In-situ anchoring method for boulder outcrop landform equipment foundation

Abstract

The invention discloses an in-situ anchoring method for a boulder outcrop landform equipment foundation, which comprises the following steps: step S1, geological exploration and boulder distribution diagram drawing are carried out, and a boulder outcrop distribution diagram and a lithology database are obtained; s2, carrying out analysis and inversion on a map equipment load stress model; screening candidate anchor points in the geographic information system platform according to a preset rule; establishing a single rock ultimate pulling resistance model according to the physical and mechanical parameters of the rock; inversion is carried out according to a wind load control + earthquake combination principle; s3, drilling construction is carried out; s4, the expanded head anchor rod is installed; s5, filling a chemical anchoring agent; step S6, surface treatment and protection; according to the scheme, ecological disturbance is small, large-scale excavation or boulder breaking is not needed, and earth surface vegetation and landform are basically kept in the original state; the construction efficiency is high, drilling and anchoring are integrally constructed, and the method is suitable for various topographic conditions; and the anchoring performance is excellent, and the double mechanisms of expanding head and chemical anchoring provide high pulling resistance and shearing resistance.

Description

Technical Field

[0001] This invention relates to the field of geotechnical engineering and renewable energy infrastructure, and in particular to an in-situ anchoring method for equipment foundations in rock outcrop terrain, applicable to the stable installation of solar photovoltaic, wind power and other equipment in rock outcrop areas. Background Technology

[0002] Isolated rock outcrops are widely distributed in China, especially in the Qinghai-Tibet Plateau, the arid northwest, North China, and the southeast coast, often accompanied by varying degrees of weathering. These regions are also rich in solar and wind energy resources, possessing favorable conditions for developing renewable energy. Currently, conventional solar photovoltaic and wind power foundation construction often employs a method of surface clearing and breaking up boulders, followed by the installation of micro-hole cast-in-place piles at designed intervals. However, this method has the following problems: 1. The hardness of isolated boulders makes construction difficult: Breaking isolated boulders requires large-scale machinery and equipment, resulting in low construction efficiency and high costs.

[0003] 2. Severe ecological damage: The ecosystem in the area where the isolated rock is exposed is fragile, and surface disturbance can easily lead to ecological degradation or even catastrophic consequences.

[0004] 3. Long construction period and poor adaptability: Due to geological conditions, the construction period is generally long and the adaptability to complex terrain is poor.

[0005] 4. Difficulty in ensuring foundation stability: Traditional cast-in-place piles have unstable anchoring effects in isolated rock areas, making it difficult to meet long-term operation requirements.

[0006] Existing technologies generally adopt the "straight hole + full-length grouting / prestressing + concrete cap" model, which requires the removal or breaking of exposed boulders, resulting in significant ecological disturbance. Only CN222413106U and CN104963355A mention the concept of "enlargement," but the enlarged part is in the cap or the staged anchoring section, rather than the "enlarged head at the bottom of the hole," and still relies on large-scale excavation.

[0007] Therefore, there is an urgent need for a construction technology for equipment foundations that minimizes ecological disturbance, is easy to construct, and has reliable anchoring, in order to adapt to the special geological conditions of isolated rock outcrops. Summary of the Invention

[0008] The purpose of this invention is to provide an in-situ anchoring method for equipment foundations in isolated rock outcrop terrain, addressing the aforementioned shortcomings. This method solves the problems of high construction difficulty, severe ecological damage, and poor anchoring effect in existing technologies, achieving low-impact, high-efficiency, and high-stability equipment installation foundation construction.

[0009] This invention is achieved through the following scheme: A method for in-situ anchoring of equipment foundations in isolated rock outcrop terrain includes the following steps: Step S1: Geological exploration and mapping of isolated boulders. An integrated air-space-ground exploration was conducted to obtain a map of isolated boulder outcrops and a lithological database. Step S2: Analyze and invert the load-bearing model of the map device; select candidate anchor points in the geographic information system platform according to predetermined rules; establish a single rock ultimate pull-out force model based on the physical and mechanical parameters of the rock; and invert the load according to the principle of "wind load control + earthquake combination". Step S3, drilling construction; Step S4: Install the enlarged head anchor bolt; Step S5, chemical anchoring agent injection; Step S6, Surface treatment and protection.

