Hydrological cableway anchoring structure

Abstract

The application discloses a hydrological cableway anchoring structure and relates to the technical field of hydrological observation. The hydrological cableway anchoring structure comprises an anchoring tunnel which is excavated in a rock mass on the side of a bank slope, and a concrete lining is arranged on the inner wall of the anchoring tunnel. A concrete anchor block with a pre-embedded anchor plate is arranged at the working face of the deepest part of the tunnel. A pre-stressed anchor rod passes through the concrete anchor block and is anchored in the deep stable rock mass behind the concrete anchor block. An inclined anchor rod is arranged at an included angle between the concrete lining and the rock mass on the bank slope. The application shifts the stress center from the external cliff wall to the deep part of the mountain, provides the main uplift resistance by using the pre-stressed anchor rod, and strengthens the overall embedding of the lining and the surrounding rock by the inclined anchor rod, effectively solves the anchoring failure problem caused by the unloading weathering of the surface rock mass of the steep bank slope, and significantly improves the overall stability and the ultimate bearing capacity of the hydrological cableway anchoring system.

Description

Technical Field

[0001] This invention relates to the field of hydrological observation technology, and in particular to a hydrological cableway anchoring structure. Background Technology

[0002] In the field of hydrological monitoring, cross-river cableways are important facilities for measuring hydrological elements such as flow and sediment. For terrains with deep valleys and steep banks, existing cableway anchoring technologies typically involve drilling holes directly into the surface of the steep cliff, installing anchor bolts or prestressed anchor cables, and pouring reinforced concrete anchor plates on the surface as the stress points for the traction cables.

[0003] However, the surface rock mass of steep slopes is affected by weathering and stress release over a long period of time, and generally has deep unloading fracture zones. The tensile and shear strength of the surface surrounding rock is extremely low. When the hydrological cable is subjected to high-frequency dynamic loads and huge pull-out forces from the operation of heavy measuring equipment, the fragile surface rock mass with concentrated stress points is very prone to local shear failure or overall spalling, which leads to the failure of the entire cableway anchoring system and poses a serious engineering safety hazard. Summary of the Invention

[0004] The main objective of this invention is to provide a hydrological cableway anchoring structure, which aims to solve the technical problem in the prior art where hydrological cableways are anchored on the surface of steep slopes, resulting in insufficient anchoring strength and easy shear slippage failure due to the presence of unloading zones in the surrounding rock.

[0005] To achieve the above objectives, the present invention proposes a hydrological cableway anchoring structure, comprising: An anchoring tunnel is excavated in the rock mass of the bank slope, and the inner wall of the anchoring tunnel is lined with concrete. A concrete anchor block is installed at the deepest point of the anchoring tunnel face, and the concrete anchor block is pre-embedded with an anchor plate for connecting the hydrological cable. A prestressed anchor rod, which passes through the concrete anchor block and is inserted into the stable rock mass behind the anchoring tunnel; A tie rod is provided, with one end anchored to the concrete lining and the other end inserted into the rock mass of the bank slope; the tie rod is arranged at an angle to the horizontal plane to enhance the overall embedment force between the concrete lining and the rock mass of the bank slope.

[0006] Optionally, the deepest end of the anchoring tunnel branches into two blind holes in a Y-shape, with an unexcavated natural rock pillar remaining between the two blind holes; The face facing the natural rock column forms the working face, and the prestressed anchor rod penetrates the natural rock column for deep hole anchoring.

[0007] Optionally, a flexible connection joint is provided between the concrete anchor block and the natural rock column.

[0008] Optionally, the sidewall of the anchored tunnel is provided with multiple circumferential excavation slots at intervals along the axial direction; the concrete lining fills the circumferential excavation slots to form multi-level bamboo-joint anti-shear teeth that interlock with the surrounding rock; a structural isolation joint is provided between the concrete lining and the concrete anchor block.

[0009] Optionally, the axis of the inclined anchor rod forms an obtuse angle with the direction of the axial pull-out force of the hydrological cable; a locking anchor rod is provided around the entrance of the anchoring tunnel, the locking anchor rod is driven vertically into the rock mass of the cliff at the entrance, and the axis of the locking anchor rod is parallel to the axis of the anchoring tunnel.

[0010] Optionally, a cantilevered maintenance platform is provided outside the entrance of the anchored tunnel. The root of the cantilevered maintenance platform is integrally cast with the concrete lining and the rock mass at the entrance, and the end of the locking anchor rod is anchored inside the cantilevered maintenance platform.

