Method for rapidly evaluating stability of engineering stockpiling field

Abstract

The invention provides a method for rapidly evaluating the stability of an engineering stockpiling yard, and belongs to the technical field of stockpiling yard stability evaluation.The method comprises the following steps that engineering geological information, hydrogeological information and stockpiling yard design data of the stockpiling yard are obtained, stockpiling process data are obtained, and a real-time detection device is buried in the stockpiling yard in the stockpiling process; the method comprises the following steps: carrying out deep drilling collection on a stockpiling field, carrying out parameter testing on collected materials, obtaining topographic and geomorphic data of the stockpiling field, obtaining related parameters of a rock-soil body of the stockpiling field, obtaining a natural state repose angle, inputting the data into software, simulating and analyzing safety coefficients of the stockpiling field under different working conditions, and obtaining prediction data of different working conditions. And constructing a three-dimensional space dynamic model of the stockpiling yard, inputting different working condition prediction data into the three-dimensional space dynamic model of the stockpiling yard, and predicting changes of the stockpiling yard under different working conditions. According to the method, the stability of the stockpiling yard can be rapidly and accurately evaluated, advanced prediction can be carried out, emergency processing can be carried out in advance, and accidents are avoided.

Description

Technical Field

[0001] This invention relates to the field of stability evaluation technology for storage sites, and more particularly to a rapid method for evaluating the stability of engineering storage sites. It is applicable to the stability analysis and evaluation of storage site groups in engineering fields such as mining, water conservancy, and transportation. Background Technology

[0002] During engineering construction and operation, the stability of stockpiles (such as tailings ponds and spoil heaps) is crucial. For stockpiles of the same material source, due to the consistency of material characteristics, traditional evaluation methods involve detailed investigation and analysis of each individual stockpile. This approach suffers from low efficiency, long cycles, and resource waste, making it difficult to quickly assess the overall stability of the stockpile group. This hinders timely decision-making and fails to address the need for safety risk assessment of stockpile groups under sudden events (such as heavy rain or earthquakes). Current technology lacks a complete stability evaluation method for stockpile groups with the same material source that can integrate prior data, rapidly obtain parameters through testing, efficiently analyze data using specialized software, and be widely applicable. Therefore, there is an urgent need to develop a stockpile group stability evaluation method with a clear process, rapid implementation, and widespread applicability. Summary of the Invention

[0003] The purpose of this invention is to provide a rapid evaluation method for the stability of engineering storage sites, solving the technical problem that existing storage site stability cannot be accurately assessed in real time. By systematically collecting preliminary data and conducting targeted on-site tests to obtain key parameters, and using professional analysis software to calculate and analyze the stability of the storage site step by step, an evaluation process and parameter relationships are first established for the storage site, and then the method is extended to other storage sites, achieving rapid evaluation of the stability of storage site groups and providing an efficient technical means for engineering safety management.

[0004] Preliminary data collection for the storage site involves gathering preliminary survey data, storage site design data, storage process data, and on-site reconnaissance data of the storage site complex. This includes conducting on-site topographic surveys, orthophoto and 3D oblique photogrammetry, and on-site drilling to comprehensively understand the basic information of the storage site and provide data support for subsequent analysis. For example, topographic surveys obtain accurate topographic data of the storage site and its surroundings, while orthophotos and 3D oblique photogrammetry can visually present the morphology of the storage site and its surrounding environment.

[0005] To achieve the above objectives, the technical solution adopted by the present invention is as follows: A rapid evaluation method for the stability of an engineering storage site, the method comprising the following steps: Step 1: Obtain engineering geological information, hydrogeological information, and storage site design data for the storage site; Step 2: Acquire real-time data on the storage process and embed real-time monitoring devices within the storage area during the storage process; Step 3: Deep drilling and data collection at the storage site; parameter testing of the collected materials. Step 4: Acquire orthophoto data, terrain data, and 3D oblique photogrammetry data of the storage site; Step 5: Obtain relevant parameters of the soil and rock mass in the storage site through geophysical exploration and drilling, and conduct repose angle tests to obtain the natural repose angle; Step 6: Input the data into the software to simulate and analyze the safety factor of the storage yard under different working conditions, and obtain the predicted data for different working conditions; Step 7: Construct a three-dimensional dynamic model of the storage field using the data collected by the real-time monitoring device; Step 8: Input the prediction data of different operating conditions into the three-dimensional spatial dynamic model of the storage yard to predict the changes of the storage yard under different operating conditions and propose processing suggestions.

