A method for treating collapse zones in water-rich, high-sulfur, fractured mineral deposits

Abstract

This application relates to a method for managing collapse areas in water-rich, high-sulfur, fractured mineral deposits. The method includes: determining whether the collapse area is continuous; and managing the collapse area accordingly. For continuous collapse areas, based on experiments on the binding properties and strength of the high-sulfur ore body and cement, an optimal lime-sand ratio is obtained, and grouting is performed to reinforce the loose ore, forming a cohesive whole. For discontinuous collapse areas, cleaning and scanning are conducted, filling boreholes are designed, and prefabricated triangular steel cages are transported unmanned into the collapse area. The collapse area is then filled according to the optimal lime-sand ratio, ensuring that the strength of the roof filling exposed during the next mining stage meets safe mining requirements, thus achieving safe, efficient, and rapid management of collapse areas in water-rich, high-sulfur, fractured mineral deposits.

Description

Technical Field

[0001] This application relates to the field of mineral deposit collapse management technology, and in particular to management methods for collapse areas in water-rich, high-sulfur, and fractured mineral deposits. Background Technology

[0002] Water-rich, high-sulfur, and fractured ore bodies are prone to roof collapse during mining due to their high water content, soft and easily fractured surrounding rock, and low recovery rate. Roof collapses frequently occur during the initial mining operations of these ore bodies, forcing the cessation of continuous mining operations.

[0003] The commonly used method is to, after the roof collapses at the face of the mine, the ore is in a loose, piled-up state. Depending on the situation, some of the collapsed material is removed, or none is removed at all. A concrete retaining wall is then poured at the entrance of the collapsed area for direct filling. However, this method is not thorough in treating the collapsed area. This can lead to the face of the mine still being in a collapsed state when the lower layers or adjacent access roads are exposed during mining. The collapsed ore body will be exposed again during mining of the collapsed area, forming another collapsed area. Furthermore, during the filling of the collapsed area, to ensure operational safety, personnel cannot enter the collapsed area, and false bottom reinforcement cannot be laid before filling. This results in the roof filling after the lower layers are exposed not meeting the requirements for safe mining. Summary of the Invention

[0004] To address or partially address the problems existing in related technologies, this application provides a treatment method for the collapse area of ​​a water-rich, high-sulfur, fractured mineral deposit. The method aims to solve the problems that the collapse area cannot be filled with false bottom steel bars before backfilling, and that the top slab backfill body cannot meet the requirements for safe mining after the lower layers are exposed.

[0005] This application provides a method for treating collapse zones in water-rich, high-sulfur, fractured mineral deposits, including:

[0006] (1) Determine whether the collapse zone is a continuous collapse;

[0007] (2.1) If it is determined that the collapse zone is a continuous collapse

[0008] Experiments were conducted on the setting properties and strength of high-sulfur ore bodies and cement to obtain the optimal ore-lime-sand ratio. Based on the optimal ore-lime-sand ratio, grouting was carried out to reinforce the loose ore, so that the loose ore could be formed into a whole.

[0009] (2.2) If the collapse zone is discontinuous

[0010] The collapsed ore was shoveled out, and a 3D laser scanner was used to measure the shape and size of the collapsed area.

[0011] The design and construction of filling boreholes are based on the measured shape and size, and the filling boreholes include filling inlet holes, vent holes and overflow holes;

[0012] The prefabricated triangular steel cage is transported unmanned into the collapse area for the installation of false bottom steel reinforcement. The prefabricated triangular steel cage includes a triangular support, a steel skeleton and a false bottom anchor net.

[0013] A concrete retaining wall was poured at the entrance of the collapsed area to seal it off.

[0014] The optimal lime-sand ratio was determined by conducting filling tests on water-rich, high-sulfur, fractured ore deposits, and the optimal lime-sand ratio was used to fill the collapsed area.

[0015] Optionally, in some embodiments, the design and construction of the filling borehole includes:

[0016] Based on the actual measured conditions of the collapse area, a filling borehole was designed between the normal mining route and the top of the collapse area. A total of three boreholes were constructed, namely a filling grout inlet hole, an air vent hole, and a grout overflow hole.

[0017] The drilling arrangement is such that the vent hole is the highest point, the grout inlet hole is lower than the vent hole, and the grout overflow hole is lower than the grout inlet hole. The spacing between the grout inlet hole, vent hole, and overflow hole is 0.5-1m, and the hole diameter is 130mm.