[0011] Optionally, it may also include a support assembly, which includes a support frame, a sliding member, a first buffer member, and a second buffer member; The support frame is slidably mounted on the concrete lining in a vertical direction, and the support frame is provided with a first buffer member for restricting the vertical movement of the support frame; The sliding member is slidably mounted on the support frame along the axial direction of the anchored tunnel. A second buffer member is provided behind the sliding member to restrict the sliding of the sliding member. The second buffer member is mounted on the concrete lining.

[0012] Optionally, the sliding member is provided with an auxiliary plate extending obliquely downward, which is used to support and guide the lead fish when it is retracted into the anchoring tunnel.

[0013] Optionally, the outer surface of the concrete anchor block is covered with a crack-resistant steel mesh, which is welded to the steel skeleton embedded inside the concrete anchor block to form an integral load-bearing grid.

[0014] One or more technical solutions provided by this invention have at least the following technical effects or advantages: The anchored tunnel of this invention is excavated within the rock mass of the bank slope, completely shifting the stress center from the fragile surface layer of the cliff to the deep, stable bedrock. By installing concrete anchor blocks at the deepest point of the tunnel and using prestressed anchor rods, the axial pull-out force of the main cable is directly transmitted to the deep, stable surrounding rock behind the tunnel face, fundamentally avoiding the risk of instability in the surface unloading zone. Simultaneously, inclined anchor rods arranged at an angle to the horizontal plane are added to the sidewalls of the tunnel body to deeply lock the concrete lining to the surrounding rock. When the rock mass undergoes macroscopic deformation and dragging under the main tensile force, the inclined anchor rods can provide reverse tensile pull-out resistance, effectively preventing overall peeling failure of the lining. Attached Figure Description

[0015] To more clearly illustrate the technical solutions in the embodiments of the present 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 only some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on the structures shown in these drawings without creative effort.

[0016] Figure 1 This is a schematic diagram of the hydrological cableway anchorage structure, hydrological cable, and the opposite bank in Embodiment 1 of the present invention; Figure 2 This is a schematic diagram of the hydrological cableway anchorage structure according to Embodiment 1 of the present invention; Figure 3 This is a cross-sectional view of an anchored tunnel according to Embodiment 1 of the present invention; Figure 4 This is another cross-sectional view of the anchored tunnel in Embodiment 1 of the present invention; Figure 5 This is a schematic diagram of the hydrological cableway anchorage structure in Embodiment 2 of the present invention; Figure 6 This is a cross-sectional view of the anchored tunnel in Embodiment 2 of the present invention.

[0017] Icons: 10. Anchored tunnel; 11. Concrete lining; 12. Concrete anchor block; 13. Prestressed anchor bolt; 14. Diagonal anchor bolt; 15. Locking anchor bolt; 16. Blind tunnel; 17. Natural rock pillar; 18. Flexible connection joint; 19. Bamboo-joint anti-shear tooth; 20. Anchor plate; 21. Support frame; 22. Sliding component; 23. First buffer component; 24. Second buffer component; 25. Auxiliary plate; 26. Lateral baffle; 30. Hydrological cable; 40. Lead weight. Detailed Implementation

[0018] 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 a part of the embodiments of the present invention, and not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those of ordinary skill in the art without creative effort are within the scope of protection of the present invention.

[0019] It should be noted that all directional indications (such as up, down, left, right, front, back, etc.) in the embodiments of the present invention are only used to explain the relative positional relationship and movement of each component in a certain specific posture (as shown in the figure). If the specific posture changes, the directional indication will also change accordingly.

[0020] In this invention, unless otherwise explicitly specified and limited, the terms "connection," "fixed," etc., should be interpreted broadly. For example, "fixed" can mean a fixed connection, a detachable connection, or an integral part; it can mean a mechanical connection or an electrical connection; it can mean a direct connection or an indirect connection through an intermediate medium; it can mean the internal communication of two components or the interaction between two components, unless otherwise explicitly limited. Those skilled in the art can understand the specific meaning of the above terms in this invention according to the specific circumstances.

[0021] Furthermore, if the embodiments of this invention involve descriptions such as "first" or "second," these descriptions are for descriptive purposes only and should not be construed as indicating or implying their relative importance or implicitly specifying the number of technical features indicated. Therefore, a feature defined with "first" or "second" may explicitly or implicitly include at least one of those features. Additionally, the meaning of "and / or" throughout the text includes three parallel solutions; for example, "A and / or B" includes solution A, solution B, or a solution where both A and B are satisfied simultaneously. Furthermore, the technical solutions of the various embodiments can be combined with each other, but this must be based on the ability of those skilled in the art to implement them. When the combination of technical solutions is contradictory or impossible to implement, it should be considered that such a combination of technical solutions does not exist and is not within the scope of protection claimed by this invention.

