Hydrological station cross-river cable mountain anchor device and design method

Abstract

This invention discloses a cross-river cable anchoring device and its design method for hydrological stations. Through a unique "dovetail-step" integrated concrete structure design, combined with a synergistic anchoring mechanism of deep bedrock anchors and shallow overburden reinforcement, a three-tiered "deep-shallow-flexible" anchoring system is formed. Its built-in multi-functional anchoring platform significantly improves the overall performance of the hydrological cableway anchoring system on the overburden slope. It greatly enhances the anchoring system's pull-out resistance, slip resistance, and overturning stability under long-term service conditions, ensuring the safe and reliable operation of the cableway, reducing dependence on bedrock outcrops for site selection, lowering exploration and construction difficulty, and broadening the range of available sites. It also reduces construction and maintenance costs, significantly improving the project's economic efficiency and practicality.

Description

Technical Field

[0001] This invention relates to the field of water conservancy and hydropower engineering technology, specifically to a cross-river cable anchor device and its design method for a hydrological station. Background Technology

[0002] Western my country boasts abundant hydropower resources, with numerous high dams and large reservoirs rising from the ground, continuously contributing to the country's clean energy power supply and the achievement of its "dual carbon" goals. In the early stages of project feasibility studies, to accurately monitor and collect river hydrological data, hydrological monitoring stations need to be constructed in advance along the river sections where the dams will be built. The cables (main cables) at these hydrological stations are the core load-bearing structure for constructing the cross-river cableway system. They are used to suspend and horizontally move hydrological measurement equipment (such as current meters and samplers) to designated vertical positions for operation. The anchorages on both banks are the foundation for ensuring the safety and stability of the entire system under flood impact. Due to the prevalence of high mountains and deep valleys in western China, with steep cliffs on both sides, and the inconvenience of transportation in the early stages of the project, relying entirely on the rock mass on both banks to construct the cross-river cableway system would present enormous challenges in anchoring the cables, resulting in high investment costs, significant construction difficulties, and substantial safety risks.

[0003] To address the above conditions, engineering construction typically selects anchorage points in the broad, gentle areas of the left and right banks. However, these broad, gentle riverbanks are generally covered by thick overburden layers, primarily composed of glacial deposits, colluvial deposits, and alluvial deposits, exhibiting prominent geological characteristics such as loose structure, uneven density, low shear strength, and susceptibility to hydraulic erosion. Traditional anchorage structures face the following technical challenges in such strata:

[0004] (1) Problem 1: Traditional gravity concrete anchors rely on their own weight to provide pull-out resistance, but in loose overburden, the anchoring force is easily reduced due to foundation compression and settlement. The shallow anchors that are usually used have insufficient effective anchoring length, making it difficult to fully exert the designed pull-out resistance, resulting in poor anchoring effect and frequent anchoring phenomena on both banks.

[0005] (2) Problem 2: Sudden rainstorms or changes in reservoir water level often cause changes in the seepage field of the riverbank, which leads to an increase in pore water pressure inside the cover layer, a decrease in the effective stress of the soil, and a weakening of the overall structural strength of the anchor foundation. In addition, seasonal freeze-thaw cycles further exacerbate the loosening of the soil, inducing the anchor body to tilt or slip, resulting in gradual instability.

[0006] (3) Problem 3: The continuous scouring of the bank slope toe by high-velocity water flow can cause the loss of soil at the anchor base, bringing the risk of scouring and erosion. For example, in 2013, the bank slope collapsed locally due to the impact of the "7.9" catastrophic flood. The flood washed away the sand and gravel layer at the anchor base, causing the anchor to overturn and the main cable to break.

[0007] To address the above deficiencies, modern engineering practice employs the following two countermeasures:

[0008] Countermeasure 1: Geological avoidance: This involves spending a lot of exploration costs to find bedrock outcrops for anchoring, which greatly limits the range of site selection and increases the difficulty of construction and operation.

