Vertical interlayer stockyard multi-layer coordinated efficient mining and transportation method

Abstract

The application discloses a vertical sandwich stockyard multi-layer coordinated high-efficiency mining and transportation method, which comprises the following steps: construction of a convenient path, and surface cleaning; exploration groove excavation and exploration hole driving; stripping of a stockyard covering layer and stripping of a revealed surface geological sketch; drilling core taking and geological exploration; establishment of a useful material arrangement model in combination with unmanned aerial vehicle aerial survey; analysis and decision making, formulation of a mining scheme, establishment of a multi-layer platform multi-operation surface cooperation and supporting equipment mining system; adjustment of resource allocation according to the upper dam strength and utilization rate, completion of mining, and maintenance of system operation until the completion of the upper dam. Compared with traditional exploration means, the series of exploration technologies have higher precision, can further find out the distribution of available materials in a complex strip stockyard, and in combination with efficient unmanned aerial vehicle modeling technology, can quickly establish a whole stockyard geological model, improve the comprehensive utilization rate, reduce the mining range of useless materials, and reduce the stockyard mining cost.

Description

Technical Field

[0001] This invention relates to the field of mining and transportation technology for large-scale engineering material yards, and in particular to a multi-layered collaborative and efficient mining and transportation method for vertical interlayer material yards. Background Technology

[0002] Vertically strip-shaped material yards are a common material source in large-scale water conservancy and civil engineering projects. Their mining and transportation processes need to balance the sorting of usable materials, efficiency of large-scale operations, and cost control. Currently, the industry generally faces the following core pain points, resulting in low overall efficiency of mining and transportation, and failing to meet the large-scale operation requirements of large-scale projects:

[0003] Traditional material yard exploration often uses a single exploration method, which makes it difficult to accurately determine the distribution boundaries, reserves and burial depth of sandstone and shale in vertical interlayer material yards. This results in high difficulty and cost of material sorting during the mining process, and at the same time, it causes serious waste of resources. In traditional material yards, scheduling conflicts frequently occur between mining faces and between equipment. Excavators wait too long to unload and empty trucks wait too long to load, making it impossible to achieve multi-equipment, large-scale parallel operation and limiting operational efficiency. The existing dam access roads and spoil disposal roads in the material yards are not completely separated, and the vehicle routes intersect, which easily causes traffic congestion. At the same time, the unloading operation generally adopts the advancing method or the retreating method. The advancing method has high unloading efficiency but causes serious vehicle wear and affects the filling quality, while the retreating method has high filling quality but low unloading efficiency. Traditional material yards use manual weighing, which takes about 1 minute per vehicle, becoming a key bottleneck in the transportation process, restricting the improvement of overall transportation efficiency and failing to meet the transportation needs of large-scale operations. The mechanical properties of sandstone and shale differ significantly. Traditional blasting methods use uniform parameters, making it difficult to balance the requirements for sandstone fill particle size with the efficiency of shale waste disposal. At the same time, the sorting methods are limited and cannot achieve rapid and efficient separation of sandstone and shale, further increasing mining and transportation costs.

[0004] In existing technologies, related improvements mostly target single-stage optimizations, such as individually improving blasting parameters, optimizing weighing methods, or adjusting the work area layout. These improvements fail to form a comprehensive, collaborative optimization system, resulting in limited overall efficiency gains and an inability to address the aforementioned systemic pain points, particularly the demands of large-scale operations requiring simultaneous and efficient operation of numerous pieces of equipment. Therefore, there is an urgent need to construct an integrated mining and transportation system that integrates and optimizes multiple stages, enabling collaborative adaptation, to resolve the industry challenges in mining and transporting vertical interlayer quarries. Summary of the Invention

[0005] In view of the above-mentioned shortcomings in the existing technology, the present invention provides a multi-layer collaborative and efficient mining and transportation method for vertical interlayer material yards, so as to achieve multiple goals such as improving mining efficiency, reducing costs, improving resource utilization, and ensuring filling quality, and adapting to the large-scale operation needs of large-scale projects and large-scale equipment operating synchronously and efficiently.

[0006] To achieve the above objectives, this application provides a method for multi-layer collaborative and efficient mining and transportation of vertical interlayer material yards, comprising the following steps: S1. Construction and site clearing of the access road; S2. Trench excavation and tunneling; S3. Geological sketch of the stripping of the overburden layer and the exposed surface of the stripping layer in the material yard; S4. Core drilling and geological exploration; S5. Establish a material layout model based on UAV aerial surveying; S6. Analyze and make decisions, formulate mining plans, and establish a multi-level platform, multi-face collaborative mining system with supporting equipment; S7. Adjust resource allocation to complete mining based on dam strength and utilization rate, and maintain system operation until dam construction is completed; Between S3 and S6, there are also steps including S4.1. forming a ring road within the material yard, S4.2. blasting design and blasting test, S4.3. filling and compaction test, S4.4. completing the separate ring road for dam return and waste return, and S4.5. establishing a dynamic non-stop unmanned weighing system. Among them, S4.2 and S4.3 are carried out when the dam material that meets the requirements is exposed, S4.4 is carried out when S3 is carried out, and S4.5 is completed simultaneously with S4.4.

[0007] In S1, clear the trees along the route, then clear the topsoil to a thickness of ≥30cm. In soft soil areas, deepen the topsoil to 70cm and replace it with gravel or non-cohesive soil. After clearing the topsoil, level and compact it, and build temporary drainage ditches along the roadside.

[0008] In S2, trench excavation and tunnel excavation include the following steps: S2.1 Selection of Trench and Tunnel Locations: Trench locations are arranged along the direction of the material yard, perpendicular to and along the long axis, covering the mining area, key parts of the slope, and areas of geological anomalies. The spacing is selected according to the scale of the material yard, and the trench length runs across the entire mining area. Tunnel locations are in the middle range of the mining depth, with tunnel locations selected in areas with shallow overburden and intact bedrock, avoiding water catchment areas and landslides. The tunnel direction is perpendicular to the long axis of the material yard, and the tunnel depth covers the mining area. S2.2 Trench excavation: A longitudinal drainage ditch is set at the bottom of the trench. After excavation, the lithology, stratum attitude, and fracture development are recorded, photographs are taken, and the locations are marked. Exploratory tunneling: Initial support is provided at the tunnel entrance before entering the tunnel. Shallow sections are excavated with excavators, and deep sections are excavated with small borehole blasting. Layered excavation: The tunnel walls are repaired and the tunnel wall support is completed. When cracks or potential collapse hazards appear in the tunnel walls, anchor bolts and shotcrete are used for support. Intensified support is provided in weak rock strata sections. The lithology, stratum attitude, fracture attitude, and filling material are recorded section by section. Samples are taken for testing, and geological cross-sections of the tunnel walls are drawn.

[0009] In S3, the geological sketching of the stripping and exposed surface of the material yard overburden includes the following steps: The stripping of the overburden layer in the material yard is carried out simultaneously from top to bottom along the natural terrain of the material yard on different working platforms, with the stripping height of a single layer controlled at 5-10m. Temporary drainage planning is carried out during stripping, and the stripped materials are classified and stored for disposal. For thick overburden layers, a combination of excavators and dump trucks is used. Heavy-duty vehicles are used for downhill transportation, and empty vehicles return. Slag is given priority as filler for temporary roads to quickly form access roads to the dam and disposal roads. After the strongly weathered rock layer is exposed, geological sketching is carried out regularly to understand the geological conditions of the material yard and the progress of stripping. The spacing between geological sketch sections is 100m-150m.