[0022] Example 1 A hydrographic cableway anchoring structure, comprising: Anchoring tunnel 10 is excavated in the rock mass of the bank slope, and the inner wall of anchoring tunnel 10 is lined with concrete lining 11. Concrete anchor block 12 is set at the deepest face of the anchoring tunnel 10, and the concrete anchor block 12 is pre-embedded with anchor plate 20 for connecting hydrological cable 30. The prestressed anchor rod 13 passes through the concrete anchor block 12 and is inserted into the stable rock mass behind the anchoring tunnel 10; The inclined anchor rod 14 is anchored at one end to the concrete lining 11 and inserted into the rock mass of the bank slope at the other end. The inclined anchor rod 14 is arranged at an angle to the horizontal plane to enhance the overall embedment force between the concrete lining 11 and the rock mass of the bank slope.

[0023] When constructing the hydrological cable 30 on a steep bank slope, the load-bearing center is transferred from the external cliff to the interior of the mountain by excavating an anchoring tunnel 10 in the rock mass on the bank slope side. The inner wall of the anchoring tunnel 10 is continuously filled with concrete lining 11 to seal the surface of the excavated rock mass, prevent the surrounding rock from weathering and peeling off, and provide support for the cavern space of the foundation. At the deepest point of the anchoring tunnel 10, a high-strength concrete anchor block 12 is integrally cast. An anchor plate 20 is pre-embedded inside the concrete anchor block 12, and the exposed part of the anchor plate 20 is used to directly connect the main cable and the traction cable of the hydrological cable 30. The prestressed anchor rod 13 penetrates the concrete anchor block 12 and extends deep into the stable rock mass behind the tunnel face for anchoring, so that the concrete anchor block 12 is tightly pressed against the tunnel face; the anchored tunnel 10 is equipped with a diagonal anchor rod 14, one end of which is anchored in the concrete lining 11, and the other end is inserted obliquely into the bank slope rock mass; the diagonal anchor rod 14 is arranged at a certain angle with the horizontal plane, which is used to deeply connect the concrete lining 11 with the surrounding rock mass, thereby significantly strengthening the overall embedment force of the concrete lining 11 and the bank slope rock mass, preventing the concrete lining 11 from shearing and sliding under geological stress or secondary vibration, and ensuring the overall stability of the tunnel surrounding rock.

[0024] The axis of the inclined anchor rod 14 forms an obtuse angle with the axial pull-out force direction of the hydrological cable 30; a locking anchor rod 15 is provided around the entrance of the anchored tunnel 10, and the locking anchor rod 15 is driven vertically into the rock body of the cliff wall at the entrance of the tunnel, and the axis of the locking anchor rod 15 is parallel to the axis of the anchored tunnel 10.

[0025] Under extreme dynamic load conditions, the hydrological cable 30 applies a huge ultimate tensile force towards the tunnel entrance. The tensile force is transmitted to the deep stable rock mass behind the tunnel face through the prestressed anchor 13. At this time, the deep rock mass will undergo stress redistribution when subjected to huge pull-out load, accompanied by micro-deformation and dragging tendency towards the tunnel entrance. The concrete lining 11 attached to the tunnel wall will also tend to shift outward under the physical drag effect of the overall deformation of the surrounding rock.

[0026] The axis of the inclined anchor rod 14 forms an obtuse angle with the axial pull-out force direction of the hydrological cable 30. The significance is that when the concrete lining 11 is forced to move outward with the rock body, the rod of the inclined anchor rod 14 is forcibly stretched, so that the steel bar is in an absolutely pure axial tension state. Given that the tensile yield strength of high-strength precision-rolled threaded steel bars is much greater than its compressive buckling stiffness or shear strength, this obtuse angle arrangement avoids the risk of the inclined anchor rod 14 bending under pressure, effectively resists the expansion deformation of the surrounding rock, and prevents fatigue-induced peeling failure of the concrete lining 11.