[0010] Step S1 specifically includes the following steps: Step S11: A digital elevation model is acquired using a low-altitude UAV lidar to delineate exposed boulders; vegetation cover is retrieved using airborne multispectral inversion to delineate ecologically sensitive areas as "zero-disturbance red lines"; and ground-penetrating radar grid scanning is used to analyze the burial depth and fissure density data of the top surface of the boulders. Step S12: Core sampling is performed on a typical isolated rock to obtain the physical and mechanical parameters of the rock; Step S13: Establish a local database of "isolated rock lithology-strength-anchoring force" for one-click matching of hole depth, hole type, and anchor bolt model.

[0011] The physical and mechanical parameters are compressive strength, elastic modulus, and degree of weathering.

[0012] In step S2, specifically, after completing the distribution map of isolated rock outcrops and the lithological database, candidate anchor points are selected in batches within the geographic information system platform according to the three initial criteria of "spacing ≥ 1.5 m, top surface exposure ≥ 0.5 m², and coverage of ecologically sensitive areas ≥ 60%", and a single rock ultimate pull-out force model is established based on the saturated compressive strength and rock mass integrity coefficient obtained from the core test.

[0013] The specific model is as follows: Fu = 0.5πDbLbτr + πDtLtτe + πDbHbσc tanφ In the formula: Db, Lb—diameter and height of the enlarged head, in meters, formed in one step by a variable cross-section rotary drill; τr = 0.2√Rc—equivalent shear strength of the rock mass, in MPa, 0.8-1.2 MPa for weathered granite in plateau regions; Dt, Lt—diameter and length of the straight hole section; τe—bond strength between the chemical agent and the rock wall, 3 MPa for vinyl ester systems; Hb, σc, φ—projected height of the conical surface of the enlarged head, uniaxial compressive strength of the rock mass, and internal friction angle, used to account for the additional pull-out component of the conical surface.

[0014] In the inversion process, specifically, the load calculation is performed according to the principle of "wind load control + seismic combination". For photovoltaic brackets, a single column cantilever model is adopted: the basic wind pressure w0 is taken as once every 50 years according to GB 50009-2012, and multiplied by 1.3 gust coefficient for plateau areas; the wind-receiving area A = module length × column spacing × sinθ; the lever arm h = height difference from the center of the module to the anchor point.

[0015] The design axial force Nd and bending moment Md at the column base are respectively: Nd = γgG + γww0A sinθMd = γww0A h cosθ Where G is the self-weight of the column and components, γg=1.2, γw=1.4; if the array is arranged with n=1, then the pull-out resistance requirement of a single anchor is: Fd = Md / r Nd r is the distance from the anchor point to the center of the column, in meters; the safety factor K = Fu / Fd ≥ 1.8 is required; if it is not met, the GIS will automatically add an enlarged head diameter of 10 mm or a hole depth of 0.1 m and iterate again until all anchor points meet the standard synchronously. For the wind turbine foundation, the bending moment M0 at the bottom of the tower is decomposed into tension / compression of the anchor group, using the assumption of "uniform circumferential distribution + rigid plate": F i = M0r i / Σr i ² Maximum tensile force F of a single anchor bolt i,max The corresponding design value must satisfy F u ≥ 1.8F i,max If only some anchor points can be provided in the exposed area of ​​the isolated rock, the remaining missing locations will adopt a "rock-soil combination" transition scheme, but the rock side anchoring capacity will still be checked with the above formula to ensure overall anti-overturning.

[0016] In step S3, specifically, the drilling operation is performed according to the following requirements: Drilling rig: Handheld hydraulic rock drill capable of operating on 45° slopes; Drill pipe: hollow hexagonal steel, with internal water cooling and slag removal; Drill bit: Two-stage eccentric vane structure, the vanes are gradually thrown out after reaching the design depth, and as the hole is swept to the enlarged hole diameter, a tapered gradually expanding cavity is formed; Hole depth: Drilled according to the calculation requirements of the equipment foundation; The height h of the enlarged head at the bottom of the hole is ≥ 0.3 times the hole depth, ensuring that the length of the mechanical engagement section is ≥ 200 mm.

[0017] The following methods are used to control the quality of hole formation: Hole inclination deviation ≤2%, bottom sediment ≤5 mm; After the cavity is expanded, it is rotated and flushed in situ for 60 seconds to prevent rock powder from reducing the interfacial bonding strength. A 5cm high PVC casing is installed at the orifice to prevent subsequent chemical spills from polluting the ground.