[0010] In S4, core drilling and geological exploration include the following steps: Prioritize drilling near the boundary of the rock strip, adjusting the distance from the boundary according to the degree of weathering, and arrange the boreholes along the direction of the rock strip to compensate for blind spots in vertical drilling. The spacing should be selected according to the size of the quarry, and the hole depth should be based on the mining requirements to ensure coverage of the entire mining depth. Core samples should be taken every 1-2 meters of drilling, with a core recovery rate of ≥85%. The core recovery interval should be shortened for fractured rock layers. Mud should be injected throughout the drilling process for wall protection. If a hole collapse occurs, drilling should be stopped immediately, and mud should be backfilled for reinforcement before continuing. Record the borehole number, borehole coordinates, borehole angle, drilling date, operators, drilling rig model, core recovery depth and start and end depths, core length, recovery rate, core integrity, lithology, degree of weathering, fracture development, weak interlayers, location and volume of groundwater outcrops, and rock stratum attitude.

[0011] In S5, establishing a material layout model by combining UAV aerial surveying includes the following steps: 5-10 GPS control points are set up throughout the material yard. During the aerial survey, heavy-load vehicles are suspended from the ring road or the peak hours are avoided. The flight altitude is controlled at 80-150m, with a forward overlap of ≥80% and a lateral overlap of ≥70% to ensure that the image stitching is seamless. Aerial surveys are intensified in key material-using areas to improve local accuracy. Aerial surveys are preferred on clear days with wind force ≤3. RTK positioning is enabled throughout the process to ensure that each image point has accurate coordinates and corresponds to the on-site control points. The images collected by the aerial survey are imported into the processing software for stitching and correction. Combined with the control point calibration coordinates, a three-dimensional terrain model of the entire material yard is generated.

[0012] In S6, the analysis and decision-making process, the formulation of mining plans, and the establishment of a multi-platform, multi-face collaborative mining system with supporting equipment include the following steps: S6.1 Summary of preliminary results: Preliminary results include basic engineering results, geological exploration results, test results, and control system results; Basic engineering achievements: Access roads and material yard clearing have been completed; the separated ring road and the inner ring road of the material yard have been opened to traffic; the overburden stripping has been completed, the bedrock is exposed, and it is ready for mining.

[0013] Geological exploration results: Through trenching, tunneling, core drilling, and geological sketching of exposed surfaces, the lithology, weathering degree, fracture distribution, and range and width of usable material distribution in the material yard are clarified, and potential geological hazards are identified. Test results: The blasting design and blasting test were completed, the optimal blasting parameters were determined, including hole spacing, row spacing and explosive dosage, and the filling and compaction test was completed, clarifying the compressibility of the filling material compaction standard with the construction parameters. Control system achievements: A dynamic non-stop unmanned weighing system has been established; a three-dimensional model of material layout has been established by combining UAV aerial surveys to clarify the material reserves, distribution and transportation routes; based on the comprehensive filling volume target, strength and reserve analysis results, the elevation of the mining bottom surface has been optimized to reduce the mining area, so as to minimize the excavation of waste material outside the strip and improve the utilization rate of the sandstone strip area. S6.2 Mining plan formulation: Mining should proceed from top to bottom and be carried out in zones; Mining Zones and Sequence: Mining zones are divided according to the material model from UAVs, the natural terrain, and equipment conditions. Each 100-200m section is a construction platform, and each construction platform is further divided into different working faces. Each working face is arranged every 50m-100m, and each working face is equipped with one excavating and loading machine. The boundaries of each zone are dynamically adjusted in sync with the mining progress. Unloading and spoil disposal faces are also configured simultaneously, connecting with the dam ring road and spoil transport route. The elevation difference between adjacent construction platforms is controlled at 10-15 meters, and the distance between working faces is no less than 50 meters. Each construction platform is connected to other construction platforms, the dam ring road, or the spoil ring road via a circumferential passage with a width of no less than 25 meters. Each loading area at each working face is equipped with a turning platform with a width of no less than 30 meters and a length of no less than 50 meters to meet vehicle turning requirements. S6.3. Every so often, combine the material model, mining progress, blasting effect and weighing data updated by UAV aerial survey and geological sketching to analyze the problems existing in the mining process and adjust the equipment space configuration, platform and working face division, blasting parameters and mining sequence.

[0014] In S7, adjusting resource allocation based on dam strength and utilization rate to complete mining includes the following steps: The implementation plan is dynamically adjusted based on the mining situation and dam strength target at different stages. The adjustment is based on the dam strength target, material utilization rate data, and on-site mining conditions. Control measures include daily statistics on dam entry volume, mining volume, and waste volume, and calculation and comparison of the deviation between the theoretical and actual utilization rates of the material yard to ensure that the actual mining utilization rate is not less than the theoretical utilization rate. The dam strength target is compared weekly to analyze the reasons for the deviation and adjust resource allocation. The material utilization model is updated monthly using drones to optimize the layout of the working face and the mining plan.

[0015] In S4.2, the blasting design and testing include the following steps: The blasting design takes into account the lithology and weathering degree. Medium-deep hole blasting is used for slightly weathered or moderately weathered rock layers to avoid areas with dense fractures and groundwater outcrops, control blasting vibration, and prevent slope collapse. The hole depth is 5-10m, the hole spacing is 2.5-3.5m, the row spacing is 2-3m, and the hole diameter is matched with the drilling rig model. The amount of explosives used is adjusted according to the hardness of the rock. The design consumption for sandstone is 0.5-1.0 kg, and the design consumption for shale is 0.3-0.5 kg. Millisecond micro-delay detonation is used to avoid strong vibrations caused by simultaneous detonation. The test scale is selected as a small-scale test with 10-20 holes, covering different lithologies; the blasting vibration velocity is detected to ensure that the surrounding geology and facilities are not damaged; after blasting, the rock particle size, slope stability, and blasting funnel shape are checked, the development of fractures after blasting is recorded, and the data are compared with geological exploration data; Based on the test results, the hole spacing, row spacing, and explosive dosage were adjusted to determine the optimal blasting parameters suitable for this material yard, which were then incorporated into the formal blasting design.

[0016] In S4.3, the compaction test for fill includes the following steps: According to the design drawings, slightly weathered / moderately weathered blasted rock and stripped soil without humus were selected; a compaction test was carried out on the prepared test site, and the paving thickness simulated the dam filling thickness. The thickness was selected from 40-120cm depending on the different materials, and the paving was carried out in layers. Use a vibratory roller with a capacity of 25t or more, and a rolling speed of 2-3 km / h; initially determine the number of rolling passes to be 6-8, and roll until the design requirements are met. After each layer is compacted, parameters such as settlement, porosity, and particle size distribution are tested. If they are not up to standard, additional compaction or parameter adjustment is immediately performed. Based on the test results, the optimal paving thickness, number of compaction passes, and roller model were determined, forming a compaction construction standard for subsequent large-scale filling.

[0017] Compared with the prior art, the above-conceptual technical solution conceived in this application has the following beneficial effects: 1. Compared with traditional exploration methods, the exploration technology of this invention has higher accuracy and can further clarify the distribution of usable materials in complex strip material yards. Combined with efficient UAV modeling technology, it can quickly establish a geological model of the entire material yard, which can improve the comprehensive utilization rate, reduce the mining area of ​​unusable materials, and reduce the mining cost of the material yard.

[0018] 2. This invention, through the planning and rational organization of platforms and working faces, combined with the configuration of turning platforms for each working face, can reduce the waiting time of excavators on each working face. Through the planned separate ring road, it can support the simultaneous operation of more sets of excavating and loading equipment, further improving the efficiency of traditional platform operations and realizing the large-scale mining of vertical interlayer material yards.

[0019] 3. This invention, by separating the dam filling ring road and the waste disposal ring road, adjusting and optimizing the turning radius, equalizing the road longitudinal slope, and combining with the optimized material unloading method, can reduce particle size separation, slow down tire wear, and improve filling quality. At the same time, it shortens the unloading time compared to the traditional backward method, thus cumulatively improving the daily unloading efficiency of a single unloading face. Combined with the planned access route and the coordination of the unloading face, the daily filling efficiency of the entire filling area can be further improved.