[0027] The anchor bolt 15 is driven vertically into the rock mass of the tunnel entrance cliff, and its axis is strictly limited to be parallel to the axis of the anchored tunnel 10 in spatial geometry. This allows the anchor bolt 15 to penetrate vertically through the outermost unloading fracture zone with extremely low shear strength in physical space, and be deeply anchored in the stable bedrock inside the mountain. This forces the broken surface rock mass to be locked into a composite load-bearing body with overall self-bearing capacity, eliminating the hidden danger of the tunnel entrance rock mass cracking, peeling or overall collapse under the high-frequency vibration of the cable and long-term weathering.

[0028] An cantilevered maintenance platform is provided on the outside of the entrance of the anchored tunnel 10. The root of the cantilevered maintenance platform is integrated with the concrete lining 11 and the rock mass at the entrance. The end of the locking anchor rod 15 is anchored in the cantilevered maintenance platform.

[0029] During the civil construction phase, the root reinforcement of the cantilever maintenance platform is directly and integrally tied to the concrete lining 11 inside the anchored tunnel 10 and the rock mass at the tunnel entrance, and concrete is poured simultaneously to ensure that its root has extremely high fixed-end bending moment bearing capacity. The exposed ends of the locking anchor rods 15 are directly anchored or welded to the load-bearing frame of the cantilever maintenance platform, so that the cantilever maintenance platform is no longer a cantilever beam that simply relies on the shear resistance of the root, but forms a more rationally stressed fixed support platform with cables, which improves the structural safety redundancy when personnel enter and exit and heavy testing equipment is transported.

[0030] The outer surface of the concrete anchor block 12 is covered with crack-resistant steel mesh, which is welded to the steel skeleton embedded in the concrete anchor block 12 to form an integral load-bearing grid.

[0031] The immense tensile force of the hydrological cable 30 is concentrated and transferred to the concrete anchor block 12 through the anchor plate 20. Stress concentration easily occurs in localized areas around the anchor plate 20, leading to radial micro-tensile cracks on the concrete surface. In this embodiment, a high-density crack-resistant steel mesh is laid across the entire outer surface of the concrete anchor block 12. This mesh is welded to the reinforcing steel skeleton embedded deep within the concrete anchor block 12. This internal and external interconnected reinforcement method integrates the surface crack-resistant steel mesh with the deep structural skeleton into an inseparable, integrated load-bearing space frame. When localized stress concentration occurs, the surface mesh can quickly disperse minute tensile stresses, limiting the spread of cracks. Simultaneously, the strong constraint provided by the internal skeleton further enhances the overall toughness and fatigue resistance of the concrete anchor block 12, significantly extending its service life under harsh working conditions.

[0032] Example 2 At the deepest end of the anchoring tunnel 10, it bifurcates in a Y-shape to form two blind tunnels 16, with an unexcavated natural rock pillar 17 remaining between the two blind tunnels 16; The face of the natural rock pillar 17 forms the working face, and the prestressed anchor rod 13 penetrates the natural rock pillar 17 for deep hole anchoring.

[0033] When the hydrological cable 30 is subjected to a huge axial pull-out force through the concrete anchor block 12, due to the presence of the two Y-shaped blind holes 16, the pull-out force is transformed into normal compressive stress on both sides of the central natural rock column 17 through the concrete anchor block 12. Taking advantage of the material mechanical property that the compressive strength of natural rock is much higher than its shear strength, the unidirectional tensile force is dispersed into a triaxial compression state of the deep rock column, thereby improving the ultimate pull-out bearing capacity of the hydrological cableway anchorage structure.

[0034] A flexible connection joint 18 is provided between the concrete anchor block 12 and the natural rock column 17.

[0035] In actual hydrological flow measurement operations, the operation, braking, or stagnation of the large-tonnage lead weight 40 can cause high-frequency, transient dynamic impact tension in the cable. If the concrete anchor block 12 is rigidly attached to the natural rock column 17, the impact stress wave will directly act on the tip of the natural rock column 17, which can easily cause fatigue fracture of the rock. In this embodiment, a flexible connection joint 18 is added at the interface between the concrete anchor block 12 and the natural rock column 17. The flexible connection joint 18 can be filled with high-damping polyurethane material or a specially made compressible pad. Under static conditions, the strong prestressing force applied by the prestressed anchor 13 will firmly press the concrete anchor block 12 onto the flexible joint 18, compacting and filling the microscopic unevenness of the rock surface, and eliminating stress concentration points through surface contact force transmission. When subjected to transient impact kinetic energy, the flexible joint 18 allows the concrete anchor block 12 to produce millimeter-level elastic micro-displacement, converting the destructive impact peak into the compressive strain energy of the cushion layer and dissipating it, thereby protecting the natural rock column 17 from damage by high-frequency dynamic loads.