[0018] In step S5, the chemical anchoring agent infusion specifically includes the following steps: Step S51, chemical reagent preparation, prepared according to the following material ratio: Resin: 65% vinyl ester, 3% SiO2 nanofiller, 18% interfacial shear enhancement; Curing agent: 1.2% methyl ethyl ketone peroxide, 0.3% Co naphthalate accelerator, initial setting time 8 min, final setting time 25 min, 25℃. For high-altitude and low-temperature environments, add 2% dimethylaniline to ensure curing at 0℃. Environmental indicators: Styrene volatilization ≤50g / L, less than half of the limit in GB30982-2020; heavy metal leaching after curing is less than the Class I groundwater standard; Step S51, glue injection operation, adopts the "bottom hole glue injection + air venting" method, the glue tube is extended to the bottom of the hole, and glue is injected while being pulled out to ensure continuous glue; The amount of adhesive injected should be controlled at 1.1 times the theoretical cavity volume. Any excess adhesive should be collected within 5cm of the casing at the orifice opening and should not flow into the surrounding soil. After the colloid has cured, 5% of the anchor rods are randomly selected on site for pull-out tests. The ultimate pull-out force is required to be ≥1.5 times the design value, the displacement is ≤1mm, and the load is held for 10min.

[0019] In step S6, the surface treatment and protection specifically includes the following steps: Step S61: The orifice is sealed with a 1:1 modified polyurethane / surface original color rock powder to form a "rock texture" sealing cap with a thickness of 5mm. After 1000h of UV aging, the color difference ΔE is ≤1.5 and the visual fusion degree is >90%. A 2mm thick HDPE anti-seepage ring is installed under the sealing cap to prevent rainwater from seeping into the chemical agent interface along the pole.

[0020] Step S61: Rapid restoration of microhabitat. Spray biological crust spore suspension within 20cm around the hole. A 1mm thick biological crust is formed in 30 days, increasing the surface erosion modulus by 3 times. A biodegradable coconut fiber blanket is laid in the area compacted by construction footprints. The degradation rate is >90% in 180 days, and the vegetation coverage recovers to over 90% within one year.

[0021] In summary, due to the adoption of the above technical solution, the beneficial effects of the present invention are: 1. This solution minimizes ecological disturbance: no large-scale excavation or rock breaking is required, and the surface vegetation and landform remain largely intact; 2. High construction efficiency: integrated drilling and anchoring construction, suitable for various terrain conditions; 3. Superior anchoring performance: a dual mechanism of enlarged head + chemical anchoring provides high pull-out and shear strength; 4. Strong environmental adaptability: suitable for complex geological environments such as high altitude, drought, and severe weathering; 5. Good economic efficiency: reduces earthwork and concrete usage, lowering construction costs. Attached Figure Description

[0022] Figure 1 This is a flowchart of the entire invention. Detailed Implementation

[0023] All features disclosed in this specification, or all steps in all disclosed methods or processes, may be combined in any way, except for mutually exclusive features and / or steps.

[0024] Any feature disclosed in this specification (including any appended claims and abstract) may be replaced by other equivalent or similar features, unless specifically stated otherwise. That is, unless specifically stated otherwise, each feature is merely one example of a series of equivalent or similar features.

[0025] In the description of this invention, it should be understood that the terms "upper", "lower", "left", "right", 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 this 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 this invention.

[0026] Furthermore, the terms "first," "second," etc., are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of technical features indicated. Therefore, a feature defined with "first," "second," etc., may explicitly or implicitly include one or more of that feature.

[0027] Example 1 like Figure 1 As shown, the present invention provides a technical solution: A method for in-situ anchoring of equipment foundations in isolated rock outcrop terrain includes the following steps: Step S1: Geological exploration and mapping of isolated boulders. An integrated air-space-ground exploration was conducted to obtain a map of isolated boulder outcrops and a lithological database. Step S2: Analyze and invert the load-bearing model of the map device; select candidate anchor points in the geographic information system platform according to predetermined rules; establish a single rock ultimate pull-out force model based on the physical and mechanical parameters of the rock; and invert the load according to the principle of "wind load control + earthquake combination". Step S3, drilling construction; Step S4: Install the enlarged head anchor bolt; Step S5, chemical anchoring agent injection; Step S6, Surface treatment and protection.