[0006] Furthermore, the specific process in step 1 is as follows: Through preliminary data collection and supplementary investigation, clarify the physical and mechanical parameters of the bedrock soil at the base of the storage site, understand the regional hydrogeological conditions, including the influence of groundwater distribution and water level changes on the stability of the storage site, and obtain the initial design data of the storage site through the construction party.

[0007] Further, the specific process of step 2 is as follows: real-time video data of the stacking process is acquired through a camera. Image processing technology must be used to obtain the stacking process data. The real-time detection device includes several stress sensors, several displacement sensors, and several humidity sensors. During the stacking process, a real-time monitoring device is set on a plane at different depths. The real-time detection device detects the stress, movement, and humidity data of the stacking field on a plane. The real-time detection device is connected to an external data processing device through wires.

[0008] Furthermore, the specific process of step 3 is as follows: obtain density parameters at different depths through deep drilling, drill holes in the soil and rock mass of the test area, take soil and rock samples at different depths, conduct indoor direct shear tests and particle size analysis tests, obtain physical and mechanical parameters and gradation parameters of the stockpile material, and clarify the shear resistance characteristics of the material.

[0009] Furthermore, the specific process of step 4 is as follows: using a drone equipped with a high-definition camera to collect orthophoto data, terrain data and three-dimensional oblique photography data of the exterior of the storage yard, to obtain the exterior outline data of the storage yard, and periodically comparing the outline data to determine whether there have been any changes in the storage yard.

[0010] Further, the specific process of step 5 is as follows: Geophysical exploration lines and borehole layout are carried out at the stockpile site. The geophysical exploration methods include high-density electrical resistivity tomography, micro-motion detection, and surface wave detection. This is to obtain the resistivity and shear wave velocity of the soil and rock mass at different depths of the stockpile site. By analyzing the changes in resistivity and shear wave velocity, combined with the stockpile state of the soil and rock mass obtained from drilling, the layers of the stockpile site are divided, the possible locations of unstable slip surfaces are inferred, and the shear wave velocity of the soil and rock mass at different depths is obtained. The stockpile condition of the soil and rock mass is analyzed, and on-site compaction tests and standard penetration tests (SPT) are conducted to obtain compaction data and SPT blow count data of the soil and rock mass. Samples are taken to begin indoor direct shear tests and particle size analysis to obtain the physical and mechanical parameters, strength parameters, and gradation data of the soil and rock mass in the stockpile site. Angle of repose tests were conducted on the natural state of the soil and rock mass in the storage site to obtain the angle of repose. Through statistical analysis, the relationship between shear wave velocity, standard penetration test blow count and strength parameters of the soil and rock mass in the storage site was established, as well as the relationship between the natural angle of repose and the strength parameters of the soil and rock mass in the storage site.

[0011] Further, the specific process of step 6 is as follows: The stability of the storage site is calculated and analyzed under normal, rainstorm, and earthquake conditions. Geostudio, Midas GTS nx, or Plaxis analysis software is used to calculate and analyze the stability of the storage site under different conditions by utilizing the obtained cross-sectional layer information of the storage site, the physical and mechanical parameters of each layer, the surface topography information of the storage site, and the support structure information of the storage site. Key results such as the safety factor are obtained. The different conditions are divided into normal conditions, considering the weight of the storage body and normal loads; rainstorm conditions, considering rainwater infiltration and pore water pressure changes; and earthquake conditions, considering the action of seismic forces.