[0020] 4. Compared with traditional weighing methods, the dynamic unmanned weighing technology of this invention can significantly shorten the weighing time. It can coordinate with the planned ring road and multi-platform operation, solve the core bottleneck of vehicle queuing in traditional weighing, further ensure the overall transportation efficiency advantage, and is more suitable for the needs of large-scale operation.

[0021] 5. This invention further improves the screening efficiency of shale by crushing sandstone to the designed particle size and appropriately ultra-fine crushing shale. Moreover, the design usually allows for a small amount of shale content. This technology not only reduces screening costs but also expands the range of usable material strips, bringing sandstone / shale interlayer strips that should have been discarded into the mining range, without the need for additional sorting equipment, resulting in significant benefits.

[0022] 6. This invention has strong applicability and can be widely used in the mining of vertical interlayer material yards in large-scale water conservancy and other fields. It is especially suitable for the large-scale operation needs of large-scale projects and has high industrial application value. Attached Figure Description

[0023] To more clearly illustrate the technical solutions in this invention or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are only for this invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0024] Figure 1 This is a flowchart of the main process of this invention.

[0025] Figure 2 This is a schematic diagram of the plan layout of the vertical interlayer material yard's exploration trenches, tunnels, and boreholes.

[0026] Figure 3 This is a geological sketch profile and a schematic diagram of the material strip distribution after the overburden layer of the vertical interlayer material yard has been removed.

[0027] Figure 4 This is a schematic diagram showing the spatial relationship between geological stripes and boreholes in a typical geological sketch profile.

[0028] Figure 5 This is a schematic diagram showing the division of a multi-layered construction platform and multiple work surfaces.

[0029] Figure 6 This is a schematic diagram showing the cross-section of a multi-level mining platform and the direction of mining advancement.

[0030] Figure 7 This is a schematic diagram showing the comparison between the bottom surface and slope before and after optimization.

[0031] Figure 8 A statistical chart comparing the utilization rate and excavation volume of the material yard before and after optimization.

[0032] Figure 9 This is a schematic diagram of the layout of a dynamic, non-stop, unmanned weighing system.

[0033] Figure 10 This is a schematic diagram of the planned routes for vehicles entering and leaving the filling area and unloading materials.

[0034] Figure label: 1. Mining area; 2. Circular road within the material yard; 3. Trench; 4. Strip boundary; 5. Exploration tunnel; 6. Borehole; 7. Shale strip zone; 8. Sandstone strip zone; 9. Geological sketch profile location; 10. Waste material outside the strip; 11. Original ground line of the material yard; 12. Latest ground line obtained by UAV aerial survey after overburden removal; 13. Weathering degree boundary line; 14. Side slopes on both sides of the material yard mining area; 15. Boundary between mining platforms at different elevations; 16. Construction platform; 17. Operations 18. Mining advance direction; 19. Blasting and excavation equipment; 20. Optimized mining slope; 21. Original planned mining bottom surface; 22. Mining bottom surface; 23. Dynamic non-stop unmanned weighing system; 24. Center line of weighing area road; 25. Circular lanes; 26. Entrance to weighing area; 27. Exit of weighing area; 28. Compaction area; 29. ​​Paving and leveling area; 30. Unloading area; 31. Entrance to filling area; 32. Exit of filling area; 33. Vehicle route within the unloading area. Detailed Implementation

[0035] To more clearly illustrate the purpose, technical solution, and beneficial effects of this application, a further detailed description of this application is provided below in conjunction with illustrations and specific embodiments. It should be specifically noted that the specific embodiments described below are only for illustrating the technical content of this application and do not constitute a limitation on the scope of protection of this application.

[0036] In the accompanying drawings of the embodiments of the present invention, the same or similar reference numerals correspond to the same or similar components. In the description of the present invention, it should be understood that if terms such as "upper," "lower," "left," "right," "inner," and "outer" indicate the orientation or positional relationship based on the orientation or positional relationship shown in the drawings, they are only for the convenience of describing the present invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, the terms used to describe positional relationships in the drawings are only for illustrative purposes and should not be construed as limiting the present application. For those skilled in the art, the specific meaning of the above terms can be understood according to the specific circumstances.

[0037] In the description of this invention, unless otherwise explicitly specified and limited, the term "connection" or similar designation indicating a connection between components should be interpreted broadly. For example, it can refer to a fixed connection, a detachable connection, or an integral part; it can be a direct connection or an indirect connection via an intermediate medium; it can refer to the internal communication between two components or the interaction between two components. Those skilled in the art can understand the specific meaning of the above terms in this invention based on the specific circumstances.

[0038] Example 1: See Figures 1 to 10 A multi-layer collaborative and efficient mining and transportation method for vertical interlayer material yards includes the following steps: S1. Construction and site clearing of the access road; S2. Trench excavation and tunneling; S3. Geological sketch of the stripping of the overburden and the exposed surface of the stripping layer in the material yard; S4. Core drilling and geological exploration; S5. Establish a material layout model based on UAV aerial surveying; S6. Analyze and make decisions, formulate mining plans, and establish a multi-level platform, multi-face collaborative mining system with supporting equipment; S7. Adjust resource allocation to complete mining based on dam strength and utilization rate, and maintain system operation until dam construction is completed; Between S3 and S6, there are also steps including S4.1. forming a ring road within the material yard, S4.2. blasting design and blasting test, S4.3. filling and compaction test, S4.4. completing the separate ring road for dam return and waste return, and S4.5. establishing a dynamic non-stop unmanned weighing system. Among them, S4.2 and S4.3 are carried out when the dam material that meets the requirements is exposed, S4.4 is carried out when S3 is carried out, and S4.5 is completed simultaneously with S4.4.

[0039] The purpose of S1 is to serve S2 and S3, and its implementation route is consistent with the planned location of S2. S1 specifically includes: planning the route → clearing vegetation, weeds, and tree roots → surveying and positioning → removing humus and silt → leveling and compacting / drainage ditch excavation → inspection and acceptance.

[0040] Before formal construction, the location of S2 will be manually surveyed and the route determined. Trees along the route will be cleared manually using chainsaws, followed by clearing the surface using excavators and bulldozers. The clearing thickness will be ≥30cm, with soft soil areas deepened to 70cm and replaced with gravel or non-cohesive soil. Tree roots and humus will be removed. After clearing, temporary drainage ditches will be constructed along the roadside with a longitudinal slope ≥1% and a transverse slope ≥2% to facilitate drainage. Compaction will be performed using a 20t or larger road roller / heavy-duty dump truck to allow for the passage of dump trucks. The access road should be straight and smoothly connected to meet the subsequent access road conditions; in the initial stage, the width of the access road will be controlled at 6m or more to meet the needs of small-scale muck removal.

[0041] S2 specifically includes: measurement and positioning → layered excavation and shaping → support → geological sketching and logging.

[0042] First, the locations of trench 3 and tunnel 5 were selected, see [link / reference] Figure 2 The location of exploratory trench 3 is arranged along the direction of the material yard and perpendicular to the long axis, covering mining area 1, key parts of the slope, and areas with geological anomalies, such as areas with sudden vegetation changes or large topographic relief. The spacing is selected according to the scale of the material yard. In this invention, based on a material yard length of 1500m, the spacing is set at 200-300m. The trench length runs across the entire mining area 1, and the trench depth is tentatively set at 20m. The trench bottom width is not less than 10m, and the slope ratio is 1:0.7~1:1.0. A temporary 2m wide walkway is set at 7m, with a temporary intercepting ditch on it. Exploratory tunnel 5 is located in the middle range of the mining depth. The tunnel location is selected in a place where it is easy to enter and the overburden is relatively thin, the bedrock is intact and there are no obvious cracks, and water catchment areas and landslides are avoided. The tunnel direction is perpendicular to the long axis of the material yard. The tunnel depth needs to cover mining area 1, here it is set at 300m. The tunnel opening size is sufficient for the entry and exit of workers and equipment, and is set at 2.0m wide and 2.0m high.