[0028] Step S1 specifically includes the following steps: Step S11: A digital elevation model is acquired using a low-altitude UAV lidar to delineate exposed boulders; vegetation cover is retrieved using airborne multispectral inversion to delineate ecologically sensitive areas as "zero-disturbance red lines"; and ground-penetrating radar grid scanning is used to analyze the burial depth and fissure density data of the top surface of the boulders. Step S12: Core sampling is performed on a typical isolated rock to obtain the rock's physical and mechanical parameters (such as compressive strength, elastic modulus, degree of weathering, etc.). Step S13: Establish a local database of "isolated rock lithology-strength-anchoring force" for one-click matching of hole depth, hole type, and anchor bolt type in the future; In step S2, specifically, after completing the distribution map of isolated rock outcrops and the lithological database, candidate anchor points are batch-screened within the geographic information system platform according to three initial criteria: "spacing ≥ 1.5 m, top surface exposure ≥ 0.5 m², and ecologically sensitive area coverage ≥ 60%". A single rock ultimate pull-out force model is then established based on Rc (saturated compressive strength) and Kv (rock mass integrity coefficient) obtained from core tests. The specific model is as follows: Fu = 0.5πDbLbτr + πDtLtτe + πDbHbσc tanφ (1) Where: Db, Lb—diameter and height of the enlarged head (m), formed in one step by a variable cross-section rotary drill; τr = 0.2√Rc—equivalent shear strength of the rock mass (MPa), 0.8-1.2 MPa for weathered granite in the plateau region; Dt, Lt—diameter and length of the straight hole section; τe—bonding strength between the chemical agent and the rock wall, 3 MPa for the vinyl ester system (average value of indoor pull-out test); Hb, σc, φ—projected height of the conical surface of the enlarged head, uniaxial compressive strength of the rock mass, and internal friction angle, used to account for the additional pull-out component of the conical surface.

[0029] In the inversion process, specifically, the load calculation is performed according to the principle of "wind load control + seismic combination". For photovoltaic brackets, a single column cantilever model is adopted: the basic wind pressure w0 is taken as once every 50 years according to GB 50009-2012, and multiplied by 1.3 gust coefficient for plateau areas; the wind-receiving area A = module length × column spacing × sinθ (tilt angle); the lever arm h = height difference from the center of the module to the anchor point.

[0030] The design axial force Nd and bending moment Md at the column base are respectively: Nd = γgG + γww0A sinθMd = γww0A h cosθ (2) Where G is the self-weight of the column and components, γg=1.2, γw=1.4; if the array adopts an n=1 (single column, single anchor) arrangement, then the pull-out resistance requirement of a single anchor is: Fd = Md / r Nd r is the distance from the anchor point to the center of the column (m, usually 0.15 m); the safety factor K = Fu / Fd ≥ 1.8 is required; if it is not met, the GIS will automatically add an enlarged head diameter of 10 mm or a hole depth of 0.1 m and reiterate until all anchor points meet the standard synchronously.

[0031] For the wind turbine foundation, the bending moment M0 at the bottom of the tower is decomposed into tension / compression of the anchor group, using the assumption of "uniform circumferential distribution + rigid plate": F i = M0r i / Σr i ²(3) Maximum tensile force F of a single anchor bolt i,max The corresponding design value must satisfy F u ≥ 1.8F i,max If only some anchor points can be provided in the exposed area of ​​the isolated rock, the remaining missing locations will adopt a "rock-soil combination" transition scheme, but the rock side anchoring capacity will still be checked with Formula 1 to ensure overall resistance to overturning.

[0032] Through the above inversion, a matching list of "isolated rock-anchor bolt-hole type" is generated during the exploration stage, enabling one-time hole drilling with zero changes, shortening the construction cycle by 40%, and ensuring a 30-year design safety under different wind zones such as plateau and coastal areas.

[0033] In step S3, specifically, the drilling operation is performed according to the following requirements: Drilling rig: Handheld hydraulic rock drill capable of operating on 45° slopes; Drill pipe: hollow hexagonal steel, with internal water cooling and slag removal; Drill bit: Two-stage eccentric vane structure, the vanes are gradually thrown out after reaching the design depth, and as the hole is swept to the enlarged hole diameter, a tapered gradually expanding cavity is formed; Hole depth: Drilled according to the calculation requirements of the equipment foundation; The height h of the enlarged head at the bottom of the hole is ≥ 0.3 times the hole depth, ensuring that the length of the mechanical engagement section is ≥ 200 mm.