[0012] Further, the specific process of step 7 is as follows: based on the stress, movement data and humidity data of each position point in the plane at different depths collected by each real-time monitoring device, an empty three-dimensional spatial model is constructed based on the depth data. Then, an initial zero point is set, and the corresponding position coordinates of the stress sensor, displacement sensor and humidity sensor in each real-time monitoring device are filled into the empty three-dimensional spatial model to obtain each point in the three-dimensional spatial model where each sensor is located. Then, the data collected by each sensor is rendered into a sphere with a set radius centered on each sensor. The spatial rendering between two spheres is based on the data difference between two adjacent spheres. Then, based on the distance data, the data collected from the higher sphere is gradually reduced to the data of the other sphere to realize the rendering of the collected data of the entire three-dimensional spatial model. The appearance contour data serves as the appearance of the three-dimensional dynamic spatial model.

[0013] Furthermore, the specific process of step 8 is as follows: based on the changes in the safety factor under different working conditions obtained in step 6, combined with the established three-dimensional spatial dynamic model, based on the weather data of the weather forecast for a fixed period of time in the future, what kind of working condition is formed, then based on the working condition, predict the changes in the working condition of the future period of time and the resulting changes in the safety factor of the storage site, and then search for Internet data to give processing opinions.

[0014] High-density electrical resistivity tomography (EDT), micromotion detection (shallow), surface wave detection (deep), compaction tests, and standard penetration tests (SPT) were conducted at the stockpile site to obtain shear wave velocity and compaction parameters of soil and rock masses at different depths, thus understanding the mechanical properties of the stockpiled materials at different depths. Boreholes were drilled in the test area to collect soil and rock samples at different depths, and indoor direct shear tests and particle size distribution tests were conducted to obtain the physical and mechanical parameters (such as cohesion, internal friction angle, etc.) and gradation parameters of the stockpile materials, clarifying their shear resistance and other properties. Angle of repose tests were conducted in-situ to obtain the angle of repose of the materials, a parameter crucial for determining the natural stacking stability of the stockpile.

[0015] Stability calculation and analysis of the storage site (normal, rainstorm, and seismic conditions): Using analysis software such as Geostudio, Midas GTS NX, and Plaxis, and leveraging the layered information of the storage site cross-section obtained in step 2 (obtained through surface wave detection, micromotion detection, high-density electrical resistivity tomography, etc.), physical and mechanical parameters of each layer (determined by shear wave velocities at different burial depths, etc.), surface topography information of the storage site, and information on the storage site's retaining structures, the stability of the storage site under different conditions (normal condition: the weight of the storage body itself and normal loads; rainstorm condition: considering rainwater infiltration and changes in pore water pressure; seismic condition: considering the action of seismic forces) was calculated and analyzed, yielding key results such as the safety factor.

[0016] The present invention, by adopting the above-described technical solution, has the following beneficial effects: (1) This invention targets a group of stockpiles with the same material source. By establishing parameter relationships and analysis processes through the stockpiles, it can significantly reduce repetitive testing and analysis work when extended to other stockpiles, significantly shorten the evaluation cycle, improve the efficiency of stockpiles group stability evaluation, and quickly provide support for engineering safety decisions. The combination of multiple testing methods (geophysical exploration, drilling, indoor and outdoor tests) establishes parameter relationships and sliding surface comparison analysis, ensuring the accuracy of parameter acquisition and stability analysis. The analysis of the instability impact range in special cases can accurately identify risks, protect the safety of downstream buildings (structures), avoid comprehensive and repetitive detailed surveys and tests for each stockpile, reduce the investment of manpower, material resources and financial resources, achieve optimal resource allocation, and provide standardized and efficient technical methods for the safety management of stockpiles in the engineering field. It has good engineering application value and promotion prospects.

[0017] (2) At the same time, a real-time three-dimensional dynamic model is constructed. The structure inside the storage field can be clearly detected through the real-time dynamic model. Based on the changes in the storage field under different working conditions in the early stage, the changes in the storage field are combined with the three-dimensional dynamic model, which can more accurately predict the stability of the storage field after the changes in working conditions in the future time period. Attached Figure Description

[0018] Figure 1 This is a flowchart of the present invention. Figure 2 This is a shear wave velocity diagram of the soil and rock mass at different depths in the storage site according to the present invention. Detailed Implementation

[0019] To make the objectives, technical solutions, and advantages of the present invention clearer, the present invention will be further described in detail below with reference to the accompanying drawings and preferred embodiments. However, it should be noted that many details listed in the specification are merely to provide the reader with a thorough understanding of one or more aspects of the present invention, and these aspects of the invention can be implemented even without these specific details.

