder body causes the surface fiberglass felt to adhere tightly to the borehole wall of the enlarged cavity 2. To accelerate curing, it is preferable to inject hot air at a temperature of 50–80°C, maintaining the air pressure until the surface resin mixture undergoes a cross-linking reaction, curing to form a hardened shell with a certain strength. This shell can effectively resist the surrounding pressure of the enlarged cavity 2 and prevent borehole collapse.

[0047] Step 5: Detachment and Drilling. After confirming that the resin has completely cured, stop inflation. At this point, the bladder assembly has firmly bonded to the borehole wall through the cured resin shell. Raise the drill rod upwards, using mechanical force to detach the air needle of the airbag traction device 9 from the inflation band of the bladder assembly, and then retrieve the airbag traction device 9 and the drill rod to the ground. Then, lower the ordinary drill bit again, aiming at the top of the bladder assembly, and drill through the top of the bladder, stopping immediately afterward. The physical opening created by this drilling will serve as the subsequent injection port.

[0048] Finally, proceed to step six: grouting and core formation. Filling material, typically concrete grout with added quick-setting agents, is injected into the internal cavity of the bag assembly through the aforementioned injection port. After the filling material fills the cavity and solidifies, a dumbbell-shaped anti-slip solid core 5, thin at both ends and thick in the middle, is formed within the enlarged cavity 2. Once the filling material has completely solidified, the upper protective sleeve 901 can be removed, completing the construction of a single anti-slip structure. Repeating the above steps at designed intervals (e.g., 1-2m), arranging multiple such structures in a quincunx or rectangular pattern, will form an anti-slip pile group.

[0049] Although embodiments of the invention have been shown and described, it will be understood by those skilled in the art that various changes, modifications, substitutions and variations can be made to these embodiments without departing from the principles and spirit of the invention, the scope of which is defined by the appended claims and their equivalents.

Claims

1. A fixed-point diameter-expanding bladder-type shear-resistant structure for sliding surfaces, installed within a borehole penetrating the sliding surface of a landslide, characterized in that, The borehole forms an enlarged cavity on the sliding surface and within a predetermined range above and below it, and an over-drilling section is connected to the bottom of the enlarged cavity. The anti-slip structure includes: A pouch assembly adapted to be disposed within the expanded cavity and having an expanded state adapted to the shape of the expanded cavity; The bag assembly comprises, from the inside out, at least a flexible bag layer and a curing reinforcement layer; The bottom of the bag assembly is provided with an airbag protrusion shield integrally formed therewith, which is adapted to be embedded in the super drill section and fits tightly against the borehole wall. The cured and reinforced layer is bonded to the inner wall of the expanded diameter cavity by resin curing, and the outer surface of the cured and reinforced layer forms a rough interface that fits into the bore wall of the expanded diameter cavity and the surrounding rock fissures. An anti-slip solid core, which fills and is fixed in the internal cavity of the flexible capsule layer; The pouch assembly encloses the anti-slip solid core, forming a locally enlarged shear knot at the enlarged cavity.

2. The sliding surface fixed-point diameter-expanding bladder-type shear-resistant structure according to claim 1, characterized in that, The flexible capsule layer is a closed capsule made of high-strength rubber or elastic polymer material; the curing reinforcement layer includes a glass fiber mat wrapped around the outside of the flexible capsule layer and a thermosetting resin impregnated in the glass fiber mat.

3. The sliding surface fixed-point diameter expansion bladder-type shear-resistant structure according to claim 2, characterized in that, The diameter of the airbag convex shield is smaller than the diameter of the enlarged cavity, and equal to or slightly larger than the diameter of the non-enlarged section of the borehole; the airbag convex shield is used to seal and stop water in the over-drilling section when the airbag assembly is inflated.

4. The sliding surface fixed-point diameter-expanding bladder-type shear-resistant structure according to claim 1, characterized in that, The top of the bag assembly is provided with an airbag retractor, which is configured to be detachably connected to an external lowering tool. The top of the flexible capsule layer is in a ruptured state before the anti-slip solid core is filled, and the rupture forms an injection channel for the filling material.

5. The sliding surface fixed-point diameter-expanding bladder-type shear-resistant structure according to claim 1, characterized in that, The anti-skid solid core is formed by injecting and solidifying concrete grout mixed with quick-setting agent or expansion agent; the anti-skid solid core transfers the expansion prestress to the surrounding rock around the enlarged cavity through the solidified reinforcement layer.

6. The sliding surface fixed-point diameter-expanding bladder-type shear-resistant structure according to claim 1, characterized in that, The diameter of the enlarged cavity is 2.0 to 3.0 times the diameter of the non-enlarged section of the borehole; the length of the enlarged cavity along the borehole axis covers the sliding surface position and a range of 0.5 meters to 1.0 meters above and below it.

7. The sliding surface fixed-point diameter-expanding bladder-type shear-resistant structure according to claim 1, characterized in that, For landslides with multiple sliding surfaces, the boreholes form corresponding enlarged cavities at different depths of the sliding surfaces; The borehole contains multiple bag assemblies connected in series, or the bag assemblies are independently arranged in the enlarged cavities at different depths, forming a multi-node beaded anti-slip structure distributed along the borehole axis.

8. A construction method for a sliding surface fixed-point diameter-expanding bladder-type shear-resistant structure as described in any one of claims 1 to 7, characterized in that, Includes the following steps: Step 1, Drilling and Positioning: Use a drilling rig to perform core drilling with casing to determine the depth and location of the potential slip surface; Step 2, Enlarging and Over-drilling: Mechanical enlarging is performed at the potential slip surface location to form an enlarged cavity, and over-drilling is performed below the bottom of the enlarged cavity to form an over-drilling section; Step 3, Bag Insertion: The folded bag assembly coated with resin mixture is sent into the borehole through the drill rod and airbag traction device until the bag body is located in the enlarged cavity and the bottom airbag shield enters the super-drilling section. Step 4, Inflation and Curing: Inflate the bladder assembly with compressed gas through the drill pipe, so that the bulge shield is tightly attached to the borehole wall of the over-drill section to stop water flow, and the bladder body expands to tightly attach to the borehole wall of the enlarged diameter cavity; maintain the air pressure until the surface resin mixture cures to form a hardened shell; Step 5, detachment and drilling: After the resin has cured, stop inflation, operate the drill rod to detach the airbag traction device from the airbag assembly and lift it up for recovery; then lower the drill bit again to drill through the top of the airbag assembly to form an injection port; Step 6, Grouting and Core Formation: Filling material is injected into the internal cavity of the bag assembly through the injection port. After the filling material solidifies, an anti-slip solid core is formed.

9. The construction method of the sliding surface fixed-point diameter expansion bladder-type shear-resistant structure according to claim 8, characterized in that, In step three, before the bag assembly is inserted, the glass fiber felt cloth coated with resin mixture on both sides needs to be folded and wrapped around the surface of the flexible bag layer, and then secured with anti-loosening straps.

10. The construction method of the sliding surface fixed-point diameter expansion bladder-type shear-resistant structure according to claim 8, characterized in that, In step four, the compressed gas is hot air with a temperature range of 50°C to 80°C. The hot air is used to accelerate the curing and cross-linking of the resin mixture, and the curing time is controlled within 2 to 4 hours.

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