[0034] The following methods are used to control the quality of hole formation: Hole inclination deviation ≤2%, bottom sediment ≤5 mm (using side blowing + slag extraction dual process); After the cavity is expanded, it is rotated and flushed in situ for 60 seconds to prevent rock powder from reducing the interfacial bonding strength. A 5cm high PVC casing is installed at the orifice to prevent subsequent chemical spills from polluting the ground.

[0035] In step S4, specifically, the material of the expanded head anchor rod is hot-rolled ribbed HRB500E, with a yield strength of not less than 500MPa and an elongation after fracture of ≥15%, which meets the requirements for high-altitude seismic resistance. The entire length of the rod is coated with a 250μm epoxy layer, which is resistant to salt spray for 1000 hours and is suitable for environments with brine return and salt spray.

[0036] The bottom expansion mechanism features three-lobed alloy steel winglets, with the folded outer diameter being smaller than the unfolded outer diameter. Deployment trigger: After the rod is lowered into place, lift it up slightly. The blades will automatically open under their own weight and the action of the cone surface at the bottom of the hole, forming a "barb" effect. The surface of the blade is laser-clad with WC particles, with a hardness of HRC58, which improves its shear and wear resistance.

[0037] The top connection features a 150mm exposed section with an M24 thread, and is equipped with double nuts and ball washers. It can be leveled by ±5° to absorb bracket installation errors. The threaded section is hot-dip galvanized to 65μm and overlaps with the epoxy coating by 50mm to form a "composite anti-corrosion section," ensuring a 30-year design life.

[0038] Of course, the enlarged head anchor bolt can also be implemented using existing structures without affecting the implementation of this solution.

[0039] In step S5, the chemical anchoring agent infusion specifically includes the following steps: Step S51, chemical reagent preparation, prepared according to the following material ratio: Resin: 65% vinyl ester, 3% SiO2 nanofiller, 18% interfacial shear enhancement; Curing agent: 1.2% methyl ethyl ketone peroxide, 0.3% Co naphthalate accelerator, initial setting time 8 min, final setting time 25 min (25℃), add 2% dimethylaniline in high-altitude and low-temperature environments to ensure curing at 0℃; Environmental indicators: Styrene volatilization ≤50g / L, less than half of the limit in GB30982-2020; heavy metal leaching after curing is less than the Class I groundwater standard; Step S51, glue injection operation, adopts the "bottom hole glue injection + air venting" method, the glue tube is extended to the bottom of the hole, and glue is injected while being pulled out to ensure continuous glue; The amount of adhesive injected should be controlled at 1.1 times the theoretical cavity volume. Any excess adhesive should be collected within 5cm of the casing at the orifice opening and should not flow into the surrounding soil. After the colloid has cured, 5% of the anchor rods are randomly selected on site for pull-out tests. The ultimate pull-out force is required to be ≥1.5 times the design value, and the displacement is ≤1mm (holding load for 10min).

[0040] In step S6, the surface treatment and protection specifically includes the following steps: Step S61: The orifice is sealed with a 1:1 modified polyurethane / surface original color rock powder to form a "rock texture" sealing cap with a thickness of 5mm. After 1000h of UV aging, the color difference ΔE is ≤1.5 and the visual fusion degree is >90%. A 2mm thick HDPE anti-seepage ring is installed under the sealing cap to prevent rainwater from seeping into the chemical agent interface along the pole.

[0041] Step S61: Rapid restoration of microhabitat. Spray biological crust spore suspension (cyanobacteria + lichen) within 20cm around the hole. A 1mm thick biological crust is formed in 30 days, increasing the surface erosion modulus by 3 times. The area compacted by construction footprints is covered with biodegradable coconut fiber blankets (degradation rate >90% in 180 days), and the vegetation coverage will recover to more than 90% within one year, meeting the Class A standard of the "Mine Ecological Restoration Specification".

[0042] Example 2 Taking a photovoltaic project in Yanyuan County, Qinghai-Tibet Plateau as an example, the construction area features an outcrop of isolated boulders. The rock is moderately weathered granite with a compressive strength of approximately 80 MPa. The distribution of isolated boulders was identified using GPR (Gas Reduction) detection, and core samples were taken from typical boulders. Based on the load calculations for the photovoltaic support structure, each column required an anchoring force of no less than 50 kN. Variable cross-section holes ranging from Φ80 mm to Φ120 mm were drilled into the boulders at a depth of 1.2 m using a rotary drill. After inserting enlarged head anchor bolts, high-strength epoxy anchoring agent was injected. Pull-out tests after curing showed that the anchoring force reached 65 kN, meeting the design requirements. No surface vegetation was damaged during construction, and the construction time was shortened by approximately 40%.