[0009] Countermeasure two, passive reinforcement: simply increase the volume of the anchor body or the number of anchor bars (such as using a dense group of short anchor bolts). This method is not economical and is prone to forming a "strong component-weak foundation" system in deep overburden layers. For example, in 2020, the main anchor pier of the Tuotuohe Hydrological Station experienced a cumulative settlement of 12cm due to the migration of moisture from the active layer of permafrost, causing the main cable sag to deviate from the safety threshold.

[0010] In summary, modern cable anchoring devices based on rock slope design have three major technical defects: ① Rigid anchors are difficult to adapt to continuous compression and deformation of the overburden, easily resulting in interface voids and poor anchor-soil synergy; ② The anchor pier lacks protective backflow, allowing water to seep and erode along the anchor-soil contact surface, resulting in weak scour resistance; ③ Frequent monitoring and adjustment are required, increasing the total life-cycle cost and making maintenance highly dependent. Summary of the Invention

[0011] The purpose of this invention is to provide a cable anchor device and design method for hydrological stations across rivers, which can effectively overcome the effects of loose and deformed overburden foundations, hydraulic erosion, and freeze-thaw cycles. It provides reliable anchoring, stronger resistance to instability, convenient and quick construction, and low investment and operation and maintenance costs. It can provide a long-term safe and stable operation solution for the construction or renovation of hydrological stations in high mountain canyon areas and riverbanks with deep overburden.

[0012] The technical solution of the present invention: a cable anchor device for a hydrological station across a river, comprising a support structure, wherein the support structure is a dovetail-shaped concrete panel integrally cast from a bottom plate and a back plate;

[0013] The reinforcing structure is a stepped concrete block, integrally cast onto the back plate of the supporting structure, and distributed at inclined intervals;

[0014] A steel plate is embedded in the panel of the reinforced structure, and a pre-embedded steel anchor component is fixedly connected to the back of the steel plate.

[0015] The reinforcing bars are arranged at equal intervals in the support structure, and anchor cables are also arranged on the support structure.

[0016] Furthermore, the anchor cable includes an outer anchor block and an anchor cable line connected to the outer anchor block. The anchor cable line includes an anchor cable tensioning section and an inner anchor cable section.

[0017] Furthermore, the outer anchor block of the anchor cable is set on the surface of the back plate of the supporting structure, and the axis of the anchor cable line and the center line of the steel plate are in the same vertical plane in the vertical direction.

[0018] Furthermore, the steel plate and steel anchor components adopt a modular slot design, and the reinforcing bars are made of ribbed steel bars and arranged in a staggered or rectangular pattern.

[0019] A design method for a cross-river cable anchorage device for a hydrological station, employing a three-dimensional anchorage system combining deep anchorage with shallow reinforcement.

[0020] Deep anchoring: The anchor cable penetrates the overburden layer, and its inner anchor section extends 5m to 15m into the bedrock to provide core pull-out resistance;

[0021] Shallow reinforcement: The inserts anchor the support structure in the overburden layer, with their ends penetrating 1m to 3m into the bedrock to resist surface deformation and local instability. The inserts are designed to be implanted using acoustic vibration to avoid disturbance of the overburden layer.

[0022] Furthermore, in the supporting structure, the included angle A1 between the bottom plate and the back plate is 110° to 150°, and its value depends on the inclination of the bank slope; the included angle A2 between the vertical plane of the reinforcing structure and the back plate of the supporting structure satisfies A2 = A1 - 90°; the included angle A3 between the horizontal plane and the vertical plane of the reinforcing structure is 90°.

[0023] Furthermore, the width of the support structure is L1, which satisfies L1 = (2.0~3.0) * L6, where L6 is the vertical centerline spacing between the steel plates in two adjacent reinforcing structures, and L6 is determined by the horizontal spacing of the hydrological cableway ropes in the river section.

