Rock slope anchoring system and construction method

Abstract

The present application relates to the technical field of rock slope engineering, and provides a rock slope anchoring system and a construction method, the system comprising a plurality of adaptive deformation connecting structures and a plurality of anchoring structures corresponding one by one, the plurality of adaptive deformation connecting structures being arranged at intervals on the slope surface; two adjacent adaptive deformation connecting structures being connected through a connecting beam, the anchoring structure being arranged in an anchoring hole; one end of the anchoring structure being anchored at the bottom of the anchoring hole, and the other end being exposed and connected with the corresponding adaptive deformation connecting structure; the part of the anchoring structure in the anchoring hole having a pressure-relief section, which can absorb rock mass displacement through axial deformation, so as to avoid the anchoring structure from being broken due to tensile stress exceeding the limit; the adaptive deformation connecting structure and the connecting beam being connected in sliding fit, so that the adaptive deformation connecting structure can displace along the slope surface relative to the connecting beam, and the local pressure-relief capacity in a single anchoring hole is transmitted to the entire slope surface, thereby improving the long-term stability of the rock slope in complex environments such as heat and humidity.

Description

Technical Field

[0001] This invention relates to the field of rock slope engineering technology, and in particular to a rock slope anchoring system and construction method. Background Technology

[0002] The stability of rock slopes is a long-standing key technical issue in the construction of water conservancy projects, highway projects, and mining operations. In hot and humid climates, the stability of rock slopes faces even more severe challenges. Specifically, frequent wet-dry cycles (alternating heavy rain and intense sunlight) exert tremendous destructive force on rocks. Water seeps into structural surfaces (such as joints and faults), softens these surfaces, or reacts chemically with substances within them, forming low-strength muddy interlayers, which in turn cause the slope to slide along these surfaces. Simultaneously, large diurnal temperature variations easily induce repeated stress changes within the rock mass, further exacerbating the slope's deterioration process.

[0003] Currently, rigid support structures such as anchor bolts (cables) and frame beams are used to reinforce rock slopes. However, for rock slopes in hot and humid climates, this support method has the following drawbacks: when the deformation of the rock mass exceeds the ultimate elongation of the anchor bolts (cables), the anchor body is easily broken due to the lack of effective deformation yielding function, causing the support structure to fail instantly and leading to slope instability and failure. At the same time, traditional anchoring mortar has insufficient durability. In hot and humid environments, rock slopes are affected by frequent wet and dry cycles, loads, and temperature stresses. Under the tensile force of the rock mass, the anchoring mortar gradually develops microcracks, forming erosion channels for water and air to the anchor body, threatening the stability and safety of the rock slope.

[0004] To address the aforementioned issues, existing technologies employ yielding anchor bolts as an improvement solution. However, their yielding effect is limited to the local area of ​​the anchoring point and cannot extend the deformation coordination capability to the entire slope surface, making it difficult to achieve a coordinated yielding effect for the entire slope. Summary of the Invention

[0005] This invention provides a rock slope anchoring system and construction method to solve the defect of existing pressure-yielding anchors that are difficult to achieve overall coordinated pressure yielding on the slope.

[0006] This invention provides a rock slope anchoring system, comprising: Multiple adaptive deformation connection structures, wherein the multiple adaptive deformation connection structures are adapted to be arranged at intervals on the slope surface of a rock slope; Multiple connecting beams are provided, and two adjacent adaptive deformation connecting structures are connected through the connecting beams. The adaptive deformation connecting structures are slidably engaged with the connecting beams to allow the adaptive deformation connecting structures to move relative to the connecting beams. Multiple anchoring structures are provided, one-to-one with multiple adaptive deformation connection structures. The anchoring structures are adapted to be inserted into the anchoring holes of the rock slope. One end of the anchoring structure is anchored to the bottom of the anchoring hole, and the other end protrudes from the anchoring hole and is connected to the corresponding adaptive deformation connection structure. The portion of the anchoring structure located in the anchoring hole has a pressure relief section that can deform along its axial direction.

[0007] According to the present invention, a rock slope anchoring system is provided, wherein the anchoring structure includes a fixed rod, a pressure-relief composite, and an anchoring part, wherein the fixed rod, the pressure-relief composite, and the anchoring part are connected in sequence; the fixed rod is adapted to be anchored to the bottom of the anchoring hole; the pressure-relief composite constitutes the pressure-relief section, wherein the pressure-relief composite includes metal bodies and rubber bodies arranged alternately in layers along the extension direction of the fixed rod; the anchoring part is exposed in the anchoring hole and connected to the corresponding adaptive deformation connection structure.

[0008] According to the rock slope anchoring system provided by the present invention, the anchoring structure further includes a self-healing mortar body, which fills the space between the wall of the anchoring hole and the anchoring structure. The self-healing mortar includes an anchoring mortar matrix and multiple self-healing capsules incorporated within the anchoring mortar matrix.

[0009] According to the present invention, a rock slope anchoring system is provided, wherein the self-healing capsule comprises a microbial remediation agent and a shell enclosing the microbial remediation agent; The shell comprises an outer water-resistant and airtight thin shell and an inner nutrient substrate shell, wherein the nutrient substrate shell encapsulates the microbial remediation agent. When a crack in the anchoring mortar matrix extends to the self-healing capsule and causes the shell to fracture under stress, the microbial repair agent is activated to repair the crack.

[0010] According to the rock slope anchoring system provided by the present invention, both the metal body and the rubber body are ring-shaped.

[0011] According to a rock slope anchoring system provided by the present invention, the pressure-relief composite further includes a sliding sleeve, which is sleeved on the outside of the metal body and the rubber body.