[0043] The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions, and improvements made within the spirit and principles of the present invention should be included within the protection scope of the present invention.

Claims

1. A method for in-situ anchoring of equipment foundations in isolated rock outcrop terrain, characterized in that, Includes the following steps: Step S1: Geological exploration and mapping of isolated boulders. An integrated air-space-ground exploration was conducted to obtain a distribution map of isolated boulder outcrops and a lithological database. Step S2: Analyze and invert the load-bearing model of the map device; select candidate anchor points in the geographic information system platform according to predetermined rules; establish a single rock ultimate pull-out force model based on the physical and mechanical parameters of the rock; and invert the load according to the principle of "wind load control + earthquake combination". Step S3, drilling construction; Step S4: Install the enlarged head anchor bolt; Step S5, chemical anchoring agent injection; Step S6, Surface treatment and protection.

2. The in-situ anchoring method for equipment foundations in isolated rock outcrop terrain as described in claim 1, characterized in that: Step S1 specifically includes the following steps: Step S11: A digital elevation model is acquired using a low-altitude UAV lidar to delineate exposed boulders; vegetation cover is retrieved using airborne multispectral inversion to delineate ecologically sensitive areas as "zero-disturbance red lines"; and ground-penetrating radar grid scanning is used to analyze the burial depth and fissure density data of the top surface of the boulders. Step S12: Core sampling is performed on a typical isolated rock to obtain the physical and mechanical parameters of the rock; Step S13: Establish a local database of "isolated rock lithology-strength-anchoring force" for one-click matching of hole depth, hole type, and anchor bolt model.

3. The in-situ anchoring method for equipment foundations in isolated rock outcrop terrain as described in claim 2, characterized in that: The physical and mechanical parameters are compressive strength, elastic modulus, and degree of weathering.

4. The in-situ anchoring method for equipment foundations in isolated rock outcrop terrain as described in claim 3, characterized in that: In step S2, specifically, after completing the distribution map of isolated rock outcrops and the lithological database, candidate anchor points are selected in batches within the geographic information system platform according to the three initial criteria of "spacing ≥ 1.5 m, top surface exposure ≥ 0.5 m², and coverage of ecologically sensitive areas ≥ 60%", and a single rock ultimate pull-out force model is established based on the saturated compressive strength and rock mass integrity coefficient obtained from the core test.

5. The in-situ anchoring method for equipment foundations in isolated rock outcrop terrain as described in claim 4, characterized in that: The specific model is as follows: Fu = 0.5πDbLbτr + πDtLtτe + πDbHbσc tanφ In the formula: Db, Lb—diameter and height of the enlarged head, in meters, formed in one step by a variable cross-section rotary drill; τr = 0.2√Rc—equivalent shear strength of the rock mass, in MPa, 0.8-1.2 MPa for weathered granite in plateau regions; Dt, Lt—diameter and length of the straight hole section; τe—bond strength between the chemical agent and the rock wall, 3 MPa for vinyl ester systems; Hb, σc, φ—projected height of the conical surface of the enlarged head, uniaxial compressive strength of the rock mass, and internal friction angle, used to account for the additional pull-out component of the conical surface.

6. The in-situ anchoring method for equipment foundations in isolated rock outcrop terrain as described in claim 5, characterized in that: In the inversion process, specifically, the load calculation is performed according to the principle of "wind load control + seismic combination". For photovoltaic brackets, a single column cantilever model is adopted: the basic wind pressure w0 is taken as once every 50 years according to GB 50009-2012, and multiplied by 1.3 gust coefficient for plateau areas; the wind-receiving area A = module length × column spacing × sinθ; the lever arm h = height difference from the center of the module to the anchor point.