[0043] Excavation of trench 3 was carried out using an excavator. A longitudinal drainage ditch with a slope of 2% was set at the bottom of the trench to remove accumulated water in a timely manner and prevent the trench wall from collapsing and the bedrock from softening. Immediately after excavation, the lithology, rock stratum attitude, and fracture development were recorded, and photos were taken and the locations were marked.

[0044] For exploratory tunnel 5, initial support is provided at the tunnel entrance before entry. Shallow sections (those weathered to moderately weathered or more) are excavated using excavators, while deeper sections (those weathered to moderately weathered and slightly new rock) are excavated using small-scale drilling and blasting. Each excavation depth is 0.5-1.0m, with timely wall trimming. As excavation progresses, timely wall support is implemented. If cracks or potential collapse hazards appear in the tunnel walls, immediate support is provided using anchor bolts and shotcrete, with anchor bolt spacing of 1.0-1.5m and shotcrete thickness of 5-10cm. Support is intensified in weak rock strata sections. When the tunnel length exceeds 20m, ventilation equipment is installed to remove dust and harmful gases. Safe lighting is used throughout the entire process, and open flames are avoided. Lithology, stratum attitude, fracture attitude, and filling materials are recorded section by section, and samples are taken for testing, at least one set every 10m. A geological cross-section of the tunnel walls is drawn.

[0045] S3 is a necessary step before large-scale mining and should be carried out as soon as possible after the mining target is determined. S4.4 and S3 can be carried out simultaneously. The stripping of the overburden layer in the material yard is conducted simultaneously from top to bottom along the natural terrain of the material yard on 16 different working platforms, but safety distances should be controlled to strictly prohibit over-excavation and bottom removal. The stripping height of a single layer should be controlled between 5 and 10 meters. A unified temporary drainage plan should be implemented during stripping to minimize damage to forest land and soil erosion. Stripped materials should be stored and disposed of in categories. For thick overburden layers, a combination of excavators and dump trucks should be used. Heavy-duty vehicles should be used for downhill transport, with empty vehicles returning. Excavated soil should be prioritized as fill material for temporary roads to form access roads and spoil disposal roads as soon as possible. After S3 exposes the strongly weathered rock layer, geological sketching work should be carried out regularly. See [link to relevant documentation]. Figure 3 The geological survey will be conducted monthly to keep abreast of the geological conditions and stripping progress of the material yard, and to provide services for S4. The spacing of the geological sketch sections 9 will be 100m-150m.

[0046] S4 was conducted simultaneously with S3 when the rock strata were stripped to a level that could be identified and classified. Based on the preliminary results of S2 and S3, the location of borehole 6 in S4 was rationally arranged.

[0047] See Figure 4 , 5Holes 6 are preferentially located near the boundary 4 of the rock strip. The distance from the boundary 4 is adjusted according to the degree of weathering, and the holes are arranged along the direction of the rock strip to compensate for blind spots in vertical drilling. The spacing is selected based on the size of the quarry. Here, based on a quarry length of 1500m, a spacing of 200-300m is selected for each group, and the spacing is increased to 100-150m in geologically complex sections. Each group has 2-3 holes 6. The hole depth is determined according to the mining requirements, and here it is selected to be 150-200m to ensure coverage of the entire mining depth. An adjustable-angle drilling rig is selected, such as a drilling rig that supports 60° inclined operation, drill rods, diamond drill bits, core tubes, angle gauges, tape measures, drilling rig fixing devices, etc. Prepare auxiliary materials such as mud, sealing bags, labels, geological record books, and cameras. The mud cools the drill bit and protects the wall to prevent the hole wall from collapsing. Low-speed, uniform drilling is adopted to avoid high-speed disturbance of the rock strata. When encountering hard rock strata, the drilling speed is slowed down to prevent damage to the drill bit and core sample breakage. Core sampling should be performed every 1-2 meters of drilling, with the core tube slowly withdrawn to avoid core sample detachment or breakage. Core recovery rate should be ≥85%, with ≥90% for intact bedrock. For fractured rock layers, the core sampling interval can be shortened. Mud should be injected throughout the drilling process for wall protection, especially in weathered rock layers and fractured sections, to prevent borehole collapse. If borehole collapse occurs, drilling should be stopped immediately, and mud should be backfilled for reinforcement before resuming. Record the borehole number, borehole coordinates, borehole angle, drilling date, operators, and drilling rig model; core sampling depth (start and end depths), core sample length, recovery rate, core sample integrity (intact / fractured / fractured), lithology (sandstone 8, shale 7), degree of weathering (fully weathered / strongly weathered / moderately weathered / slightly weathered); fracture development (fracture orientation, spacing, filling material), weak interlayers, groundwater outcrop location and volume, and rock layer orientation (strike, dip, dip angle), etc.

[0048] S4.2 and S4.3 are carried out promptly when the required dam material is exposed. S4.2 aims to obtain efficient blasting parameters applicable to different fillers, while S4.3 aims to obtain efficient compaction parameters applicable to different fillers.

[0049] Blasting design and testing: The design takes into account the lithology and weathering degree. Medium-deep hole blasting is used for slightly weathered / moderately weathered rock layers to avoid areas with dense fissures and groundwater outcrops, control blasting vibrations, and prevent slope collapse. Hole depth is 5-10m, hole spacing is 2.5-3.5m, and row spacing is 2-3m; hole diameter is 140mm, matching the drilling rig model; explosive dosage is adjusted according to rock hardness, with a design single consumption of 0.5-1.0kg for sandstone 8 and 0.3-0.5kg for shale 7; millisecond-delay detonation is used to avoid strong vibrations from simultaneous detonation; the test scale is selected as a small-scale test of 10-20 holes to cover different rock types; a warning zone with a radius ≥100m is set up, with dedicated personnel in charge, and unauthorized personnel are strictly prohibited from entering; the blasting vibration velocity is monitored to ensure no damage to the surrounding geology and facilities; after blasting, the rock particle size, slope stability, and blasting funnel shape are checked, and the particle size must meet the requirements for mining and processing; the development of fractures after blasting is recorded and compared with geological exploration data; based on the test results, the hole spacing, row spacing, and explosive dosage are adjusted to finally determine the optimal blasting parameters suitable for this quarry and incorporate them into the formal blasting design.

[0050] Compaction Test: Based on the design drawings, select slightly weathered / moderately weathered blasted rock and stripped soil without humus. Conduct a compaction test on the prepared test site. The paving thickness simulates the dam filling thickness, ranging from 40-120cm depending on the material, and pave in layers. Use a vibratory roller of 25t or more, with a compaction speed of 2-3km / h. The initial number of compaction passes is set at 6-8, until the design requirements are met. After each layer is compacted, test parameters such as settlement, porosity, and particle size distribution. If any parameters are not met, immediately add more compaction or adjust the parameters. Based on the test results, determine the optimal paving thickness, number of compaction passes, and roller model to form a compaction construction standard for subsequent large-scale filling.

[0051] S4.4 needs to be implemented promptly during the S3 phase to meet the requirements of high-intensity waste disposal and dam construction in the later stages. Route layout principles: The route should be arranged separately around the material yard to the dam filling area and from the material yard to the waste disposal site, forming a complete loop to achieve a closed loop for transportation and return, reducing vehicle turnaround interference; the main road is a heavy-duty road, handling the transportation of dam filling materials / waste, with one-way traffic, close to the material yard mining area 1, waste disposal site, and dam entrance; the auxiliary road is a return road, handling the return of empty transport vehicles to the material yard, with one-way traffic to avoid heavy-duty traffic; the turning radius should be ≥25m, avoiding sharp bends and steep slopes, with steep slopes ≤10%; whether it is the dam loop or the waste disposal loop, drainage ditches and culverts should be constructed along the roadside according to natural drainage conditions to ensure road drainage capacity and avoid the impact of rainfall on transport capacity.