[0012] According to the present invention, a rock slope anchoring system is provided, wherein the adaptive deformation connection structure comprises: A connecting body is provided with a plurality of connecting parts on its periphery, and each connecting part is provided with an installation cavity extending along the plane of the slope, and the end of the installation cavity away from the connecting body has an opening; Multiple adaptive deformers are disposed in a corresponding manner in a plurality of mounting cavities, and the end of the connecting beam is connected to a corresponding adaptive deformer; the adaptive deformers are configured to slide along the mounting cavity to provide displacement between the adaptive deformable connection structure and the connecting beam.

[0013] According to the present invention, a rock slope anchoring system includes an adaptive deformer comprising: The connecting rod is slidably disposed within the mounting cavity; At least one elastic element is disposed within the mounting cavity, the elastic element being confined between the bottom surface of the mounting cavity and the connecting rod; the end of the connecting beam is connected to the connecting rod.

[0014] According to the rock slope anchoring system provided by the present invention, the connecting body is provided with four connecting parts, and the four connecting parts are arranged in a cross shape on the slope surface.

[0015] A rock slope anchoring system according to the present invention further includes a planting soil layer and a water control layer; The planting soil layer is laid on the slope surface of the rock slope, and the planting soil layer fills the area enclosed by the adjacent connecting beam and the adaptive deformation connection structure; The water-controlling layer covers the surface of the planting soil layer.

[0016] The present invention also provides a construction method for a rock slope anchoring system, used for constructing the rock slope anchoring system as described in any one of the above claims, the method comprising: Multiple anchoring holes are drilled on the surface of the rock slope; the anchoring structure with a pressure relief section is inserted into the anchoring hole, and one end of the anchoring structure is anchored to the bottom of the anchoring hole, so that the other end of the anchoring structure is exposed in the anchoring hole. Multiple adaptive deformation connection structures are respectively connected to the other end of the exposed anchor holes of multiple anchor structures; both ends of the connecting beam are respectively connected to two adjacent adaptive deformation connection structures, and the adaptive deformation connection structures slide with the connecting beam.

[0017] The rock slope anchoring system provided by this invention, by setting an anchoring structure within the anchoring hole, and the anchoring structure having a pressure-relief section that can deform axially, allows the pressure-relief section to absorb rock mass displacement through axial deformation when the rock mass is affected by wet-dry cycles and temperature differences, preventing the anchoring structure from breaking due to excessive tensile stress. Simultaneously, by arranging multiple adaptive deformation connection structures at intervals on the slope surface, adjacent adaptive deformation connection structures are connected by connecting beams, and the adaptive deformation connection structures and connecting beams are connected by a sliding fit. This allows the adaptive deformation connection structures to undergo a certain displacement relative to the connecting beams along the slope direction, thereby transferring the local pressure-relief capacity within a single anchoring hole to the entire slope surface. Thus, the axial pressure relief within the hole and the sliding fit structure on the slope surface jointly construct a three-dimensional flexible support network, achieving coordinated pressure relief and stress distribution in slope support, and improving the long-term stability of rock slopes in complex environments such as humid and hot conditions. Attached Figure Description

[0018] To more clearly illustrate the technical solutions in this invention or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are some embodiments of this invention. For those skilled in the art, other drawings can be obtained from these drawings without creative effort.

[0019] Figure 1 This is a schematic diagram of the rock slope anchoring system provided by the present invention.

[0020] Figure 2 This is a schematic diagram of the connecting beam provided by the present invention.

[0021] Figure 3 This is a schematic diagram of the adaptive deformation connection structure provided by the present invention.

[0022] Figure 4 This is a cross-sectional view of the adaptive deformation connection structure provided by the present invention.

[0023] Figure 5 This is a schematic diagram of the installation of the rock slope anchoring system provided by the present invention.

[0024] Figure 6 This is a schematic diagram of the structure of the self-healing capsule provided by the present invention.

[0025] Figure 7 This is a schematic diagram of the anchoring structure provided by the present invention.

[0026] Figure 8 This is a partial schematic diagram of the anchoring structure provided by the present invention.

[0027] Figure label: 1. Rock slope; 2. Connecting beam; 21. Fixing hook; 3. Adaptive deformation connection structure; 31. Connection part; 311. Mounting cavity; 312. Slide groove; 313. Anchoring through hole; 32. Adaptive deformer; 321. Fixed end; 322. Elastic element; 323. Connecting rod; 324. Slider; 325. Fixing hook groove; 33. Conical anchor nut; 331. Sealing rubber; 4. Anchoring structure; 41. Self-healing mortar body; 411. Anchoring mortar matrix; 412. Self-healing capsule; 413. Nutrient substrate shell; 414. Microbial repair agent; 415. Water-resistant sealed thin shell; 42. Pressure-relief composite; 44. Anchoring part; 421. Metal body; 422. Rubber body; 423. Sliding sleeve; 43. Fixing rod body; 5. Planting soil layer; 6. Water control layer. Detailed Implementation

[0028] To make the objectives, technical solutions, and advantages of this invention clearer, the technical solutions of this invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some, not all, of the embodiments of this invention. All other embodiments obtained by those skilled in the art based on the embodiments of this invention without creative effort are within the scope of protection of this invention.

[0029] In the description of the embodiments of the present invention, it should be noted that the terms "center," "longitudinal," "lateral," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," and "outer," etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are only for the convenience of describing the embodiments of the present invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on the embodiments of the present invention. In addition, the terms "first," "second," and "third" are used for descriptive purposes only and should not be construed as indicating or implying relative importance.

[0030] In the description of the embodiments of the present invention, it should be noted that, unless otherwise explicitly specified and limited, the terms "connected" and "linked" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium. Those skilled in the art can understand the specific meaning of the above terms in the embodiments of the present invention based on the specific circumstances.