[0018] Sleeves are installed in the grout inlet, vent, and overflow grout outlets.

[0019] Optionally, in some embodiments, the backfilling test of a water-rich, high-sulfur fractured ore deposit includes:

[0020] Based on the water inflow situation in the collapse area of ​​the fractured deposit, an experiment was conducted on the mortar-sand ratio for grouting to obtain the optimal mortar-sand ratio suitable for the current collapse area, ensuring that the uniaxial compressive strength of the grout filling body in the collapse area after grouting is greater than 4.5 MPa.

[0021] Optionally, in some embodiments, the pouring of a concrete retaining wall at the entrance of the collapse zone includes:

[0022] After the false bottom reinforcement is laid, a 400mm-600mm thick concrete retaining wall is poured on the normal mining access road at the entrance of the collapse area to seal off the collapse area.

[0023] Optionally, in some embodiments, obtaining the optimal lime-sand ratio by conducting tests on the setting properties and strength of the high-sulfur ore body and cement includes:

[0024] Samples were taken from the high-sulfur, fractured ore body in the collapse area, and the bulk material was mixed with No. 425 cement at different cement-sand ratios to prepare standard test blocks.

[0025] The uniaxial compressive strength of the test blocks was measured at 3, 7, 14 and 28 days to verify whether the bonding properties and strength of the high-sulfur ore body and cement meet the mining requirements.

[0026] Based on the test results, boreholes were designed and constructed within the collapsed and accumulated loose ore. Grouting was then carried out through the boreholes to reinforce the loose ore, forming it into a whole and improving its stability. This allowed the exposed top plate to meet the requirements of mining operations.

[0027] This application also provides a prefabricated triangular steel reinforcement cage, which is applied to a method for treating collapse areas in water-rich, high-sulfur, fractured mineral deposits, including:

[0028] Triangular brackets, steel reinforcement frame, and false bottom anchor mesh;

[0029] The triangular bracket is made of three threaded steel bars welded into a triangular bracket, and each set of prefabricated triangular steel cage contains 5 or more triangular brackets.

[0030] The steel reinforcement cage uses three threaded steel bars as the skeleton, and the steel reinforcement cage is installed on the apex of the triangular bracket, which is then connected in series.

[0031] The false bottom anchor mesh consists of two 2m×1m steel meshes with a mesh size of 180mm×180mm. The false bottom anchor mesh is installed on the steel skeleton at the bottom of the triangular bracket.

[0032] Optionally, in some embodiments, the triangular support is made of three φ12mm threaded steel bars, each 1.0m long, which are connected to each other in a crisscross pattern to form a triangular support; a set of triangular steel cages contains 5 triangular supports with a spacing between 810-900mm.

[0033] The steel reinforcement cage consists of three φ12mm threaded steel bars connected to the apex of the triangular bracket, with a length of 3.5m, connecting multiple triangular brackets together.

[0034] The false bottom anchor consists of two 2m×1mφ6mm anchor nets with a mesh size of 180mm×180mm. The two sides of the steel mesh are fixedly connected to the bottom steel skeleton and the bottom reinforcement of the triangular support.

[0035] The technical solution provided in this application may include the following beneficial effects:

[0036] By determining whether the collapse area is a continuous collapse, different treatment methods are implemented for each collapse area. For continuous collapse areas, the optimal lime-sand ratio of the ore is obtained based on experiments on the setting properties and strength of the high-sulfur ore body and cement. Grouting is then used to reinforce the loose ore, making it a unified whole. For discontinuous collapse areas, cleaning and scanning are carried out, filling boreholes are designed, and prefabricated triangular steel cages are transported unmanned into the collapse area. The collapse area is then filled according to the optimal lime-sand ratio to ensure that the strength of the roof filling exposed by the next layer of mining meets the requirements for safe mining. This achieves safe, efficient, and rapid treatment of collapse areas in water-rich, high-sulfur, and fractured ore deposits.

[0037] It should be understood that the above general description and the following detailed description are exemplary and explanatory only, and do not limit this application. Attached Figure Description

[0038] The above and other objects, features and advantages of this application will become more apparent from the more detailed description of exemplary embodiments thereof in conjunction with the accompanying drawings, wherein the same reference numerals generally represent the same components in the exemplary embodiments thereof.

[0039] Figure 1 This is a schematic flowchart illustrating a method for treating collapse zones in water-rich, high-sulfur, fractured mineral deposits, as shown in an embodiment of this application.