[0052] S4.5 and S4.4 were completed simultaneously. Hardware equipment includes: a dynamic weighbridge system, an automatic license plate recognition device, infrared sensors, high-definition cameras, an industrial control terminal, and a display screen; software system: unmanned weighbridge management software. Weighing point layout: Located on the straight section between the material yard and the dam area, closer to the material yard end. After a heavily loaded vehicle leaves mining area 1, it will be weighed without stopping, and its weight and license plate number will be recorded before proceeding directly to the dam. System establishment and construction process: Point survey and positioning, road surface repair, equipment installation, software installation and debugging, system linkage testing, followed by formal commissioning.

[0053] S5 is designed to acquire real-time and efficient information on mining progress and the geological distribution of the material yard. Equipment selection: Use drones with RTK positioning capabilities, a drone ground station, data processing software, and GPS locators. Control point deployment: Deploy 5-10 GPS control points throughout the entire material yard, especially in areas with material usage. These points should be clearly marked for aerial survey data calibration, improving modeling accuracy. During aerial surveys, suspend heavy-load vehicle traffic on the ring road or avoid peak hours to prevent vehicle interference with aerial survey data and ensure clear, ghost-free images. Flight altitude should be controlled between 80-150m, with a forward overlap ≥80% and a lateral overlap ≥70% to ensure seamless image stitching. Increase the density of aerial surveys in key material usage areas to improve local accuracy. Prioritize clear weather with winds ≤3 to avoid rain and fog affecting image quality. RTK positioning should be enabled throughout the process to ensure accurate coordinates for each image point, corresponding to the on-site control points. Import the aerial survey images into the processing software for stitching and correction. Combine the control point calibration coordinates to generate a 3D terrain model of the entire material yard. (See [link to relevant documentation]). Figure 7 The results are then imported into engineering software such as CAD and CASS for analysis and calculation.

[0054] S6 is carried out based on the results of the aforementioned steps. It involves summarizing and analyzing key findings to provide data support for analysis and decision-making.

[0055] Basic engineering achievements: Access roads and material yard clearing have been completed; the separated ring road (for dam access / waste transport and return) and the inner ring road 2 of the material yard have been opened to traffic, meeting the needs of mining and transportation; the overburden stripping has been completed, the bedrock is exposed, and mining conditions are met.

[0056] Geological exploration results: Through core sampling of trench 3, tunnel 5, borehole 6 and geological sketching of the exposed surface, the lithology, weathering degree, fracture distribution, and distribution range and width of usable material in the material yard were clarified, and potential geological hazards were investigated.

[0057] Test results: The blasting design and blasting test were completed, and the optimal blasting parameters were determined, including hole spacing, row spacing and explosive dosage. The filling and compaction test was completed, and the compaction standard of the filling material was clarified to match the construction parameters.

[0058] Achievements of the control system: A dynamic, non-stop, unmanned weighing system 23 has been established, achieving efficient weighing under heavy loads; combined with UAV aerial surveying, a three-dimensional model of the material layout has been established, clarifying the material reserves, distribution, and transportation routes. Based on the comprehensive filling volume target, intensity, and reserve analysis results, the elevation of the mining bottom 22 has been rationally optimized to reduce the mining area, thereby minimizing the excavation of waste material 10 outside the strip while improving the utilization rate of the sandstone strip area 8.

[0059] Mining plan formulation: The overall mining principles are top-down, zoned mining, safety first, efficient utilization, dynamic management and control, prioritizing the mining of usable materials, rationally disposing of waste, taking into account transportation efficiency, accurate measurement and ecological environmental protection, and connecting the ring road, weighing system and drone modeling and control system.

[0060] Mining Zones and Sequence: Mining zones are defined based on the material model from the UAV, the natural terrain, and equipment conditions. Each 100-200m section is divided into one construction platform. (See [link to relevant documentation]). Figure 6 Each construction platform 16 is divided into different working faces 17, with one working face 17 arranged every 50m-100m. Each working face 17 is equipped with one excavation and loading equipment, and the boundaries of each area are dynamically adjusted in sync with the mining. At the same time, unloading working faces and spoil disposal working faces are configured for dam access, and are connected with the dam ring road and spoil transportation route.

[0061] The dynamic adjustment mechanism combines data from UAV aerial surveys and geological sketches every 30 days to update the material model, mining progress, blasting effects, and weighing data. It analyzes potential problems during the mining process, such as substandard rock particle size and low transportation efficiency, and adjusts equipment space configuration, the division of construction platform 16 and working face 17, blasting parameters, mining sequence, etc., to ensure that the mining plan is adapted to the needs of on-site construction.

[0062] S7 is a dynamic adjustment implementation plan for the mining situation of the material yard and the target strength of the dam at different stages.

[0063] The adjustment is based on: the target dam strength, calculated on a daily / weekly / monthly basis; material yard utilization data, which, based on UAV models, geological sketches, and preliminary geological surveys, shows utilization rates ranging from 20% to 60% at different dam filling stages; and on-site mining conditions, including blasting effects, equipment efficiency, and transportation accessibility.

[0064] Control measures: Daily statistics on dam loading, mining, and waste disposal; calculation and comparison of the deviation between theoretical and actual utilization rates of the material yard to ensure that the actual mining utilization rate is not less than the theoretical utilization rate; weekly comparison with dam loading intensity targets, analysis of deviation causes, and adjustment of resource allocation; monthly updates of the material utilization model using drones to optimize the layout of working face 17 and mining plans.

[0065] S2, S4, and S5 employ a combined approach of surface trenching, deep cavern exploration, 60° inclined geological borehole 6, UAV aerial survey DEM modeling, and geological sketching to form a geological exploration and visualization scheme. Specifically, the data from trench 3, cave 5, and 60° inclined geological borehole 6 are combined with the DEM data obtained from UAV aerial surveying and the geological sketching results established after the overburden layer is removed. Using software such as CAD and CASS, a precise model of the material yard's reserves and interlayer distribution is constructed, providing data guidance for the analysis of the material yard mining area 1, thereby clarifying the locations of each construction platform 16, working face 17, and the areas where usable materials are distributed.

[0066] S4.4, S6, and S7 form a parallel mining scheme with multiple construction platforms 16 and multiple working faces 17. The elevation difference between adjacent construction platforms 16 is controlled at around 10 meters. Multiple working faces 17 are arranged on each construction platform 16, with a spacing of no less than 50 meters between working faces 17. Each construction platform 16 is connected to other construction platforms 16, the dam ring road, or the spoil disposal ring road through a ring road with a width of no less than 25 meters around the material yard. Each working face 17 is equipped with one excavator, and a turning platform is set at the loading point of the working face 17, with a width of no less than 30 meters and a length of no less than 50 meters. Based on the full-process time analysis of the dam transport distance and spoil transport distance, multiple dump trucks are equipped for each dam excavation and loading working face, and multiple dump trucks are equipped for each spoil excavation and loading working face, so as to realize the parallel operation of multiple construction platforms and multiple working faces.

[0067] The dam access ring road consists of an access road with a width of no less than 9 meters and a return material yard road with a width of no less than 7 meters. These two roads are arranged in a ring to form a one-way flow. The waste disposal ring road consists of a waste disposal road with a width of no less than 15 meters and a return material yard road with a width of no less than 12 meters, accommodating three vehicles traveling in parallel. These two roads are also arranged in a ring and operate independently from the dam access transportation system. The roads meet the requirements of a loaded vehicle speed of 20 km / h and an empty vehicle speed of 25 km / h, with a minimum vehicle spacing of 50 meters. The dam access road supports the simultaneous passage of more than 400 vehicles, and the waste disposal road supports the simultaneous passage of more than 300 vehicles.