[0031] In embodiments of the present invention, unless otherwise explicitly specified and limited, "above" or "below" the second feature can mean that the first feature is in direct contact with the second feature, or that the first feature is in indirect contact with the second feature through an intermediate medium. Furthermore, "above," "on top of," and "over" the second feature can mean that the first feature is directly above or diagonally above the second feature, or simply that the first feature is at a higher horizontal level than the second feature. "Below," "below," and "under" the second feature can mean that the first feature is directly below or diagonally below the second feature, or simply that the first feature is at a lower horizontal level than the second feature.

[0032] In the description of this specification, the references to terms such as "one embodiment," "some embodiments," "example," "specific example," or "some examples," etc., refer to specific features, structures, materials, or characteristics described in connection with that embodiment or example, which are included in at least one embodiment or example of the present invention. In this specification, the illustrative expressions of the above terms do not necessarily refer to the same embodiment or example. Furthermore, the specific features, structures, materials, or characteristics described may be combined in any suitable manner in one or more embodiments or examples. Moreover, without contradiction, those skilled in the art can combine and integrate the different embodiments or examples described in this specification, as well as the features of different embodiments or examples.

[0033] The following is combined with Figures 1-8 This invention describes the rock slope anchoring system and construction method.

[0034] An embodiment of the first aspect of the present invention provides a rock slope anchoring system, such as Figure 1 As shown, the system includes multiple adaptive deformation connection structures 3, multiple connecting beams 2, and multiple anchoring structures 4.

[0035] Among them, multiple adaptive deformation connection structures 3 are suitable for being arranged at intervals on the slope surface of the rock slope 1; two adjacent adaptive deformation connection structures 3 are connected by a connecting beam 2, and the adaptive deformation connection structure 3 and the connecting beam 2 are in sliding fit to allow the adaptive deformation connection structure 3 to move relative to the connecting beam 2; multiple anchoring structures 4 are set one-to-one with multiple adaptive deformation connection structures 3, and the anchoring structures 4 are suitable for being inserted into the anchoring holes of the rock slope 1; one end of the anchoring structure 4 is anchored to the bottom of the anchoring hole, and the other end is exposed in the anchoring hole and connected to the corresponding adaptive deformation connection structure 3; the part of the anchoring structure 4 located in the anchoring hole has a pressure relief section that can deform along its axial direction.

[0036] Specifically, during layout and assembly, multiple adaptive deformation connection structures 3 are spaced apart on the slope surface of the rock slope 1, serving as stress and deformation adjustment nodes for the slope surface. Adjacent adaptive deformation connection structures 3 are sequentially connected by connecting beams 2. Thus, the connection of multiple adaptive deformation connection structures 3 and multiple connecting beams 2 constructs a grid-like support system on the slope surface. Furthermore, the adaptive deformation connection structures 3 and connecting beams 2 employ a sliding fit, allowing the adaptive deformation connection structures 3 to undergo a certain displacement relative to the connecting beams 2 along the slope direction when the slope rock mass undergoes expansion, slippage, or other deformations due to wet-heat-dry-wet cycles or external loads. This achieves adaptive and coordinated deformation of the slope support system, preventing stress concentration that could lead to structural failure.

[0037] Simultaneously, to form a stable force through internal and external linkage, multiple anchoring structures 4 are correspondingly set with multiple adaptive deformation connection structures 3. Each anchoring structure 4 is inserted into a pre-drilled anchoring hole in the rock slope 1, with one end anchored in the bottom rock layer of the anchoring hole and the other end protruding from the opening of the anchoring hole and connected to the corresponding adaptive deformation connection structure 3. The section of the anchoring structure 4 located inside the anchoring hole has a relief section capable of tensile or compressive deformation along its axial direction, rather than a traditional full-length rigid rod. When the deep rock mass of the slope undergoes large displacement, this relief section can generate axial deformation, releasing the overload stress accumulated inside the rock mass through flexible relief, forming a relief mechanism. This mechanism can effectively avoid the risk of the anchor body in traditional rigid support structures breaking instantly due to excessive deformation, thus enabling the anchoring system to have active adaptability and long-term service durability under complex and harsh climatic conditions such as humidity and heat.

[0038] It should be noted that when the rock slope 1 deforms due to factors such as changes in humidity and heat or external loads, it first generates tension on the anchoring structure 4 and causes it to deform, which in turn drives the adaptive deformation connection structure 3 and the connecting beam 2 to deform together.

[0039] The rock slope anchoring system provided in this embodiment of the invention, by setting an anchoring structure 4 in the anchoring hole, and the anchoring structure 4 having a pressure-relief section that can deform along the axial direction, can absorb the displacement of the rock mass through axial deformation when the rock mass is affected by the dry-wet cycle and temperature difference, thus preventing the anchoring structure 4 from breaking due to excessive tensile stress. At the same time, by arranging multiple adaptive deformation connection structures 3 at intervals on the slope surface, and connecting beams 2 connecting adjacent adaptive deformation connection structures 3, and adopting a sliding fit connection between the adaptive deformation connection structure 3 and the connecting beam 2, the adaptive deformation connection structure 3 can be displaced relative to the connecting beam 2 along the slope direction, thereby transferring the local pressure relief capacity in a single anchoring hole to the entire slope surface. In this way, the axial pressure relief in the hole and the sliding fit structure on the slope surface jointly construct a three-dimensional flexible support network, realizing the coordinated pressure relief and stress distribution of the slope support, and improving the long-term stability of the rock slope 1 in complex environments such as humid heat.