[0024] The thickness of the base plate is t1, and the length is L3, satisfying L3 = (0.5~1.5) * L1;

[0025] The back plate has a thickness of t2 and a length of L4, satisfying L4 = (0.5~2.0) * L1.

[0026] Furthermore, the width of the reinforcing structure is L2, satisfying L2 = 0.5 * L1; the length of the short right-angled side of the reinforcing structure is t3, ranging from 0.8m to 1.2m; the length of the long right-angled side is t4, satisfying t4 = t3 / tan(A2).

[0027] Furthermore, the length of the insert bar is t5, which is 6.0m to 15m. Its bottom end needs to penetrate into the bedrock 1.0m to 3.0m, and the length t6 of the top end embedded in the back plate satisfies t6 = (0.5 to 0.9) * t1, or t6 = (0.5 to 0.9) * t2;

[0028] The inserts are arranged in a staggered quincunx pattern or a rectangular dot pattern, with a longitudinal and transverse spacing L5 of 1.0m to 3.0m.

[0029] The inserts are made of ribbed threaded steel bars with a diameter of 25mm, 28mm or 32mm; the inserts located in the water level fluctuation zone are made of GFRP bars; the inserts located in saline-alkali or high-sulfur strata are made of epoxy-coated steel bars; and the ends of the inserts are provided with anti-corrosion sleeves depending on the environmental conditions.

[0030] Furthermore, the length M1 of the anchor cable tensioning section is greater than the thickness of the overburden layer it traverses; the length M2 of the inner anchor section of the anchor cable is 5.0m to 15.0m; the tonnage of the anchor cable is selected based on the tension of the cable system.

[0031] The beneficial effects of this invention are as follows: This invention utilizes a unique "dovetail-step" integrated concrete structure, combined with a synergistic anchoring mechanism of deep bedrock anchor cables and shallow overburden reinforcement, to form a three-tiered "deep-shallow-flexible" anchoring system. Its built-in multi-functional anchoring platform significantly enhances the overall performance of the overburden slope hydrological cableway anchoring system. It substantially improves the anchoring system's pull-out resistance, slip resistance, and overturning stability under long-term service conditions, ensuring the safe and reliable operation of the cableway. It reduces dependence on bedrock outcrops for site selection, lowers exploration and construction difficulty, and broadens the range of available sites. It reduces construction and maintenance costs, significantly improving the project's economic efficiency and practicality. Attached Figure Description

[0032] To more clearly illustrate the technical solutions in the specific embodiments of the present invention, the drawings used in the description of the embodiments 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 these drawings without creative effort.

[0033] Figure 1 This is a schematic diagram of the cross-river cable anchor device for a hydrological station;

[0034] Figure 2 yes Figure 1 Dimensioning diagram;

[0035] Figure 3 This is a side view of the cable-stayed anchorage device across the river at a hydrological station;

[0036] Reference numerals: 1—base plate; 2—back plate; 3—reinforcing structure; 4—inserted reinforcement; 5—steel plate; 6—embedded steel anchor component; 7—outer anchor block of anchor cable; 8—anchor cable tensioning section; 9—inner anchor section of anchor cable. Detailed Implementation

[0037] The present invention will be further described below with reference to the accompanying drawings and specific embodiments. However, it should not be construed that the scope of the subject matter of the present invention is limited to the following embodiments. All modifications, substitutions and alterations made based on ordinary technical knowledge and common practices in the art without departing from the above-described technical concept of the present invention are included within the scope of the present invention.

[0038] This invention discloses a cross-river cable anchor device and its design method for hydrological stations. This device effectively overcomes the effects of loose foundation deformation, hydraulic erosion, and freeze-thaw cycles, providing reliable anchoring, stronger resistance to instability, convenient and quick construction, low investment and operation / maintenance costs, and contributing to construction and long-term safe and stable operation. The cross-river cable anchor device for hydrological stations comprises four parts: a dovetail-shaped concrete support structure, a stepped concrete reinforcing structure 3, bottom backing reinforcement bars 4, and anchor cables. See attached diagram for details. Figure 1 As shown.