[0036] The sidewall of the anchored tunnel 10 is provided with multiple circumferential excavation slots at intervals along the axial direction; the concrete lining 11 fills the circumferential excavation slots to form a multi-level bamboo-joint anti-shear tooth 19 that interlocks with the surrounding rock; a structural isolation joint is provided between the concrete lining 11 and the concrete anchor block 12.

[0037] In existing straight tunnel linings, the anti-slip force between concrete and surrounding rock mainly relies on the micro-friction and bonding forces between the contact surfaces. Once the shear stress borne by the interface exceeds its lower ultimate shear yield strength, the lining will experience overall interface debonding and slip failure. In this embodiment, when the bamboo-joint anti-shear teeth 19 exhibit a displacement tendency along the tunnel axis under secondary geological stress, due to the physical blocking effect of the sides of the bamboo-joint anti-shear teeth 19, the pure shear force originally parallel to the contact surface is forcibly transformed into normal compressive stress acting perpendicularly on the step surface of the circumferential excavation trench rock wall. This transforms the easily failed contact surface shear failure into high-bearing compressive failure of the deep surrounding rock, thereby exponentially increasing the overall anti-slip stiffness of the concrete lining 11 in the axial direction.

[0038] The shear-resistant teeth engage deeply with the surrounding rock, greatly increasing the contact area and roughness between the concrete lining 11 and the rock mass, thus improving the axial shear slip resistance of the concrete lining 11. In this embodiment, a structural isolation joint is clearly provided between the concrete lining 11 and the deep concrete anchor block 12. When the cable tension increases sharply, the concrete anchor block 12 can independently transfer the load to the prestressed anchor rod 13 and the deep rock mass, and even allow for axial micro-displacement within the allowable range under extreme conditions, without directly and rigidly transferring this destructive displacement tension to the concrete lining 11.

[0039] The hydrological cableway anchoring structure also includes a support assembly, which includes a support frame 21, a sliding member 22, a first buffer member 23, and a second buffer member 24. The support frame 21 is slidably mounted on the concrete lining 11 in a vertical direction, and the support frame 21 is provided with a first buffer 23 for limiting the vertical movement of the support frame 21. The sliding member 22 is slidably mounted on the support frame 21 along the axial direction of the anchored tunnel 10. A second buffer member 24 is provided behind the sliding member 22 to limit the sliding of the sliding member 22. The second buffer member 24 is mounted on the concrete lining 11.

[0040] As the lead weight 40 is being pulled to the storage position, it will first come into contact with the sliding member 22. The sliding member 22 can slide horizontally on the support frame 21 to compensate for the positional deviation of the lead weight 40 during retrieval. At this time, the lead weight 40 will press the support frame 21 downward under the action of gravity, and the first buffer member 23 will be gradually compressed to absorb the kinetic energy of the lead weight 40's descent and prevent the lead weight 40 from having a rigid collision with the support frame 21.

[0041] When the lead weight 40 is retracted into the anchoring tunnel 10 and comes into contact with the sliding member 22, due to inertia, the lead weight 40 will continue to slide forward a certain distance along the direction of the hydrological cable 30. During this process, the second buffer member 24 is compressed, converting the horizontal kinetic energy of the lead weight 40 into spring potential energy, thus playing a horizontal buffering role. The second buffer member 24 can be a spring.

[0042] The first buffer 23 and the second buffer 24 work together to absorb the impact energy of the lead weight 40 in the descent and forward directions, respectively, so that the lead weight 40 can be placed smoothly and accurately in the storage position.

[0043] The sliding member 22 is provided with an auxiliary plate 25 extending obliquely downward. The auxiliary plate 25 is used to support and guide the lead fish 40 when it is retracted into the anchoring tunnel 10.

[0044] The inclination angle of the auxiliary plate 25 can be set as needed, for example, 60°. When the lead weight 40 is pulled back into the tunnel, it is suspended on the hydrological cable 30. Due to its own weight, its bottom is lower than the upper surface of the sliding member 22. As the lead weight 40 moves inward, its bottom first contacts the inclined surface of the auxiliary plate 25. The auxiliary plate 25 is smooth and inclined. The traction force of the cable overcomes the weight component of the lead weight 40, allowing it to slide upward along the inclined surface of the auxiliary plate 25 and smoothly transition to the sliding member 22.