[0040] In one embodiment of the present invention, such as Figure 5 As shown, the anchoring structure 4 includes a fixed rod 43, a pressure-relief composite 42, and an anchoring part 44, which are connected in sequence. The fixed rod 43 is suitable for anchoring at the bottom of the anchoring hole. The pressure-relief composite 42 forms a pressure-relief section, which includes metal bodies 421 and rubber bodies 422 that are alternately stacked along the extension direction of the fixed rod 43. The anchoring part 44, as the other end exposed in the anchoring hole, is connected to the corresponding adaptive deformation connection structure 3.

[0041] Understandably, the fixed rod 43 serves as the anchoring end of the anchoring structure 4, anchored in the bottom rock layer of the anchoring hole. The pressure-relieving composite 42 consists of alternating layers of metal body 421 and rubber body 422 arranged along the extension direction of the fixed rod 43. The metal body 421 provides structural strength and compressive strength, while the rubber body 422 provides flexible deformation capabilities for axial compression and rebound. When the slope rock mass undergoes significant displacement, the pressure-relieving composite 42 can absorb rock mass displacement and release internally accumulated overload stress through the elastic compression of the rubber body 422 and the coordinated deformation of the alternating layers of metal body 421 and rubber body 422, resulting in controllable axial compression or tensile deformation, thus forming an active pressure-relieving mechanism. The anchoring part 44 protrudes from the opening of the anchoring hole and is fixedly connected to the corresponding adaptive deformation connection structure 3, serving as a connection node for transmitting the anchoring force to the slope support system.

[0042] Optionally, such as Figure 7 and Figure 8 As shown, both the metal body 421 and the rubber body 422 have a ring-shaped structure.

[0043] Specifically, the metal body 421 is made of high-strength steel ring, and the rubber body 422 is made of high-elasticity rubber ring. Both are machined into annular components with a central through hole. To ensure that the pressure-relief composite 42 can uniformly transmit load and maintain stable deformation coordination performance under axial force, the metal body 421 and the rubber body 422 are set to have the same inner diameter and the same outer diameter. That is, the inner diameter of the metal body 421 is equal to the inner diameter of the rubber body 422, and the outer diameter of the metal body 421 is equal to the outer diameter of the rubber body 422. This forms a coaxial stacked structure with flush outer walls and aligned inner holes when arranged in alternating layers. This ensures that the contact surfaces of the metal body 421 and the rubber body 422 can fit uniformly during compression or tension, improving the deformation stability and fatigue durability of the pressure-relief section under repeated wet-dry cycles and temperature stress.

[0044] In this embodiment, the fixed rod 43 is anchored to the bottom of the anchoring hole, and the lower end of the pressure-relieving composite 42 is fixedly connected to the upper end of the fixed rod 43. The pressure-relieving composite 42 is composed of multiple metal bodies 421 and multiple rubber bodies 422 arranged alternately, with the bottom layer being metal bodies 421 and the top layer being rubber bodies 422. The lower end of the anchoring part 44 is fixedly connected to the uppermost rubber body 422 of the pressure-relieving composite 42 and is located inside the anchoring hole. The upper end of the anchoring part 44 is an anchoring rod extending out of the anchoring hole, and the end of the anchoring rod is threaded for mating with the conical anchoring nut 33. Both the metal bodies 421 and the anchoring part 44 are made of high-strength steel, which does not undergo plastic deformation under tension, thereby ensuring that the anchoring structure 4 can maintain a stable geometric shape and mechanical properties when subjected to the design load.

[0045] In one embodiment of the present invention, such as Figure 5 and Figure 7 As shown, the anchoring structure 4 also includes a self-healing mortar 41, which fills the space between the hole wall of the anchoring hole and the anchoring structure 4.

[0046] Specifically, the self-healing mortar 41 encapsulates the fixing rod 43 and the pressure-relief composite 42, used to anchor the anchoring structure 4 to the rock mass. The main components of the self-healing mortar 41 are the anchoring mortar matrix 411 and multiple self-healing capsules 412 mixed within the anchoring mortar matrix 411. The anchoring mortar matrix 411 uses high-strength cement, possessing excellent bonding performance and durability, ensuring a reliable anchoring force between the anchoring structure 4 and the surrounding rock mass. The multiple self-healing capsules 412 are diffusely distributed within the anchoring mortar matrix 411. When the anchoring mortar matrix 411 develops microcracks under long-term action of wet-dry cycles, temperature stress, or rock mass tension, the crack tip extends to the location of the self-healing capsule 412. The capsule ruptures under pressure and releases internal microbial repair agents, automatically filling and sealing the cracks. This prevents moisture and air from penetrating into the anchoring structure 4 along the cracks, preventing corrosion of the anchoring structure 4 and thus improving the long-term durability of the anchoring structure 4 under humid and hot climate conditions.

[0047] Among them, the total volume of multiple self-healing capsules 412 accounts for 2% to 5% of the volume of the anchoring mortar matrix 411.

[0048] like Figure 6 As shown, the self-healing capsule 412 is a self-healing carbonated polymer bio-cellulose capsule, and is shaped like a grain of rice. Specifically, it includes a microbial repair agent 414 and a shell that encloses the microbial repair agent 414. The shell includes an outer water-resistant and airtight thin shell 415 and an inner nutrient substrate shell 413, which encloses the microbial repair agent 414. When a crack in the anchoring mortar matrix 411 extends to the self-healing capsule 412 and causes the shell to break under stress, the microbial repair agent 414 is activated to repair the crack.