[0068] See Figure 10 The unloading area at the dam is compacted according to the layered filling requirements, and vehicles always travel on the compacted fill material. The vehicle operation process is as follows: drive straight into the site → drive to the pre-designated unloading area → reverse a short distance to complete the unloading → drive straight out of the site, with the reversing distance not exceeding 10 meters; see [link / reference] Figure 9 The vehicle exit route 27 is completely separated from the entry route 26 by the circular branch road 25, with no intersection or conflict; the entry route 26 at the circular branch road 25 is equipped with a dynamic non-stop unmanned weighing system 23, and the unloading time on the dam is no more than 1.2 minutes / vehicle.

[0069] See Figure 10This is a schematic diagram of the vehicle traffic routes 33 within the unloading area. The main objective is to separate vehicle traffic by planning entry and exit routes to meet the minimum number of unloading sites required for strength. The distance between each route should not be less than 15m, and the turning radius should not be less than 20m. Vehicles should not enter the site consecutively on any two adjacent routes, with a minimum interval of one route space to further meet the vehicle operating space requirements.

[0070] S4.4, S4.5, and S6 form a dynamic, non-stop, unmanned weighing system. (See [link to documentation]). Figure 9 The dynamic non-stop unmanned weighing system 23 can complete weighing without stopping or turning off the engine. It can automatically collect parameters such as license plate and vehicle weight and take photos to save data in time. The error is within 0.5%, which meets the rough weighing requirements of stone chips. The weighing time of a single vehicle is controlled within 10 seconds. It supports continuous weighing of more than 400 vehicles within 70 minutes, which can effectively break the bottleneck of the limited road transport capacity due to the insufficient weighing capacity of traditional weighing systems.

[0071] S4.2 and S4.3 form a high-efficiency sub-scheme for ultra-breaking soft rock. Sandstone strip zone 8 adopts conventional blasting parameters, with a borehole spacing of 3-4 meters and a charge of 0.5-0.8 kg / m, ensuring that the particle size after blasting meets the filling requirements. Shale strip zone 7 adopts slightly higher ultra-breaking blasting parameters than conventional ones, with a borehole spacing of 3-4 meters and a charge of 0.3-0.5 kg / m. Due to the high sensitivity of shale, ultra-large particle size crushing of shale can be achieved. After sandstone blasting, the main particle size is controlled at 20-80 cm, and the particle size of shale after blasting is no greater than 10 cm, ensuring that the sandstone recovery utilization rate is no less than 90%. The sandstone is excavated and loaded using a self-made bucket with perforations. The sandstone particles are retained in the bucket and transported to the upper dam area. Shale debris falls through the perforations and is excavated and loaded into the slag yard by a special excavator. This method is suitable for areas with narrow sandstone strips and interlayers with shale, which have mining value but are time-consuming and labor-intensive to sort. These areas are often considered waste material due to their unqualified comprehensive content.

[0072] The invention will be further described below with reference to the accompanying drawings: Figure 2 is a schematic diagram of the plan layout of trenches, tunnels, and boreholes in a vertical interlayer quarry, visually demonstrating the "surface + deep + inclined borehole" combined geological exploration layout adopted in this invention. In the figure: 1 represents the quarry mining area, the purpose of which is to ultimately define the overall pit excavation boundary; 2 represents the quarry's internal ring road, arranged near the quarry mining boundary, with a width of approximately 30m, providing passage for exploration, mining, and transportation; 3 represents the trench, laid perpendicular to the long axis along the quarry's direction, used to reveal surface lithology, stratum occurrence, and fracture development; 4 represents the strip boundary between sandstone and shale strips, obtained through geological exploration to clearly distinguish the distribution boundary between usable and waste materials; 5 represents the deep horizontal geological tunnel, arranged in the middle of the mining depth in areas with shallow overburden and intact bedrock, used to determine the deep interlayers and rock mass integrity; 6 represents the borehole, inclined at 60°, laid along the strip boundary 4, compensating for the blind spots of vertical borehole exploration and precisely controlling the strip boundary and mining depth. This diagram fully illustrates the planar layout logic of a multi-dimensional geological exploration system, providing a fundamental basis for accurate material yard modeling and efficient mining.

[0073] Figure 3 shows a geological sketch profile and a schematic diagram of the material strip distribution after the overburden layer of the vertical interlayer material yard has been stripped. It illustrates the spatial distribution of usable and waste materials and the layout rules of the geological sketch profile. In the figure: 7 represents the shale strip area, which is unusable material and belongs to the waste strip; 8 represents the sandstone strip area, which is qualified dam fill material and is the main target for mining; 9 represents the location of the geological sketch profile, evenly distributed at intervals of 100m–150m, used to continuously track rock weathering, interlayer distribution, and stripping progress; 10 represents waste material outside the strip, which is rock and soil outside the mining boundary with no utilization value. This figure clarifies the zoning relationship between usable and waste materials, reflecting the geological control approach of sketching first and then mining, and providing a visual basis for subsequent mining zoning and resource optimization.

[0074] Figure 4 is a schematic diagram of the spatial relationship between geological strips and boreholes in a typical geological sketch profile, revealing the distribution of vertical interlayers, weathering characteristics, and the matching relationship of exploration borehole locations from a profile perspective. In the figure: 6 is a 60° inclined borehole, laid out along the rock strata dip, completely penetrating the mining elevation and each lithological strip and weathered layer; 7 is a shale strip area (waste material), and 8 is a sandstone strip area (upper dam material), the two being interbedded to form a typical vertical interlayer morphology; 11 is the original ground line of the material yard, representing the topography before mining; 12 is the latest ground line obtained by UAV aerial survey after the overburden is removed, reflecting the excavation face morphology in real time, and this latest ground line can be updated monthly; 13 is the weathering degree boundary line, dividing the boundary between fully weathered, strongly weathered, moderately weathered, and slightly weathered rock masses; 14 is the slope on both sides of the material yard mining area, controlling the stability of the excavation slope. This figure clearly shows the correspondence between the exploration profile and the rock strata structure, explains the design basis for the inclined borehole angle and borehole depth, and provides geological support for the subsequent determination of mining boundaries.

[0075] Figure 5This diagram illustrates the planar division of multi-level construction platforms and multiple work faces, showcasing the collaborative mining layout of large-scale material yards with "separate platforms and work faces." In the diagram: 4 represents the boundary line between sandstone and shale, guiding the layout of platforms and work faces along the available material strips; 15 marks the boundary between mining platforms at different elevations, with each 100m–200m section designated as an independent construction platform; 16 represents the construction platforms for each elevation; 17 represents different work faces within the same mining platform, spaced every 50m–100m, equipped with dedicated excavation and loading equipment for parallel operation; 18 indicates the mining advance direction, advancing unidirectionally along the platform's long axis to minimize interference, while reserving space for turning platforms for each platform. This diagram demonstrates the planar organization of multi-level, multi-work face collaborative operations, allowing for dynamic adjustments to work faces based on dam strength, significantly improving the efficiency of large-scale mining.

[0076] Figure 6 is a schematic diagram of the cross-section and mining advance direction of a multi-level mining platform, showing the layered excavation height, equipment configuration, and advance logic from a vertical perspective. In the figure: 16 represents the construction platforms at each elevation, with the layer height controlled between 5m and 10m to ensure slope stability and equipment operational intensity; 18 represents the mining advance direction, advancing layer by layer from top to bottom; 19 represents blasting and excavation / loading equipment, configured to match the platform and working face, achieving continuous flow operations of "blasting-excavation-loading-transportation." This figure illustrates the layer height, advance sequence, and equipment spatial configuration to ensure that simultaneous operation of multiple platforms does not interfere with each other, improving overall mining intensity.