[0045] In this embodiment, the surface of the auxiliary plate 25 is polished and coated with polytetrafluoroethylene, resulting in a friction coefficient of less than 0.1, thus reducing wear on the bottom of the lead weight 40. The auxiliary plate 25 and the sliding member 22 are connected by a rounded transition to prevent sharp edges from damaging the outer shell of the lead weight 40.

[0046] The auxiliary plate 25 is provided with side baffles 26 on both sides. The projection of the side baffles 26 on the horizontal plane is V-shaped. The side with the larger opening between the two side baffles 26 faces the opening of the anchoring tunnel 10, and the side with the smaller opening faces the inside of the anchoring tunnel 10. The side baffles 26 can prevent the lead weight 40 from deviating from the predetermined path and sliding out of the auxiliary plate 25. They can also guide the lead weight 40 so that the axis of the lead weight 40 is close to the central axis of the sliding member 22.

[0047] The above description is merely an optional embodiment of the present invention and does not limit the patent scope of the present invention. Any equivalent structural transformations made using the contents of the present invention's specification and drawings under the inventive concept of the present invention, or direct / indirect applications in other related technical fields, are included within the patent protection scope of the present invention.

Claims

1. A hydrologic cableway anchoring structure, characterized by, include: An anchoring tunnel is excavated in the rock mass of the bank slope, and the inner wall of the anchoring tunnel is lined with concrete. A concrete anchor block is installed at the deepest point of the anchoring tunnel face, and the concrete anchor block is pre-embedded with an anchor plate for connecting the hydrological cable. A prestressed anchor rod, which passes through the concrete anchor block and is inserted into the stable rock mass behind the anchoring tunnel; A tie rod is provided, with one end anchored to the concrete lining and the other end inserted into the rock mass of the bank slope; the tie rod is arranged at an angle to the horizontal plane to enhance the overall embedment force between the concrete lining and the rock mass of the bank slope.

2. The hydrologic cableway anchoring structure of claim 1, wherein, The deepest end of the anchoring tunnel branches into two blind holes in a Y-shape, with an unexcavated natural rock pillar remaining between the two blind holes; The face facing the natural rock column forms the working face, and the prestressed anchor rod penetrates the natural rock column for deep hole anchoring.

3. The hydrological cableway anchoring structure as described in claim 2, characterized in that, A flexible connection joint is provided between the concrete anchor block and the natural rock column.

4. The hydrological cableway anchoring structure as described in claim 1, characterized in that, The sidewall of the anchored tunnel is provided with multiple circumferential excavation slots at intervals along the axial direction; the concrete lining fills the circumferential excavation slots to form a multi-level bamboo-joint anti-shear tooth that interlocks with the surrounding rock; a structural isolation joint is provided between the concrete lining and the concrete anchor block.

5. The hydrological cableway anchoring structure as described in claim 1, characterized in that, The axis of the inclined anchor rod forms an obtuse angle with the axial pull-out force direction of the hydrological cable; the entrance of the anchoring tunnel is surrounded by a locking anchor rod, which is driven vertically into the rock mass of the cliff wall at the entrance, and the axis of the locking anchor rod is parallel to the axis of the anchoring tunnel.

6. The hydrological cableway anchoring structure as described in claim 5, characterized in that, A cantilevered maintenance platform is provided on the outside of the tunnel entrance of the anchored tunnel. The root of the cantilevered maintenance platform is integrated with the concrete lining and the rock mass at the tunnel entrance. The end of the locking anchor rod is anchored inside the cantilevered maintenance platform.

7. The hydrological cableway anchoring structure as described in claim 1, characterized in that, It also includes a support assembly, which includes a support frame, a sliding member, a first buffer member, and a second buffer member; The support frame is slidably mounted on the concrete lining in a vertical direction, and the support frame is provided with a first buffer member for restricting the vertical movement of the support frame; The sliding member is slidably mounted on the support frame along the axial direction of the anchored tunnel. A second buffer member is provided behind the sliding member to restrict the sliding of the sliding member. The second buffer member is mounted on the concrete lining.

8. The hydrological cableway anchoring structure as described in claim 7, characterized in that, The sliding member is provided with an auxiliary plate extending obliquely downward, which is used to support and guide the lead fish when it is retracted into the anchoring tunnel.

9. The hydrological cableway anchoring structure as described in claim 1, characterized in that, The outer surface of the concrete anchor block is covered with a crack-resistant steel mesh, which is welded to the steel skeleton embedded inside the concrete anchor block to form an integral load-bearing grid.

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