[0049] Understandably, the water-resistant, airtight thin shell 415 is made of a high-toughness, low-permeability material, which can effectively isolate external moisture during the normal service phase of the anchoring mortar matrix 411, preventing the microbial repair agent 414 inside the capsule from being activated or consumed prematurely by contact with moisture, thereby ensuring that the microbial repair agent 414 remains in a dormant and active reserve state during long-term service. The nutrient substrate shell 413 is composed of nutrients that can be metabolized and utilized by microorganisms, serving both as a carrier for encapsulating the microbial repair agent 414 and providing the necessary carbon source, nitrogen source, and mineralized substrate for its later activation and reproduction. When the anchoring mortar matrix 411 develops microcracks due to wet-dry cycles, temperature stress, or rock mass tension, and the crack tip extends to the self-healing capsule 412, the water-blocking and airtight thin shell 415 ruptures under the stress generated by the crack expansion, exposing the inside of the capsule to the crack environment. External moisture seeps in along the crack and comes into contact with the dormant microbial repair agent 414. At the same time, the nutrients provided by the nutrient substrate shell 413 dissolve and are released, activating the metabolic activity of the microbial repair agent 414 and inducing the formation of mineralized precipitates such as calcium carbonate, which gradually fill and compact the crack.

[0050] In this embodiment, the microbial repair agent 414 is Bacillus pasteurellii, and the nutrient substrate shell 413 is a carbonate shell. When the crack extends to the point where the capsule ruptures, the water-blocking and airtight thin shell 415 and the carbonate shell are broken by force, and water in the soil enters to activate the Bacillus pasteurellii inside. The Bacillus pasteurellii then multiplies and produces calcium carbonate precipitate using the carbonate shell as a substrate, thereby achieving self-repair of the crack.

[0051] Furthermore, such as Figure 5 As shown, the pressure-reducing composite 42 also includes a sliding sleeve 423, which is sleeved on the outside of the metal body 421 and the rubber body 422.

[0052] Specifically, the sliding sleeve 423 is made of a low-friction coefficient material, and its inner wall slides in contact with the outer walls of the metal body 421 and the rubber body 422. During the installation of the anchoring structure 4, the sliding sleeve 423 can effectively reduce the frictional resistance between the pressure-relief composite 42 and the anchoring mortar matrix 411, ensuring that the pressure-relief composite 42 can undergo axial compression or tensile deformation when the rock mass is displaced.

[0053] In one embodiment of the present invention, such as Figure 3 and Figure 4 As shown, the adaptive deformation connection structure 3 includes a connecting body and multiple adaptive deformers 32. Multiple connecting portions 31 are provided around the periphery of the connecting body, each extending in a different direction along the plane of the slope to connect with multiple connecting beams 2. Each connecting portion 31 has an installation cavity 311 extending along the plane of the slope, with an opening at the end of the installation cavity 311 away from the connecting body for insertion of the end of the connecting beam 2. Multiple adaptive deformers 32 are correspondingly disposed within the multiple installation cavities 311 and can slide freely within the installation cavities 311 along their extending direction. The end of the connecting beam 2 extends into the installation cavity 311 and connects with the corresponding adaptive deformer 32.

[0054] The connecting body has an anchoring through hole 313 in the middle. A frustum anchoring nut 33 is installed at the end of the anchoring through hole 313 away from the slope. The anchoring part 44 passes through the anchoring through hole 313, and the frustum anchoring nut 33 is threadedly connected to the end of the anchoring part 44, thereby realizing the fixed connection between the adaptive deformation connection structure 3 and the anchoring structure 4. Furthermore, a sealing rubber 331 is provided at the bottom of the frustum anchoring nut 33.

[0055] When the rock slope 1 undergoes surface deformation, the adaptive deformer 32 can slide relative to the connecting body along the mounting cavity 311, causing the connecting beam 2 to undergo corresponding displacement, thereby realizing the relative displacement between the adaptive deformation connection structure 3 and the connecting beam 2. In this way, the adaptive deformation connection structure 3 transfers the local deformation capacity of a single anchor point to the entire slope support system through the sliding fit of the connecting beam 2, effectively avoiding structural damage caused by local stress concentration and improving the adaptive coordination capability of the slope support system to rock mass deformation.

[0056] For example, the connecting body is provided with four connecting parts 31, which are arranged in a cross shape on the slope. Correspondingly, each adaptive deformation connecting structure 3 includes four adaptive deformers 32. Through the cross-shaped arrangement, each adaptive deformation connecting structure 3 can be connected to the connecting beams 2 in four directions simultaneously, thereby constructing a grid-like slope support system on the slope formed by multiple cross nodes and connecting beams 2 in a crisscross pattern. This enables the slope support structure to have good deformation coordination ability and force transmission performance in all directions, improving the adaptability and stability of the anchoring system under complex stress conditions.

[0057] In this embodiment, the four connecting parts 31 are arranged in a cross shape along the slope direction and the horizontal direction perpendicular to the slope, respectively. Two opposite connecting parts 31 are provided along the slope direction, and two opposite connecting parts 31 are provided along the horizontal direction perpendicular to the slope.

[0058] Optionally, such as Figure 4 As shown, the adaptive deformer 32 includes a connecting rod 323 and at least one elastic element 322. The connecting rod 323 is slidably disposed within the mounting cavity 311, with one end facing the opening of the mounting cavity 311 for connection to the end of the connecting beam 2. The connecting rod 323 is capable of reciprocating along the extending direction of the mounting cavity 311. At least one elastic element 322 is disposed within the mounting cavity 311 and is confined between the bottom surface of the mounting cavity 311 and the connecting rod 323.