[0077] Figure 7 is a schematic diagram comparing the mining bottom and slopes before and after optimization, demonstrating the optimization approach for the mining area based on geological models and reserve analysis. In the figure: 7 represents the shale strip area (waste material); 8 represents the sandstone strip area (upper dam material); 11 represents the original ground line of the material yard; 12 represents the latest ground line after UAV aerial surveying following the removal of the overburden; 14 represents the slopes on both sides of the mining area; 20 represents the optimized mining slope, with a more reasonable mining area and less waste material; 21 represents the original planned mining bottom, which was too low and involved a large amount of excavation; 22 represents the optimized mining bottom, with a moderately raised elevation to reduce ineffective waste material excavation. This figure visually illustrates the optimization principle of "less waste material excavation and more usable material utilization," significantly reducing the total excavation volume and construction costs while ensuring the recovery rate of usable material.

[0078] Figure 8 is a statistical chart comparing the utilization rate and excavation volume of the material yard before and after optimization, quantitatively demonstrating the effectiveness of this invention in resource utilization and cost reduction. The figure compares various indicators of the original mining plan (mining bottom EL290) and the optimized plan (bottom raised to BL345): including the usable material area, usable material volume, total mining volume, utilization rate, and the average area and volume of waste material reduced after optimization. Data shows that the comprehensive utilization rate of the material yard increased from 0.330 to 0.385 after optimization, and the total waste material volume was significantly reduced. Direct optimization can significantly improve the recovery rate of usable material and reduce the cost of ineffective excavation.

[0079] Figure 9 is a schematic diagram of the layout of a dynamic, non-stop, unmanned weighing system, demonstrating the coordinated layout of the efficient weighing system and the ring road. In the diagram: 23 represents the dynamic, non-stop, unmanned weighing system, located on the straight section between the material yard and the upper dam area, enabling automatic weighing without stopping or shutting down the engine; 24 is the center line of the weighing area road, ensuring vehicles pass through the weighing area smoothly and at a uniform speed; 25 is the ring road, separating weighing and oncoming traffic; 26 is the weighing area entrance, and 27 is the weighing area exit, with complete separation of entrance and exit to avoid traffic congestion. This diagram embodies the design of "rapid weighing and uninterrupted passage," with a single vehicle weighing time of ≤10 seconds, breaking through the efficiency bottleneck of traditional manual weighing and supporting high-intensity transportation demands.

[0080] Figure 10 is a schematic diagram of the vehicle routes for entering and exiting the filling area and for unloading materials, demonstrating the traffic flow organization and efficient unloading methods in the dam unloading area. In the diagram: 28 is the compaction zone, specifically for compaction operations; 29 is the paving and leveling zone, located between the unloading and compaction zones, specifically for initial leveling after unloading; 30 is the unloading zone, employing a straight-line entry and short-distance reverse unloading, with a straight-line exit and a reversing distance ≤10m; 31 is the entrance to the filling area, and 32 is the exit, achieving unidirectional circulation and separation of entry and exit; 33 is the separate vehicle routes within the unloading area, with a route spacing ≥15m and a turning radius ≥20m, allowing adjacent routes to enter at off-peak times to avoid spatial and temporal conflicts. This system systematically solves problems such as unloading congestion, particle size separation, and tire wear, significantly reducing the unloading time per vehicle. The separate unloading route planning increases the upper limit of the number of unloading platforms that can be accommodated, greatly improving the efficiency of dam filling.

[0081] It will be apparent to those skilled in the art that the present invention is not limited to the details of the exemplary embodiments described above, and that the invention can be implemented in other specific forms without departing from its spirit or essential characteristics. Therefore, the embodiments should be considered illustrative and non-limiting in all respects, and the scope of the invention is defined by the appended claims rather than the foregoing description. Thus, all variations falling within the meaning and scope of equivalents of the claims are intended to be included within the present invention, and no reference numerals in the claims should be construed as limiting the scope of the claims.

[0082] Furthermore, it should be understood that although this specification describes embodiments, not every embodiment contains only one independent technical solution. This narrative style is merely for clarity. Those skilled in the art should consider the specification as a whole, and the technical solutions in each embodiment can also be appropriately combined to form other embodiments that can be understood by those skilled in the art.

Claims

1. A multi-layered, collaborative, and efficient mining and transportation method for vertical interlayer material yards, characterized by: Includes the following steps: S1. Construction and site clearing of the access road; S2. Trench excavation and tunnel excavation; S3. Geological sketch of the stripping of the overburden and the exposed surface of the stripping layer in the material yard; S4. Core drilling and geological exploration; S5. Establish a material layout model based on UAV aerial surveying; S6. Analyze and make decisions, formulate mining plans, and establish a multi-level platform, multi-face collaborative mining system with supporting equipment; S7. Adjust resource allocation to complete mining based on dam strength and utilization rate, and maintain system operation until dam construction is completed; Between S3 and S6, there are also steps including S4.

1. forming a ring road within the material yard, S4.

2. blasting design and blasting test, S4.

3. filling and compaction test, S4.

4. completing the separate ring road for dam return and waste return, and S4.

5. establishing a dynamic non-stop unmanned weighing system. Among them, S4.2 and S4.3 are carried out when the dam material that meets the requirements is exposed, S4.4 is carried out when S3 is carried out, and S4.5 is completed simultaneously with S4.

4.

2. The method for multi-layer coordinated and efficient mining and transportation of vertical interlayer material yards according to claim 1, characterized in that: In S1, clear the trees along the route, then clear the topsoil to a thickness of ≥30cm. In soft soil areas, deepen the topsoil to 70cm and replace it with gravel or non-cohesive soil. After clearing the topsoil, level and compact it, and build temporary drainage ditches along the roadside.

3. The method for multi-layer coordinated and efficient mining and transportation of vertical interlayer material yards according to claim 1, characterized in that: In S2, trench excavation and tunnel excavation include the following steps: S2.1 Selection of the location of the trench (3) and the tunnel (5): The location of the trench (3) is arranged according to the direction of the material yard, perpendicular to the long axis, covering the mining area (1), key parts of the slope and geological anomaly area. The spacing is selected according to the scale of the material yard. The trench length runs through the entire mining area (1). The tunnel (5) is located in the middle range of the mining depth. The tunnel location is selected in the shallow overburden layer, the bedrock is intact, and the water catchment area and landslide body are avoided. The tunnel direction is perpendicular to the long axis of the material yard and the tunnel depth covers the mining area (1). S2.2, Trench (3) Excavation, with longitudinal drainage ditches at the bottom of the trench. After excavation, record the lithology, stratum attitude, and fracture development, take photos, and mark the location; Tunnel (5) Excavation, with initial support for the tunnel entrance before entering the tunnel, shallow sections are excavated with excavators, and deep sections are blasted with small boreholes; Layered excavation, repairing the tunnel walls and completing the tunnel wall support, and using anchor bolts and shotcrete support when cracks or collapse hazards appear in the tunnel walls; Intensified support for weak rock strata sections; Record the lithology, stratum attitude, fracture attitude, and filling material section by section, take samples for testing, and draw geological cross-section diagrams of the tunnel walls.

4. The method for multi-layer coordinated and efficient mining and transportation of vertical interlayer material yards according to claim 1, characterized in that: In S3, the geological sketching of the stripping and exposed surface of the material yard overburden includes the following steps: The stripping of the cover layer of the material yard is carried out simultaneously from top to bottom along the natural terrain of the material yard on different working platforms (16). The stripping height of a single layer is controlled at 5~10m. Temporary drainage planning is done during stripping, and the stripped materials are classified and stored for disposal. The thick cover layer is transported by a combination of excavators and dump trucks. Heavy-duty vehicles are used for downhill transportation and empty vehicles are used for return trips. Slag is used as filler for temporary roads to quickly form the road to the dam and the circular road for slag disposal. After the strongly weathered rock layer is exposed, geological sketching work is carried out regularly to understand the geological conditions of the material yard and the progress of stripping. The spacing of the geological sketch sections (9) is 100m-150m.