[0039] 1) The "dovetail-shaped" concrete support structure consists of a base plate 1 and a back plate 2. The concrete interior is reinforced with appropriate structural reinforcement according to the stress conditions. The "dovetail-shaped" concrete support structure and the "stepped" concrete reinforcement structure 3 are cast as a single unit. The entire concrete platform is anchored to the overburden layer by inserting reinforcing bars 4, with the ends of the anchor bars penetrating 1m to 3m into the rock. During the casting of the "stepped" concrete reinforcement structure 3, steel plates 5 and steel anchor components 6 must be pre-embedded. The anchor cable should penetrate the overburden layer, with its inner anchor section 9 placed in the bedrock to form a stable anchor point on the overburden slope. The outer anchor pier 7 of the anchor cable is located on the surface of the back plate of the "dovetail-shaped" concrete support structure, and the anchor cable axis should be in the same spatial plane vertically as the centerline of the steel plate 5 and the cable line.

[0040] 2) The included angle A1 between the bottom plate 1 and the back plate 2 of the "swallowtail-shaped" concrete support structure is recommended to be A1 = 110°~150°, depending on the slope inclination; the thickness t1 of the bottom plate 1 is recommended to be t1 = 0.8m~1.2m; the thickness t2 of the back plate 2 is recommended to be t1 = 0.8m~1.2m; the width L1 of the "swallowtail-shaped" concrete is recommended to be 2.0~3.0 times L6, where L6 is the vertical centerline distance between the steel plates in the two "step-shaped" concrete sections, which is determined by the horizontal spacing of the hydrological cableway ropes in the river channel cross-section; the length L3 of the bottom plate 1 is recommended to be 0.5~1.5 times L1, and the length L4 of the back plate is recommended to be 0.5~2.0 times L1, as shown in the attached figure. Figure 2 As shown.

[0041] 3) The angle A2 between the vertical plane of the "stepped" concrete reinforced structure 3 and the back plate of the "dovetail" concrete support structure is recommended to be A2 = A1 - 90°; the angle A3 between the horizontal and vertical planes of the "stepped" concrete reinforced structure 3 is recommended to be A3 = 90°; the width L2 of the "stepped" concrete is recommended to be L2 = 1 / 2L1; the length t3 of the shorter right-angled side of the "stepped" concrete is recommended to be t3 = 0.8m ~ 1.2m; the length t4 of the longer right-angled side of the "stepped" concrete is recommended to be t4 = t3 / tanA2. Figure 2 As shown.

[0042] 4) The recommended length of the reinforcing bars in the bottom backing plate is t5, which should be 6.0m to 15m. The bottom end needs to penetrate the rock by 1.0m to 3.0m, and the top end should be embedded in the bottom backing plate for a length of t6, which should be 0.5 to 0.9 times t1, or 0.5 to 0.9 times t2. The reinforcing bars can be arranged in a staggered, quincunx pattern or in a rectangular dotted pattern, with a spacing of L5, which should be 1.0m to 3.0m. The diameter of the reinforcing bars should be 25mm, 28mm, or 32mm, and they should be ribbed threaded steel. GFRP steel bars should be used in areas with varying water levels. Epoxy-coated steel bars should be used in saline-alkali / high-sulfur strata. Anti-corrosion sleeves can be added to the ends of the reinforcing bars depending on the environmental conditions. Figure 2 As shown.

[0043] 5) The anchor cable tensioning section length M1 should be greater than the thickness of the overburden layer through which the anchor cable passes. The anchor cable internal fixation section length M2 is recommended to be 3.0m to 8.0m. The anchor cable tonnage should be selected according to the tension of the cable system. (See attached...) Figure 2 As shown.