[0059] Specifically, the elastic element 322 can be a high-strength spring, with one end abutting against the bottom surface of the mounting cavity 311, which serves as the fixed end 321 of the elastic element 322. The other end abuts against the side of the connecting rod 323 facing the bottom surface of the mounting cavity 311. Multiple high-strength springs, such as 2 to 8, can be arranged side-by-side. When the rock slope 1 deforms due to wet-dry cycles, temperature stress, or external loads, the connecting beam 2 drives the connecting rod 323 to slide along the mounting cavity 311. The connecting rod 323 compresses or stretches the elastic element 322, causing it to undergo corresponding elastic deformation. This elastic deformation provides a certain buffering capacity for slope deformation, absorbing and releasing some deformation energy. Furthermore, when the external load decreases or is eliminated, the elastic element 322 can push the connecting rod 323 back to its original position, restoring the slope support system to its initial equilibrium state. In this way, the adaptive deformer 32 realizes the elastic sliding fit between the adaptive deformation connection structure 3 and the connecting beam 2, allowing the slope support system to undergo adaptive displacement, thereby improving the deformation coordination ability and long-term stability in complex environments.

[0060] Furthermore, such as Figure 4 As shown, the side wall of the mounting cavity 311 is provided with a groove 312, which extends along the extension direction of the mounting cavity 311 and is used to guide and limit the sliding of the connecting rod 323. Correspondingly, the connecting rod 323 is provided with a slider 324 that slides in cooperation with the groove 312. The slider 324 is embedded in the groove 312 on the side wall of the mounting cavity 311. When the connecting rod 323 slides in the mounting cavity 311, the slider 324 moves synchronously along the groove 312. Through the embedded cooperation between the groove 312 and the slider 324, the directional stability of the connecting rod 323 during the sliding process is ensured, preventing it from deflecting or getting stuck, and ensuring that the adaptive deformer 32 can smoothly achieve the sliding and pressure relief function.

[0061] Optionally, such as Figure 2 and Figure 4 As shown, the connecting rod 323 is provided with a fixing hook groove 325, and the connecting beam 2 is provided with a fixing hook 21 that mates with the fixing hook groove 325. The fixing hook groove 325 is used to accommodate and engage the fixing hook 21. When installing the connecting beam 2, the fixing hook 21 at the end of the connecting beam 2 is aligned with the adaptive deformer 32. By impact or applying external force, the fixing hook 21 and the fixing hook groove 325 of the connecting rod 323 are engaged, and the fixing hook 21 is engaged in the fixing hook groove 325, thus achieving a quick and reliable connection between the connecting beam 2 and the adaptive deformer 32.

[0062] In one embodiment of the present invention, fixing hooks 21 are provided at both ends of the connecting beam 2. The fixing hooks 21 are welded to the steel reinforcement skeleton inside the connecting beam 2 to form an integral connecting node with sufficient structural strength, ensuring reliable force transmission between the connecting beam 2 and the adaptive deformer 32. The connecting beam 2 is made of high-ductility concrete, and its raw materials are proportioned by weight as follows: 1.0 part cement, 0.25~0.35 parts water, 0.2~0.4 parts fly ash, 0.05~0.1 parts silica fume, 0.5~0.7 parts sand, 0.03~0.05 parts PVA fiber, and 0.005~0.015 parts high-efficiency water-reducing agent; wherein the length of the PVA fiber is 6mm~8mm and the diameter is 40μm~60μm.

[0063] In one embodiment of the present invention, such as Figure 1 As shown, the rock slope anchoring system also includes a planting soil layer 5 and a water control layer 6; the planting soil layer 5 is laid on the slope surface of the rock slope 1, and the planting soil layer 5 fills the area enclosed by the adjacent connecting beam 2 and the adaptive deformation connecting structure 3; the water control layer 6 covers the surface of the planting soil layer 5.

[0064] Optionally, the planting soil layer 5 is a plant fiber geopolymer planting soil layer, which is uniformly sprayed onto the slope surface using a hydroseeding process. The plant fiber geopolymer planting soil is composed of the following components by weight ratio: 1.3~1.5 parts silt or clay soil, 0.06~0.10 parts fly ash, 0.10~0.12 parts blast furnace slag, 0.045~0.055 parts sodium silicate, 0.015~0.020 parts sodium hydroxide, and 0.11~0.13 parts water. Among them, fly ash and blast furnace slag, as active aluminosilicate raw materials, undergo geopolymer reaction under the alkaline activation of sodium silicate and sodium hydroxide to generate a three-dimensional network structure with cementing properties, which binds loose soil into a whole and gives the planting soil layer 5 good erosion resistance and structural stability. At the same time, silt or clay soil, as the main matrix, provides necessary physical support and nutrient source for plant growth, thereby realizing the dual functions of engineering protection and ecological restoration.

[0065] Optionally, the water control layer 6 is a W-OH water control layer, specifically a W-OH solution with a concentration of 3.0%~4.0% is evenly sprayed onto the surface of the planting soil layer 5, and after penetration and solidification, it forms an elastic permeable film layer.

[0066] Based on the rock slope anchoring system provided in any of the above embodiments, a second aspect of the present invention proposes a construction method for the rock slope anchoring system, the method comprising the following steps: S1, Drilling and Anchoring Structure 4 Installation.

[0067] Multiple anchoring holes are drilled on the slope surface of the rock slope 1; an anchoring structure 4 with a pressure relief section is inserted into the anchoring hole, and one end of the anchoring structure 4 is anchored to the bottom of the anchoring hole, so that the other end of the anchoring structure 4 is exposed in the anchoring hole.

[0068] S2, the adaptive deformation connection structure 3 is installed with the connecting beam 2.

[0069] Multiple adaptive deformation connection structures 3 are respectively connected to the other end of multiple anchoring structures 4 exposed anchoring holes; both ends of the connecting beam 2 are respectively connected to two adjacent adaptive deformation connection structures 3, and the adaptive deformation connection structures 3 and the connecting beam 2 are in sliding fit.