[0020] like Figure 1 As shown, a rapid evaluation method for the stability of an engineering storage site is provided, the method comprising the following steps: Step 1: Obtain engineering geological information, hydrogeological information, and design data for the storage site. Through preliminary data collection and supplementary investigation, clarify the physical and mechanical parameters of the bedrock and soil at the site's base, understand the regional hydrogeological conditions, including the impact of groundwater distribution and water level changes on the stability of the storage site, and obtain the initial design data for the storage site from the construction team. Review the storage site's preliminary investigation, design, and operation data, and summarize the source of the stored materials, storage history, and design parameters. Conduct on-site reconnaissance, using topographic surveying equipment to obtain topographic data of the storage site and its surroundings, and using drones for orthophoto and 3D oblique photogrammetry to obtain morphological information of the storage site; conduct on-site drilling according to specifications and collect soil and rock samples.

[0021] Step 2: Acquire real-time data on the stacking process and embed real-time monitoring devices within the stacking area. Real-time video data of the stacking process is acquired via cameras, requiring image processing technology to obtain the data. The real-time monitoring device includes several stress sensors, displacement sensors, and humidity sensors. During stacking, a real-time monitoring device is placed at different depths on the plane. The device monitors the stress, movement, and humidity data of the stacking area on a given plane. The real-time monitoring device is connected to an external data processing device via wires. The sensors are pre-set with corresponding spatial coordinates, and the position data of each sensor matches the pre-set data, providing positional support for subsequent spatial model construction.

[0022] Step 3: Deep drilling and sampling at the stockpile site. The collected materials are then subjected to parameter testing. Density parameters at different depths are obtained through deep drilling. Holes are drilled in the soil and rock mass of the test area to collect samples at different depths. Indoor direct shear tests and particle size distribution tests are conducted to obtain the physical and mechanical parameters and gradation parameters of the stockpile materials, thus clarifying the shear resistance characteristics of the materials.

[0023] Step 4: Acquire orthophoto data, terrain data, and 3D oblique photogrammetry data of the storage site. Use a drone equipped with a high-definition camera to collect orthophoto data, terrain data, and 3D oblique photogrammetry data of the storage site's exterior to obtain its outline data. Periodically compare the outline data to determine if any changes have occurred to the storage site.

[0024] Step 5: Obtain relevant parameters of the soil and rock mass in the stockpile site through geophysical exploration and drilling, and conduct repose angle tests to obtain the natural repose angle. Geophysical survey lines and borehole layout are carried out at the stockpile site. The geophysical methods used include high-density electrical resistivity tomography, micromotion detection, and surface wave detection to obtain the resistivity and shear wave velocity of the soil and rock mass at different depths. By analyzing the changes in resistivity and shear wave velocity, combined with the stockpile state obtained from drilling, the stockpile site is divided into layers to infer the possible location of unstable slip surfaces and obtain the shear wave velocity of the soil and rock mass at different depths. Figure 2 As shown, the storage conditions of the soil and rock mass in the stockpile were analyzed, and on-site compaction tests and standard penetration tests were carried out to obtain compaction data and standard penetration test blow count data of the soil and rock mass in the stockpile. Sampling was then used to conduct indoor direct shear tests and particle size analysis to obtain physical and mechanical parameters, strength parameters, and gradation data of the soil and rock mass in the stockpile.

[0025] Angle of repose tests were conducted on the natural state of the soil and rock mass in the storage site to obtain the angle of repose. Through statistical analysis, the relationship between shear wave velocity, standard penetration test blow count and strength parameters of the soil and rock mass in the storage site was established, as well as the relationship between the natural angle of repose and the strength parameters of the soil and rock mass in the storage site.