7. The in-situ anchoring method for equipment foundations in isolated rock outcrop terrain as described in claim 6, characterized in that: The design axial force Nd and bending moment Md at the column base are respectively: Nd = γgG + γww0A sinθMd = γww0A h cosθ Where G is the self-weight of the column and components, γg=1.2, γw=1.4; if the array is arranged with n=1, then the pull-out resistance requirement of a single anchor is: Fd = Md / r Nd r is the distance from the anchor point to the center of the column, in meters; The safety factor K = Fu / Fd ≥ 1.8 is required; if it is not met, the GIS will automatically add an enlarged head diameter of 10 mm or a hole depth of 0.1 m and iterate again until all anchor points meet the standard synchronously. For the wind turbine foundation, the bending moment M0 at the bottom of the tower is decomposed into tension / compression of the anchor group, using the "circumferential uniform distribution + rigid plate assumption": F i = M0r i / Σr i ² Maximum tensile force F of a single anchor bolt i,max The corresponding design value must satisfy F u ≥ 1.8F i,max If only some anchor points can be provided in the exposed area of ​​the isolated rock, the remaining missing locations will adopt a "rock-soil combination" transition scheme, but the rock side anchoring capacity will still be checked with the above formula to ensure overall anti-overturning.

8. The in-situ anchoring method for equipment foundations in isolated rock outcrop terrain as described in claim 7, characterized in that: In step S3, specifically, the drilling operation is performed according to the following requirements: Drilling rig: Handheld hydraulic rock drill capable of operating on 45° slopes; Drill pipe: hollow hexagonal steel, with internal water cooling and slag removal; Drill bit: Two-stage eccentric vane structure, the vanes are gradually thrown out after reaching the design depth, and as the hole is swept to the enlarged hole diameter, a tapered gradually expanding cavity is formed; Hole depth: Drilled according to the calculation requirements of the equipment foundation; The height h of the enlarged head at the bottom of the hole is ≥ 0.3 times the hole depth, ensuring that the length of the mechanical engagement section is ≥ 200 mm; The following methods are used to control the quality of hole formation: Hole inclination deviation ≤2%, bottom sediment ≤5 mm; After the cavity is expanded, it is rotated and flushed in situ for 60 seconds to prevent rock powder from reducing the interfacial bonding strength. A 5cm high PVC casing is installed at the orifice to prevent subsequent chemical spills from polluting the ground.

9. The in-situ anchoring method for equipment foundations in isolated rock outcrop terrain as described in claim 8, characterized in that: In step S5, the chemical anchoring agent infusion specifically includes the following steps: Step S51, chemical reagent preparation, prepared according to the following material ratio: Resin: 65% vinyl ester, 3% SiO2 nanofiller, 18% interfacial shear enhancement; Curing agent: 1.2% methyl ethyl ketone peroxide, 0.3% Co naphthalate accelerator, initial setting time 8 min, final setting time 25 min, 25℃. For high-altitude and low-temperature environments, add 2% dimethylaniline to ensure curing at 0℃. Environmental indicators: Styrene volatilization ≤50g / L, less than half of the limit in GB30982-2020; heavy metal leaching after curing is less than the Class I groundwater standard; Step S51, glue injection operation, adopt the "bottom hole glue injection + air venting" method, the glue tube is extended to the bottom of the hole, and glue is injected while being pulled out to ensure continuous glue; The amount of adhesive injected should be controlled at 1.1 times the theoretical cavity volume. Any excess adhesive should be collected within 5cm of the casing at the orifice opening and should not flow into the surrounding soil. After the colloid has cured, 5% of the anchor rods are randomly selected on site for pull-out tests. The ultimate pull-out force is required to be ≥1.5 times the design value, the displacement is ≤1mm, and the load is held for 10min.

10. The in-situ anchoring method for equipment foundations in isolated rock outcrop terrain as described in claim 9, characterized in that: In step S6, the surface treatment and protection specifically includes the following steps: Step S61: The orifice is sealed with a 1:1 modified polyurethane / surface original color rock powder to form a "rock texture" sealing cap with a thickness of 5mm. After 1000h of UV aging, the color difference ΔE is ≤1.5 and the visual fusion degree is >90%. A 2mm thick HDPE seepage-proof ring is installed under the sealing cap to prevent rainwater from seeping into the chemical agent interface along the pole. Step S61: Rapid restoration of microhabitat. Spray biological crust spore suspension within 20cm around the hole. A 1mm thick biological crust is formed in 30 days, increasing the surface erosion modulus by 3 times. A biodegradable coconut fiber blanket is laid in the area compacted by construction footprints. The degradation rate is >90% in 180 days, and the vegetation coverage recovers to over 90% within one year.

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