[0070] Optionally, step S1 specifically includes the following steps: S11. The fixed rod 43, the pressure relief composite 42 and the anchoring part 44 are connected and assembled to form an anchoring structure 4 with a pressure relief section.

[0071] S12. Place the assembled anchoring structure 4 into the anchoring hole and inject self-healing mortar into the anchoring hole to form a self-healing mortar body 41 between the hole wall and the anchoring structure 4.

[0072] Specifically, the assembled anchoring structure 4 is placed in a pre-drilled anchoring hole, with one end (fixed rod 43) anchored to the bottom of the anchoring hole and the other end (anchoring part 44) exposed. Then, self-healing mortar is injected into the anchoring hole, filling the gap between the hole wall and the anchoring structure 4. After the mortar hardens, a self-healing mortar body 41 is formed. Multiple self-healing capsules 412 are uniformly mixed into the self-healing mortar body 41. When micro-cracks appear in the anchoring mortar matrix 411 due to stress or environmental factors, the self-healing capsules 412 can rupture and release repair substances, automatically sealing the cracks. This effectively prevents moisture and air from seeping in and corroding the anchoring structure 4, improving the long-term durability of the anchoring structure 4 under humid and hot conditions.

[0073] In one embodiment of the present invention, after step S2, the method further includes the following steps: S3. Construction of ecological protection layer on slope.

[0074] Specifically, a planting soil substrate is prepared and sprayed onto the area enclosed by the adjacent connecting beam 2 and the adaptive deformation connecting structure 3 to form a planting soil layer 5. Then, a water-controlling material is sprayed on the surface of the planting soil layer 5 to form a water-controlling layer 6.

[0075] In one embodiment of the present invention, before step S1, the method further includes the following steps: S4. Perform parameter calculations and structural selection for the anchoring system.

[0076] Optionally, step S4 includes the following steps: S41. Calculate the horizontal component of the active lateral pressure of rock slope 1, and combine it with the water pressure in the cracks at the top of the slope to calculate the total pressure of the rock mass in the horizontal direction.

[0077] S42. Based on the total pressure of the rock mass along the horizontal direction, the inclination angle of the rock slope 1 and the inclination angle of the anchoring hole, calculate the axial tensile force value of a single anchoring structure 4; then, based on the axial tensile force value and the allowable deformation of the rock slope 1, determine the stiffness parameters of the rubber body 422 in the pressure relief composite 42.

[0078] S43. Based on the axial tensile force value of a single anchoring structure 4, calculate the tensile force on the corresponding adaptive deformation connection structure 3, and combine the tensile force value with the allowable pressure relief to determine the stiffness parameters of the elastic element 322 in the adaptive deformer 32.

[0079] Specifically, firstly, the horizontal component of the active lateral pressure on the rock slope is calculated. The unit is kN / m. The horizontal component of the active lateral pressure value. Calculate using the following formula: In the formula, The vertical height of the rock slope (in meters). , in, , The dip angle of the rock slope (in degrees); The internal friction angle of the rock slope (in °); δ The friction angle between the support system and the rock slope (in degrees) is taken as... δ = (0.33~0.55) ; q The load is a uniformly distributed load on the ground surface (in kPa). γ Rock mass density (unit: kN / m) 3 ); α The angle between the back side of the rock slope and the horizontal plane (in degrees) is taken as... α = θ ; β The angle between the surcharge at the top of the slope and the horizontal plane (in degrees); where c represents the cohesion of the rock slope (in kPa).

[0080] Then, considering the fissure water pressure at the top of the rock slope, the resultant force of the horizontal pressure on the rock slope is determined. The unit is kN. The resultant force of horizontal pressure on a rock slope. Calculate using the following formula: In the formula, L The width of the rock slope. , γ w The specific gravity of the water in the fissure; Z w The depth of the fissure water.

[0081] Next, the axial tensile force on a single anchoring structure is calculated. N 1. Axial tensile force value N 1. Calculate using the following formula: N 1= H t × γ Q / cos Θ In the formula, H t The axial force (in kN) experienced by a single anchorage structure. H t = N h / n , n This refers to the number of anchorage structures on the slope surface of a rock slope. n =( H × L ) / ( S x ×S y ), S x The horizontal spacing of the anchorage structure (in meters). S y Vertical spacing of the anchorage structure (in meters); Θ The inclination angle of the anchoring structure (in degrees). γ Q This is the load partial factor, which can be taken as 1.3.

[0082] Based on the calculated axial tensile force value of a single anchorage structure N 1. Based on the allowable deformation of the rock slope, refer to Table 1 to select the stiffness parameters of the rubber body in the pressure-relief composite. Table 1 shows the axial tensile force values ​​that the pressure-relief composite can withstand at different pressure relief amounts (50mm to 300mm) under different high-elasticity rubber stiffness (2000 N / mm to 20000 N / mm). Based on the required pressure relief amount in the actual project and the calculated axial tensile force value, select a matching rubber body stiffness to ensure that the pressure-relief composite can produce controllable axial deformation when the rock mass shifts, thus achieving a reliable pressure relief function.

[0083] Table 1. Axial tensile force values ​​of the pressure relief composite corresponding to different pressure relief amounts.

[0084] Finally, the tensile force on a single adaptive deformer is calculated. The tensile force on a single adaptive deformer is calculated using the following formula: T = N 1 / (4×cos ν ) In the formula, ν The angle between the anchoring structure and the corresponding adaptive deformer.