[0044] Technical Principles of the Invention

[0045] (1) The “dovetail-shaped” concrete support structure is composed of a base plate 1 and a back plate 2. Its unique dovetail-shaped design can effectively increase the contact area with the surrounding overburden layer, and improve the friction and anti-slip stability between the mountain anchor device and the overburden layer. At the same time, the “stepped” concrete reinforcement structure 3 is cast as an integral part of the “dovetail-shaped” concrete support structure, which further enhances the strength and stability of the overall structure. Before the “dovetail-shaped” base plate 1 is poured, a geomembrane waterproof layer should be laid to reduce the intrusion of freeze-thaw moisture. During the pouring process, by setting the dowel bar 4, the entire concrete platform is firmly anchored in the overburden layer on which it is located. The ends of the anchor bar penetrate into the rock layer, ensuring that the device can not only resist the tension generated by the cableway traction during long-term use, but also prevent the device from shifting or overturning. In addition, by adjusting the relative position of the “stepped” concrete reinforcement structure 3, the required cable system (including the lead fish main cable and radar cableway) can be set at any adjacent different horizontal positions and different elevations.

[0046] (2) During the pouring of the “stepped” reinforced concrete structure 3, steel plates 5 and steel anchor components 6 are embedded in advance. These embedded parts provide a foundation for the subsequent installation and fixing of anchor cables. The outer anchor block 7 of the anchor cable is set on the surface of the back plate of the “dovetail” concrete structure, and the anchor cable axis, the center line of the steel plate, and the cable line are in the same spatial plane in the vertical direction. This layout design ensures that the tension of the anchor cable can be evenly transmitted to the concrete structure and the overlay layer, while realizing effective traction and stable support for the cableway.

[0047] (3) The “dovetail” concrete support structure and the “stepped” concrete reinforcement structure 3 are cast together. The “dovetail” design (the bottom plate and the back plate form an angle of 110° to 150°) significantly increases the contact area and interlocking depth with the loose cover layer, greatly improving the frictional resistance and anti-slip ability between the device and the foundation, and solving the problem of voiding and settlement caused by the “poor synergy” between the traditional rigid anchor body and the easily deformable cover layer.

[0048] (4) Deep-shallow synergistic anchoring system:

[0049] 1) Deep anchoring: The anchor cable penetrates the overburden layer, and the inner anchor section 9 extends 5m to 15m into the bedrock to provide core pull-out resistance and ensure long-term stability.

[0050] 2) Shallow reinforcement: Four reinforcing bars, 6m to 15m long, are inserted into the bottom back slab to anchor the entire concrete platform into the overburden layer. Their ends penetrate 1m to 3m into the bedrock, effectively resisting surface deformation and local instability. The staggered / rectangular arrangement and ribbed design of the reinforcing bars further enhance the anchor-soil integrity. It is recommended to use sonic vibration for insertion to avoid disturbing the overburden layer.

[0051] By combining deep anchor cables (bedrock anchoring) with shallow reinforcing bars (overburden reinforcement), a three-dimensional anchoring system that combines rigidity and flexibility is formed. This solves the problem of void failure caused by the rigidity of traditional anchoring devices and loose overburden, which leads to the problem of "strong components - weak foundation".

[0052] (5) Integrated multi-functional anchoring platform

[0053] The "stepped" structure not only enhances overall rigidity and stability, but its stepped design (steel plates / steel components) also allows for the flexible installation of multiple cable systems (main cables, radar cables, etc.) at adjacent locations with different elevations / levels. The steel plate 5 and the steel anchor component 6 adopt a modular slot design, allowing for the later addition / replacement of cable systems (such as adding a radar cableway).

[0054] This design makes the device a "scalable anchoring hub," adaptable to the evolution of hydrological monitoring technologies (such as the potential to equip it with drone charging stations in the future). Meanwhile, the integrated casting of the entire concrete structure and its rational shape (such as the base plate extension length L3) itself constitute a physical barrier, effectively dispersing slope water flow, reducing the risk of direct scouring and erosion of the anchor base and surrounding soil, and enhancing its resistance to hydraulic erosion and freeze-thaw cycles.