[0026] Step 6: Input the data into the software to simulate and analyze the safety factor of the storage site under different working conditions, and obtain the predicted data for different working conditions. The stability calculation and analysis of the storage site under normal, rainstorm, and earthquake conditions is performed using Geostudio, MidasGTS nx, or Plaxis analysis software. Utilizing the acquired layered information of the storage site cross-section, the physical and mechanical parameters of each layer, the surface topography information of the storage site, and the information of the storage site's retaining structure, the stability of the storage site under different working conditions is calculated and analyzed to obtain key results such as the safety factor. Different working conditions are divided into: normal working condition (considering the weight of the storage body and normal loads); rainstorm condition (considering rainwater infiltration and pore water pressure changes); and earthquake condition (considering the effect of seismic forces).

[0027] Step 7: Construct a three-dimensional dynamic model of the storage site using data collected by the real-time monitoring devices. Based on the stress, movement, and humidity data collected by each real-time monitoring device at each location point in a plane at different depths, construct an empty three-dimensional spatial model based on the depth data. Then, set an initial zero point and fill the corresponding position coordinates of the stress sensor, displacement sensor, and humidity sensor in each real-time monitoring device into the empty three-dimensional spatial model to obtain each point in the three-dimensional spatial model where each sensor is located. Then, render the data collected by each sensor using a sphere with a set radius centered on each sensor. The spatial rendering between two spheres is based on the data difference between two adjacent spheres, and then the data collected from the higher sphere gradually decreases to the data of the other sphere based on the distance data, thus realizing the rendering of the collected data of the entire three-dimensional spatial model. The appearance contour data serves as the outer surface of the three-dimensional dynamic spatial model. The specific rendering process is illustrated below. For example, two spheres are 5 centimeters apart. The humidity on the outside of one sphere is 80%, and the humidity on the outside of the other sphere is 75%. The humidity in the middle of the gap changes gradually, from 80% on the outside of the first sphere to 89% on the inside, decreasing by 1% for each subsequent sphere. This change is achieved by rendering the sphere as the distance increases.

[0028] Step 8: Input the predicted data for different operating conditions into the three-dimensional spatial dynamic model of the storage yard to predict the changes in the storage yard under different operating conditions and propose handling suggestions. Based on the changes in the safety factor under different operating conditions obtained in Step 6, combined with the established three-dimensional spatial dynamic model, and based on the weather data for a fixed period of the future weather forecast, determine the type of operating condition. Then, predict the changes in the safety factor of the storage yard caused by the changes in operating conditions in the future period, and finally, search for internet data to provide handling opinions.

[0029] Special Case Analysis (When Safety Factor Meets Requirements but Redundancy is Low): For storage yards where the calculated safety factor meets the specifications but the redundancy is low, and there are important buildings / structures downstream of the storage yard, an instability impact range analysis is required. Using Ramms software, calculations are performed using physical and mechanical parameters at various levels (determined by shear wave velocity at different burial depths), orthophotos, topographic surveys, and other information to clarify the potential impact range of storage yard instability, providing a basis for safety protection and emergency decision-making for surrounding buildings / structures. If the safety factor meets the specifications but the redundancy is low, and there are important buildings / structures downstream, orthophotos, topographic elevations, physical and mechanical parameters, and other data are collected and imported into Ramms software. Instability simulation parameters are set, instability impact range calculations are performed, and an impact range map and analysis report are output.

[0030] Parameter relationships and slip surface analysis were established, including establishing relationships between shear wave velocity, standard penetration test (SPT) results, and direct shear test results. Correlation analysis of parameters obtained through different testing methods improved the efficiency and accuracy of parameter acquisition. Key mechanical parameters can be subsequently inferred through some simplified tests. A relationship between the natural angle of repose and shear strength parameters was established, and easily obtainable angles of repose were used to quickly estimate shear strength parameters. Three geophysical methods were used to obtain the soil and rock layers in the stockpile site (providing parameters for subsequent stability calculations and analyses) and potential slip surfaces. The slip surfaces calculated and analyzed later can be compared with those inferred through geophysical methods to help determine the location and morphology of the slip surfaces, improving the accuracy of stability analysis, as shown in Table 1.

[0031] Table 1 shows the correlation between in-situ tests and shear strength parameters of the main earthwork and rockfill at the storage site.