5. The method for multi-layer coordinated and efficient mining and transportation of vertical interlayer material yards according to claim 1, characterized in that: In S4, core drilling and geological exploration include the following steps: Drill holes (6) are arranged near the boundary (4) of the strip. The distance from the boundary (4) of the strip is adjusted according to the degree of weathering. The holes are arranged along the direction of the rock strip to make up for the blind spots of vertical drilling. The spacing is selected according to the scale of the material yard and the hole depth is determined according to the mining needs to ensure that the entire mining depth is covered. Core samples are taken every 1-2m of drilling. The core sampling rate is ≥85%. The core sampling spacing is shortened for broken rock layers. Mud is injected throughout the drilling process to protect the wall. If the hole collapses, drilling is stopped immediately, and mud is backfilled to reinforce the hole before continuing. Record the borehole (6) number, hole location coordinates, borehole (6) angle, drilling date, operator, drilling machine model, core sampling depth and start and end depths, core sample length, sampling rate, core sample integrity, lithology, degree of weathering, fracture development, weak interlayers, groundwater exposure location and volume, and rock layer occurrence.

6. The method for multi-layer coordinated and efficient mining and transportation of vertical interlayer material yards according to claim 1, characterized in that: In S5, establishing a material layout model by combining UAV aerial surveying includes the following steps: Five to ten GPS control points were set up throughout the material yard. During the aerial survey, heavy-load vehicles were suspended from the ring road or the peak hours were avoided. The flight altitude was controlled between 80 and 150 meters, with a forward overlap of ≥80% and a lateral overlap of ≥70% to ensure that the image stitching was seamless. The aerial survey was intensified in key material-using areas to improve local accuracy. The aerial survey was conducted on clear days with winds of ≤3. RTK positioning was enabled throughout the process to ensure that each image point had accurate coordinates and corresponded with the on-site control points. The images collected by the aerial survey were imported into the processing software for stitching and correction. Combined with the control point calibration coordinates, a three-dimensional terrain model of the entire material yard was generated.

7. The method for multi-layer coordinated and efficient mining and transportation of vertical interlayer material yards according to claim 1, characterized in that: In S6, the analysis and decision-making process, the formulation of mining plans, and the establishment of a multi-platform, multi-face collaborative mining system with supporting equipment include the following steps: S6.1 Summary of preliminary results: Preliminary results include basic engineering results, geological exploration results, test results, and control system results; Basic engineering achievements: The access road and material yard clearing have been completed, and the separated ring road and the inner ring road of the material yard (2) have been opened to traffic; the overburden stripping has been completed, the bedrock is exposed, and it is ready for mining. Geological exploration results: Through core sampling and geological sketching of the exposed surface via trenches (3), tunnels (5), boreholes (6), the lithology, weathering degree, fissure distribution, and range and width of usable material distribution in the material yard were clarified, and potential geological hazards were investigated. Test results: The blasting design and blasting test were completed, the optimal blasting parameters were determined, including hole spacing, row spacing and explosive dosage, and the filling and compaction test was completed, clarifying the compressibility of the filling material compaction standard with the construction parameters. Results of the control system: A dynamic non-stop unmanned weighing system (23) has been established; a three-dimensional model of material layout has been established in conjunction with UAV aerial survey to clarify the material reserves, distribution and transportation routes; based on the comprehensive filling volume target, strength and reserve analysis results, the elevation of the mining bottom surface (22) has been optimized and the mining range has been reduced to minimize the excavation of waste material (10) outside the strip, while improving the utilization rate of the sandstone strip area (8); S6.2 Mining plan formulation: Mining should proceed from top to bottom and be carried out in zones; Mining zones and sequence: Mining zones are divided into construction platforms (16) every 100-200m, based on the material model of the UAV and the natural terrain and equipment conditions. Each construction platform (16) is divided into different working faces (17), and a working face (17) is arranged every 50m-100m. Each working face (17) is equipped with a digging and loading equipment. The boundaries of each area are dynamically adjusted in sync with the mining. The unloading working face and the spoil disposal working face are configured in sync with the dam ring road and spoil transportation route. The elevation difference between adjacent construction platforms (16) is controlled at 10-15 meters, and the working face spacing is not less than 50 meters; each construction platform is connected to other construction platforms, dam ring road or waste disposal ring road through a ring passage with a width of not less than 25 meters; each working face loading point is equipped with a turning platform with a width of not less than 30 meters and a length of not less than 50 meters to meet the vehicle turning requirements. S6.

3. Every so often, combine the material model, mining progress, blasting effect and weighing data updated by UAV aerial survey and geological sketching, analyze the problems existing in the mining process, and adjust the equipment space configuration, platform (16) and working face (17) division, blasting parameters and mining sequence.

8. The method for multi-layer coordinated and efficient mining and transportation of vertical interlayer material yards according to claim 1, characterized in that: In S7, adjusting resource allocation based on dam strength and utilization rate to complete mining includes the following steps: The implementation plan for dynamic adjustment of the mining situation and dam strength target at different stages of the material yard is as follows: The adjustment basis includes the dam strength target, material yard utilization rate data and on-site mining situation; The control measures include daily statistics of dam volume, mining volume and waste volume, calculation and comparison of the deviation between the theoretical utilization rate and the actual utilization rate of the material yard, and ensuring that the actual mining utilization rate is not less than the theoretical utilization rate; The dam strength target is compared weekly, the reasons for the deviation are analyzed and the resource allocation is adjusted; The material model is updated monthly by drone, and the layout of the working face (17) and mining plan are optimized.

9. The method for multi-layer coordinated and efficient mining and transportation of vertical interlayer material yards according to claim 1, characterized in that: In S4.2, the blasting design and testing include the following steps: The blasting design takes into account the lithology and weathering degree. Medium-deep hole blasting is used for slightly weathered or moderately weathered rock layers to avoid areas with dense fractures and groundwater outcrops, control blasting vibration, and prevent slope collapse. The hole depth is 5-10m, the hole spacing is 2.5-3.5m, the row spacing is 2-3m, and the hole diameter is matched with the drilling rig model. The amount of explosives is adjusted according to the rock hardness. The design consumption for sandstone (8) is 0.5-1.0 kg, and the design consumption for shale (7) is 0.3-0.5 kg. Millisecond micro-delay detonation is used to avoid strong vibrations caused by simultaneous detonation. The test scale is selected as a small-scale test with 10-20 holes, covering different lithologies; the blasting vibration velocity is detected to ensure that the surrounding geology and facilities are not damaged; after blasting, the rock particle size, slope stability, and blasting funnel shape are checked, the development of fractures after blasting is recorded, and the data are compared with geological exploration data; Based on the test results, the hole spacing, row spacing, and explosive dosage were adjusted to determine the optimal blasting parameters suitable for this material yard, which were then incorporated into the formal blasting design.

10. The method for multi-layer coordinated and efficient mining and transportation of vertical interlayer material yards according to claim 1, characterized in that: In S4.3, the compaction test for fill includes the following steps: According to the design drawings, slightly weathered / moderately weathered blasted rock and stripped soil without humus were selected; a compaction test was carried out on the prepared test site, and the paving thickness simulated the dam filling thickness. The thickness was selected from 40-120cm depending on the different materials, and the paving was carried out in layers. Use a vibratory roller with a capacity of 25t or more, and a rolling speed of 2-3 km / h; initially determine the number of rolling passes to be 6-8, and roll until the design requirements are met. After each layer is compacted, parameters such as settlement, porosity, and particle size distribution are tested. If they are not up to standard, additional compaction or parameter adjustment is immediately performed. Based on the test results, the optimal paving thickness, number of compaction passes, and roller model were determined, forming a compaction construction standard for subsequent large-scale filling.

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