[0055] In summary, this invention, through a unique "dovetail-step" integrated concrete structure design, combined with a synergistic anchoring mechanism of deep bedrock anchor cables and shallow overburden reinforcement, forms a three-tiered "deep-shallow-flexible" anchoring system. Its built-in multi-functional anchoring platform significantly enhances the overall performance of the overburden slope hydrological cableway anchoring system. It substantially improves the anchoring system's pull-out resistance, slip resistance, and overturning stability under long-term service conditions, ensuring the safe and reliable operation of the cableway. It reduces dependence on bedrock outcrop site selection, lowers exploration and construction difficulty, and broadens the range of site options. It reduces construction and maintenance costs, significantly improving the project's economic efficiency and practicality.

[0056] Application scenarios

[0057] The invention is mainly applied to four categories of applications: hydrological station cableway systems, water conservancy engineering measurement and monitoring, river flow measurement facilities, and other similar bank slope anchoring needs.

[0058] The first category is the hydrological station cableway system. This system is suitable for various hydrological stations on overburden slopes, especially those requiring cableways for traction of hydrological observation equipment and data acquisition and transmission. It provides stable anchor points for the cableway, ensuring its stable operation under complex natural conditions and guaranteeing accurate acquisition of hydrological data.

[0059] The second category is water conservancy engineering surveying and monitoring. It can be applied to the anchoring of temporary or long-term surveying cables in water conservancy engineering construction, such as the stability support of cables in scenarios like deformation monitoring during dam construction and reservoir water level measurement, helping to improve the accuracy of engineering surveying and safety monitoring.

[0060] The third category is river flow measurement facilities. These facilities are suitable for stations where flow measurement is carried out using the cableway method in river flow measurement. They provide reliable assurance for the stable operation of the flow measurement cableway, improve the accuracy and reliability of flow measurement data, and are of great significance for river hydrological characteristic research and flood warning.

[0061] The fourth category includes other similar bank slope anchoring needs. This can be extended to other scenarios with high requirements for bank slope stability and similar overburden geological conditions, such as anchoring projects on some mountain slopes, monitoring cables for reservoir bank landslides, and anchoring of communication or power cables near water areas, providing support for the stable construction and long-term use of various cable systems.

[0062] The foregoing has provided a detailed description of a cross-river cable anchor device and its design method for hydrological stations provided by this invention. Specific examples have been used to illustrate the structure and working principle of this invention. The descriptions of the embodiments above are merely for the purpose of helping to understand the method and core ideas of this invention. It should be noted that those skilled in the art can make various improvements and modifications to this invention without departing from its principles, and these improvements and modifications also fall within the scope of protection of the claims of this invention.

Claims

1. A cable-stayed anchor device for a hydrological station across a river, characterized in that: It includes a support structure and a reinforcing structure (3), wherein the support structure is a dovetail-shaped concrete panel integrally cast from a bottom plate (1) and a back plate (2) at an obtuse angle; The reinforcing structure (3) is a stepped concrete structure, integrally cast on the back plate (2) of the supporting structure, and distributed at stepped intervals along the height direction of the back plate (2); A steel plate (5) is embedded in the panel of the reinforcing structure (3), and a pre-embedded steel anchor component (6) is fixedly connected to the back of the steel plate (5). The reinforcing bars (4) pass through the support structure and are anchored into the lower overburden and bedrock. The reinforcing bars (4) are arranged at equal intervals in the support structure, and anchor cables are also arranged on the support structure.

2. The hydrological station cross-river cable anchor device according to claim 1, characterized in that: The anchor cable includes an outer anchor block (7) and an anchor cable line connected to the outer anchor block (7). The anchor cable line includes an anchor cable tensioning section (8) and an inner anchor cable section (9).