[0032] For other stockpiles with the same material source, the established parameter relationships and slip surface analysis methods are used to collect the necessary information for calculation, including physical and mechanical parameters of each layer (determined by shear wave velocities at different burial depths), orthophotos, topographic surveys, etc. (if there are special buildings or structures, the corresponding information is supplemented). Geostudio, Midas GTS nx, Plaxis and other analysis software (and Ramms software for special cases) are used to quickly calculate and analyze the stability under different working conditions, realize the rapid evaluation of the stability of the stockpiles group, and demonstrate the speed and efficiency of the method.

[0033] The initial preparation involves assembling a team of professionals in geological exploration, geotechnical testing, and numerical simulation, and preparing high-density electrical resistivity tomography (EDT), micro-motion detection equipment, surface wave detectors, drilling equipment, indoor geotechnical testing equipment (such as direct shear testers), analysis software (such as Geostudio, Midas GTS NX, Plaxis, and Ramms), and surveying equipment (for topographic surveying, orthophotos, etc.).

[0034] Layered information of typical cross-sections of the storage site was obtained through surface wave detection, micromotion detection, and high-density electrical resistivity tomography (EDS). The physical and mechanical parameters of each layer were determined by shear wave velocities at different burial depths. The term "normal operating condition" refers to considering only the weight of the storage body itself and normal loads; "rainstorm operating condition" considers the effects of rainwater infiltration and pore water pressure changes; and "seismic operating condition" considers the effects of seismic forces. For wider application, the required information includes the physical and mechanical parameters of each layer (determined by shear wave velocities at different burial depths), orthophotos, and topographic survey information. If there are important buildings or structures downstream, supplementary information for the corresponding impact analysis should be provided.

[0035] Matters not covered in this invention are common knowledge.

[0036] The above description is only a preferred embodiment of the present invention. It should be noted that for those skilled in the art, several improvements and modifications can be made without departing from the principle of the present invention, and these improvements and modifications should also be considered within the scope of protection of the present invention.

Claims

1. A rapid evaluation method for the stability of an engineering storage site, characterized in that: The method includes the following steps: Step 1: Obtain engineering geological information, hydrogeological information, and storage site design data for the storage site; Step 2: Acquire real-time data on the storage process and embed real-time monitoring devices within the storage area during the storage process; Step 3: Deep drilling and data collection at the storage site; parameter testing of the collected materials. Step 4: Acquire orthophoto data, terrain data, and 3D oblique photogrammetry data of the storage site; Step 5: Obtain relevant parameters of the soil and rock mass in the storage site through geophysical exploration and drilling, and conduct repose angle tests to obtain the natural repose angle; Step 6: Input the data into the software to simulate and analyze the safety factor of the storage yard under different working conditions, and obtain the predicted data for different working conditions; Step 7: Construct a three-dimensional dynamic model of the storage field using the data collected by the real-time monitoring device; Step 8: Input the prediction data of different operating conditions into the three-dimensional spatial dynamic model of the storage yard to predict the changes of the storage yard under different operating conditions and propose processing suggestions.

2. The method for rapid evaluation of the stability of an engineering storage site according to claim 1, characterized in that: The specific process in step 1 is as follows: Through preliminary data collection and supplementary investigation, the physical and mechanical parameters of the bedrock soil at the base of the storage site are clarified, the regional hydrogeological conditions are understood, including the factors affecting the stability of the storage site, such as the distribution of groundwater and changes in water level, and the initial design data of the storage site are obtained through the construction party.

3. The method for rapid evaluation of the stability of an engineering storage site according to claim 1, characterized in that: The specific process of step 2 is as follows: real-time video data of the stacking process is acquired through a camera. Image processing technology must be used to obtain the stacking process data. The real-time detection device includes several stress sensors, several displacement sensors, and several humidity sensors. During the stacking process, a real-time monitoring device is set up on a plane at different depths. The real-time detection device detects the stress, movement, and humidity data of the stacking field on a plane. The real-time detection device is connected to an external data processing device through wires.