[0040] Figure 2 This is a schematic diagram of the structure of the collapse zone shown in the embodiments of this application;

[0041] Figure 3 This is a schematic diagram of the structure of a prefabricated triangular steel cage shown in an embodiment of this application.

[0042] Attached reference numerals: 1-Normal mining approach, 2-Concrete retaining wall, 3-Collapse zone, 4-Slurry overflow hole, 5-Slurry filling hole, 6-Ventilation hole, 7-Triangular support, 8-Reinforcing steel skeleton, 9-False bottom anchor mesh. Detailed Implementation

[0043] Embodiments of this application will now be described in more detail with reference to the accompanying drawings. While embodiments of this application are shown in the drawings, it should be understood that this application may be implemented in various forms and should not be limited to the embodiments set forth herein. Rather, these embodiments are provided to make this application more thorough and complete, and to fully convey the scope of this application to those skilled in the art.

[0044] It should be understood that although the terms "first," "second," "third," etc., may be used in this application to describe various information, this information should not be limited to these terms. These terms are only used to distinguish information of the same type from one another. For example, without departing from the scope of this application, first information may also be referred to as second information, and similarly, second information may also be referred to as first information. Thus, a feature defined as "first" or "second" may explicitly or implicitly include one or more of that feature. In the description of this application, "multiple" means two or more, unless otherwise explicitly specified.

[0045] In the description of this application, it should be understood that the terms "length", "width", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings, and are only for the convenience of describing this application 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, and therefore should not be construed as a limitation of this application.

[0046] Unless otherwise expressly specified and limited, the terms "installation," "connection," "linking," and "fixing," etc., should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral part; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; they can refer to the internal communication of two components or the interaction between two components. Those skilled in the art can understand the specific meaning of the above terms in this application according to the specific circumstances.

[0047] Water-rich, high-sulfur, fractured ore bodies are prone to roof collapse during mining due to their high water content, soft and easily fractured surrounding rock, and low recovery rate. Roof collapses frequently occur during the initial mining of these ore bodies, forcing the cessation of continuous mining operations. The commonly used method is to remove some of the collapsed material, or leave it intact, after the roof collapses, and then directly fill the collapsed area with concrete retaining walls. However, this method is incomplete in addressing the collapsed area. This can lead to the face still being in a collapsed state when mining of lower layers or adjacent access roads, resulting in further collapses during ore body recovery. Furthermore, to ensure operational safety, the collapsed area cannot be accessed by personnel, and false bottom reinforcement cannot be laid before filling, resulting in roof filling that does not meet safe mining requirements after the exposure of lower layers.

[0048] To address the aforementioned problems, this application provides a method for treating collapse areas in water-rich, high-sulfur, fractured ore deposits. This method determines whether the collapse is continuous and treats the collapse area accordingly. For continuous collapse areas, the optimal lime-sand ratio is determined based on experiments on the cohesiveness and strength of the high-sulfur ore body and cement. Grouting is then used to reinforce the loose ore, forming a cohesive whole. For discontinuous collapse areas, cleaning and scanning are performed, filling boreholes are designed, and prefabricated triangular steel cages are transported unmanned into the collapse area. The collapse area is then filled according to the optimal lime-sand ratio, ensuring that the strength of the roof filling exposed during the next mining stage meets safe mining requirements. This achieves safe, efficient, and rapid treatment of collapse areas in water-rich, high-sulfur, fractured ore deposits.

[0049] The technical solutions of the embodiments of this application are described in detail below with reference to the accompanying drawings.

[0050] Example 1

[0051] Figure 1 This is a schematic flowchart illustrating a method for treating collapse zones in water-rich, high-sulfur, fractured mineral deposits, as shown in an embodiment of this application.

[0052] See Figure 1 A method for treating collapse zones in water-rich, high-sulfur, fractured mineral deposits, comprising:

[0053] (1) Determine whether the collapse zone is a continuous collapse;

[0054] (2.1) If the collapse zone is determined to be a continuous collapse:

[0055] Experiments were conducted on the setting properties and strength of high-sulfur ore bodies and cement to obtain the optimal ore-lime-sand ratio. Based on the optimal ore-lime-sand ratio, grouting was carried out to reinforce the loose ore, so that the loose ore could be formed into a whole.