[0085] Based on the calculated tensile force of a single adaptive deformer T The allowable yield is determined by referring to Table 2, which outlines the selection of stiffness parameters for the elastic elements in the adaptive deformer. Table 2 provides the total stiffness corresponding to different numbers of elastic elements (2, 4, 6, and 8) and different individual elastic element stiffnesses (2000 N / mm to 8000 N / mm), as well as the tensile force that the elastic elements can provide within a deformation range of 10 mm to 60 mm. Based on the required yield in the actual project and the calculated tensile force, the appropriate number of elastic elements and the stiffness of each individual elastic element are selected to ensure that the adaptive deformer can provide suitable elastic yield and recovery capabilities when the slope deforms.

[0086] Table 2 Tensile Force Values ​​Provided by Different Elastic Elements and Adaptive Deformers

[0087] Through the above calculation and selection steps, the mechanical parameters of the anchoring system's pressure relief composite and the adaptive deformer are matched with the engineering geological conditions, ensuring that the anchoring system can effectively adapt to rock deformation under hot and humid climate conditions, and realize the synergistic effect of axial pressure relief in the hole and slope sliding, thereby improving the long-term stability and reliability of the anchoring system.

[0088] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention, and not to limit them; although the present invention has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that modifications can still be made to the technical solutions described in the foregoing embodiments, or equivalent substitutions can be made to some of the technical features; and these modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the spirit and scope of the technical solutions of the embodiments of the present invention.

Claims

1. A rock slope anchoring system, characterized in that, include: Multiple adaptive deformation connection structures, wherein the multiple adaptive deformation connection structures are adapted to be arranged at intervals on the slope surface of a rock slope; Multiple connecting beams are provided, and two adjacent adaptive deformation connecting structures are connected through the connecting beams. The adaptive deformation connecting structures are slidably engaged with the connecting beams to allow the adaptive deformation connecting structures to move relative to the connecting beams. Multiple anchoring structures are provided, one-to-one with multiple adaptive deformation connection structures. The anchoring structures are adapted to be inserted into the anchoring holes of the rock slope. One end of the anchoring structure is anchored to the bottom of the anchoring hole, and the other end protrudes from the anchoring hole and is connected to the corresponding adaptive deformation connection structure. The portion of the anchoring structure located in the anchoring hole has a pressure relief section that can deform along its axial direction.

2. The rock slope anchoring system according to claim 1, characterized in that, The anchoring structure includes a fixed rod, a pressure-relief composite, and an anchoring part, which are connected sequentially. The fixed rod is adapted to be anchored to the bottom of the anchoring hole. The pressure-relief composite constitutes the pressure-relief section, and the pressure-relief composite includes metal and rubber bodies arranged alternately in layers along the extension direction of the fixed rod. The anchoring part is exposed in the anchoring hole and connected to the corresponding adaptive deformation connection structure.

3. The rock slope anchoring system according to claim 2, characterized in that, The anchoring structure also includes a self-healing mortar, which fills the space between the wall of the anchoring hole and the anchoring structure. The self-healing mortar includes an anchoring mortar matrix and multiple self-healing capsules incorporated within the anchoring mortar matrix.

4. The rock slope anchoring system according to claim 3, characterized in that, The self-healing capsule includes a microbial repair agent and a shell encapsulating the microbial repair agent. The shell comprises an outer water-resistant and airtight thin shell and an inner nutrient substrate shell, wherein the nutrient substrate shell encapsulates the microbial remediation agent. When a crack in the anchoring mortar matrix extends to the self-healing capsule and causes the shell to fracture under stress, the microbial repair agent is activated to repair the crack.

5. The rock slope anchoring system according to claim 3, characterized in that, Both the metal body and the rubber body have a ring-shaped structure, and / or, The pressure-relief composite also includes a sliding sleeve, which is sleeved on the outside of the metal body and the rubber body.

6. The rock slope anchoring system according to claim 1, characterized in that, The adaptive deformable connection structure includes: A connecting body is provided with a plurality of connecting parts on its periphery, and each connecting part is provided with an installation cavity extending along the plane of the slope, and the end of the installation cavity away from the connecting body has an opening; Multiple adaptive deformers are disposed in a corresponding manner in a plurality of mounting cavities, and the end of the connecting beam is connected to a corresponding adaptive deformer; the adaptive deformers are configured to slide along the mounting cavity to provide displacement between the adaptive deformable connection structure and the connecting beam.

7. The rock slope anchoring system according to claim 6, characterized in that, The adaptive deformer includes: The connecting rod is slidably disposed within the mounting cavity; At least one elastic element is disposed within the mounting cavity, the elastic element being confined between the bottom surface of the mounting cavity and the connecting rod; the end of the connecting beam is connected to the connecting rod.

8. The rock slope anchoring system according to claim 6, characterized in that, The connecting body is provided with four connecting parts, which are arranged in a cross shape on the slope.

9. The rock slope anchoring system according to any one of claims 1 to 8, characterized in that, It also includes a planting soil layer and a water control layer; The planting soil layer is laid on the slope surface of the rock slope, and the planting soil layer fills the area enclosed by the adjacent connecting beam and the adaptive deformation connection structure; The water-controlling layer covers the surface of the planting soil layer.

10. A construction method for a rock slope anchoring system, characterized in that, The method for constructing the rock slope anchoring system as described in any one of claims 1 to 9 includes: Multiple anchoring holes are drilled on the surface of the rock slope; the anchoring structure with a pressure relief section is inserted into the anchoring hole, and one end of the anchoring structure is anchored to the bottom of the anchoring hole, so that the other end of the anchoring structure is exposed in the anchoring hole. Multiple adaptive deformation connection structures are respectively connected to the other end of the exposed anchor holes of multiple anchor structures; both ends of the connecting beam are respectively connected to two adjacent adaptive deformation connection structures, and the adaptive deformation connection structures slide with the connecting beam.

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