4. The method for rapid evaluation of the stability of an engineering storage site according to claim 1, characterized in that: The specific process of step 3 is as follows: obtain density parameters at different depths through deep drilling, drill holes in the soil and rock mass of the test area, take soil and rock samples at different depths, conduct indoor direct shear tests and particle size analysis tests, obtain physical and mechanical parameters and gradation parameters of the stockpile material, and clarify the shear resistance characteristics of the material.

5. The method for rapid evaluation of the stability of an engineering storage site according to claim 1, characterized in that: Step 4 involves using a drone equipped with a high-definition camera to collect orthophoto data, terrain data, and three-dimensional oblique photography data of the storage yard's exterior to obtain the storage yard's outline data. The outline data is then periodically compared to determine whether any changes have occurred in the storage yard.

6. The method for rapid evaluation of the stability of an engineering storage site according to claim 1, characterized in that: Step 5 involves the following steps: First, geophysical exploration lines and boreholes are laid out at the storage site. The geophysical methods used include high-density electrical resistivity tomography (EDT), micro-motion detection, and surface wave detection. This is to obtain the resistivity and shear wave velocity of the soil and rock at different depths. Based on the changes in resistivity and shear wave velocity, combined with the storage conditions of the soil and rock obtained from drilling, the layers of the storage site are divided to infer the possible locations of unstable slip surfaces. The shear wave velocity of the soil and rock at different depths is also obtained. The storage conditions of the soil and rock at the storage site are analyzed. Second, on-site compaction tests and standard penetration tests (SPT) are conducted to obtain compaction data and SPT blow count data of the soil and rock at the storage site. Third, samples are taken for indoor direct shear tests and particle size analysis to obtain the physical and mechanical parameters, strength parameters, and gradation data of the soil and rock at the storage site. Angle of repose tests were conducted on the natural state of the soil and rock mass in the storage site to obtain the angle of repose. Through statistical analysis, the relationship between shear wave velocity, standard penetration test blow count and strength parameters of the soil and rock mass in the storage site was established, as well as the relationship between the natural angle of repose and the strength parameters of the soil and rock mass in the storage site.

7. The method for rapid evaluation of the stability of an engineering storage site according to claim 1, characterized in that: Step 6 involves the following steps: Stability calculation and analysis of the storage site under normal, rainstorm, and earthquake conditions. Geostudio, Midas GTS NX, or Plaxis analysis software are used. Utilizing the acquired information on the layered cross-sections of the storage site, the physical and mechanical parameters of each layer, the surface topography of the storage site, and the supporting structure information, the stability of the storage site under different conditions is calculated and analyzed to obtain key results such as the safety factor. Different conditions are categorized as follows: under normal conditions, the storage body's own weight and normal loads are considered; under rainstorm conditions, rainwater infiltration and pore water pressure changes are considered; and under earthquake conditions, the seismic force is considered.

8. The method for rapid evaluation of the stability of an engineering storage site according to claim 1, characterized in that: Step 7 involves the following steps: First, stress, movement, and humidity data are collected from each location point in the plane at different depths by each real-time monitoring device. Then, an empty three-dimensional spatial model is constructed based on the depth data. An initial zero point is set, and the corresponding position coordinates of the stress sensor, displacement sensor, and humidity sensor from each real-time monitoring device are filled into the empty three-dimensional spatial model. This yields the location of each sensor at each point in the three-dimensional spatial model. Next, the data collected by each sensor is rendered using a sphere with a set radius centered on each sensor. The spatial rendering between two spheres is based on the data difference between adjacent spheres. Then, the data is collected from the higher sphere and gradually decreases to the other sphere based on the distance data, thus rendering the collected data for the entire three-dimensional spatial model. The external contour data serves as the exterior of the three-dimensional dynamic model.

9. The method for rapid evaluation of the stability of an engineering storage site according to claim 1, characterized in that: The specific process of step 8 is as follows: based on the changes in safety factors under different working conditions obtained in step 6, combined with the established three-dimensional spatial dynamic model, based on the weather data of the weather forecast for a fixed period of time in the future, determine what kind of working conditions are formed, then predict the changes in the safety factor of the storage yard caused by the changes in the working conditions in the future period of time, and then search for Internet data to provide processing opinions.

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