3. The hydrological station cross-river cable anchor device according to claim 2, characterized in that: The anchor pier (7) of the anchor cable is set on the surface of the back plate (2) of the supporting structure, and the axis of the anchor cable line and the center line of the steel plate (5) are in the same vertical plane in the vertical direction.

4. The hydrological station cross-river cable anchor device according to claim 1, characterized in that: The steel plate (5) and the steel anchor component (6) adopt a modular slot design, and the reinforcing bar (4) adopts ribbed steel bars and is arranged in a plum blossom or rectangular shape.

5. The design method for the cross-river cable anchorage device of a hydrological station according to any one of claims 1-4, characterized in that: A three-dimensional anchoring system combining deep anchoring and shallow reinforcement is adopted. Deep anchoring: The anchor cable penetrates the overburden layer, and its inner anchor section (9) extends 5m to 15m into the bedrock to provide core pull-out resistance; Shallow reinforcement: The insert (4) anchors the support structure in the overburden layer, with its end penetrating 1m to 3m into the bedrock to resist surface deformation and local instability. The insert (4) is designed to be implanted using the acoustic vibration method to avoid disturbance of the overburden layer.

6. The design method of the cross-river cable anchor device for hydrological stations according to claim 5, characterized in that: In the supporting structure, the angle A1 between the bottom plate (1) and the back plate (2) is 110° to 150°, and its value depends on the inclination of the bank slope; the angle A2 between the vertical plane of the reinforcing structure (3) and the back plate (2) of the supporting structure satisfies A2 = A1 - 90°; the angle A3 between the horizontal plane and the vertical plane of the reinforcing structure (3) is 90°.

7. The design method of the cross-river cable anchor device for hydrological stations according to claim 6, characterized in that: The width of the support structure is L1, which satisfies L1 = (2.0~3.0) * L6, where L6 is the vertical centerline distance between the steel plates (5) in two adjacent reinforcing structures (3), and L6 is determined by the horizontal spacing of the hydrological cableway ropes in the river section. The thickness of the base plate (1) is t1, and the length is L3, satisfying L3 = (0.5~1.5) * L1; The thickness of the back plate (2) is t2 and the length is L4, satisfying L4 = (0.5~2.0) * L1.

8. The design method for the cross-river cable anchor device of a hydrological station according to claim 6 or 7, characterized in that: The width of the reinforcing structure (3) is L2, which satisfies L2 = 0.5 * L1; the length of the short right-angled side of the reinforcing structure (3) is t3, which takes a value of 0.8m to 1.2m; the length of the long right-angled side is t4, which satisfies t4 = t3 / tan(A2).

9. The design method of the cross-river cable anchor device for hydrological stations according to claim 5, characterized in that: The length of the insert (4) is t5, which is 6.0m to 15m. Its bottom end needs to penetrate into the bedrock 1.0m to 3.0m. The length t6 of the top end embedded in the back plate (2) satisfies t6 = (0.5 to 0.9) * t1 or t6 = (0.5 to 0.9) * t2. The inserts (4) are arranged in a staggered plum blossom pattern or a rectangular dot pattern, with a longitudinal and transverse spacing L5 of 1.0m to 3.0m. The insert (4) is made of ribbed threaded steel bar with a diameter of 25mm, 28mm or 32mm; the insert (4) located in the water level fluctuation zone is made of GFRP bar; the insert (4) located in the saline-alkali or high-sulfur strata is made of epoxy coated steel bar; the end of the insert (4) is provided with anti-corrosion sleeve.

10. The design method of the cross-river cable anchor device for hydrological stations according to claim 5, characterized in that: The length M1 of the anchor cable tensioning section (8) is greater than the thickness of the overburden layer it passes through; the length M2 of the inner anchor section (9) of the anchor cable is 5.0m to 15.0m; the tonnage of the anchor cable is selected according to the tension of the cable system.

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