[0056] Specifically, experiments were conducted on the setting properties and strength of high-sulfur ore bodies and cement to determine the optimal lime-sand ratio, including:

[0057] Samples were taken from the high-sulfur, fractured ore body in the collapse area. The bulk material was mixed with No. 425 cement at different cement-sand ratios to prepare standard test blocks. The uniaxial compressive strength of the test blocks was measured at 3, 7, 14, and 28 days to verify whether the bonding properties and strength of the high-sulfur ore body and cement met the mining requirements. Based on the test results, boreholes were designed and constructed in the collapsed and accumulated loose ore. Grouting was carried out through the boreholes to reinforce the loose ore, making it a whole and improving its stability. This ensured that the bottom exposed the top plate to meet the requirements of mining operations.

[0058] (2.2.1) If the collapse zone is a discontinuous collapse:

[0059] (2.2.2) Remove the collapsed ore and use a 3D laser scanner to measure the shape and size of the collapsed area;

[0060] (2.2.3) Design and construction of filling boreholes based on measured shape and size, wherein the filling boreholes include filling inlet holes, vent holes and overflow holes;

[0061] Specifically, the design and construction of the filling boreholes include designing filling boreholes between the normal mining route and the top of the collapse area based on the measured conditions of the collapse area. A total of three boreholes are constructed: a filling grout inlet hole, a vent hole, and a grout overflow hole. The boreholes are arranged with the vent hole at the highest position, the grout inlet hole lower than the vent hole, and the grout overflow hole lower than the grout inlet hole. The spacing between the filling grout inlet hole, vent hole, and grout overflow hole is 0.5-1m, and the hole diameter is 130mm. Casings are installed inside the filling grout inlet hole, vent hole, and grout overflow hole.

[0062] (2.2.4) The prefabricated triangular steel cage is transported to the inside of the collapse area and the false bottom steel reinforcement is laid. The prefabricated triangular steel cage includes a triangular support, a steel reinforcement skeleton and a false bottom anchor net.

[0063] Specifically, precast triangular steel reinforcement cages include:

[0064] Triangular brackets, steel reinforcement frame, and false bottom anchor mesh;

[0065] The triangular supports are made of φ12mm threaded steel bars, 1.0m in length, which are welded together to form a triangular support. Each set of prefabricated triangular steel cages contains 5 or more triangular supports with a spacing of 810-900mm. The steel skeleton consists of three φ12mm threaded steel bars connected to the apex of the triangular supports, with a length of 3.5m, connecting multiple triangular supports in series. The false bottom anchor consists of two 2m×1m φ6mm anchor nets with a mesh size of 180mm×180mm. The two sides of the steel mesh are fixedly connected to the bottom steel skeleton and the bottom reinforcement of the triangular supports.

[0066] (2.2.5) Construct a concrete retaining wall at the entrance of the collapse area to seal off the collapse area;

[0067] Specifically, a concrete retaining wall was poured at the entrance of the collapse area. This included pouring a 400mm-600mm thick concrete retaining wall on the normal back mining path at the entrance of the collapse area after the false bottom reinforcement was laid, in order to seal off the collapse area.

[0068] (2.2.6) Conduct filling tests on water-rich, high-sulfur, fractured ore deposits to obtain the optimal lime-sand ratio, so as to fill the collapse area with the optimal lime-sand ratio.

[0069] Specifically, a filling test was conducted on a water-rich, high-sulfur, fractured ore deposit. This included conducting a grouting lime-sand ratio test based on the water inflow situation in the collapse zone of the fractured ore deposit, obtaining an optimal lime-sand ratio suitable for the current collapse zone, and ensuring that the uniaxial compressive strength of the filling body in the collapse zone after grouting is greater than 4.5 MPa.

[0070] Example 2

[0071] S201, a collapse zone occurred during the mining of the water-rich, high-sulfur, and fractured ore body. After the face no longer had the conditions for continued mining, it was determined whether the collapse zone was a continuous collapse.

[0072] S202. The collapse zone is relatively stable, allowing for the removal of collapsed ore. A 3D laser scanner was used to measure the morphology of the collapse zone. Based on the measurements, calculations were performed, and three filling boreholes were designed and constructed to expose the collapse zone. A rapid reinforcement laying process was used to install the false bottom reinforcement. After pouring a filling retaining wall at the entrance of the collapse zone to seal it, a 1:4 high-grade lime-sand ratio was used for rapid filling and treatment of the collapse zone. Details are as follows:

[0073] S2021. Under the premise of ensuring safety, the collapsed ore was removed. After the collapsed ore was removed, and the roof briefly stabilized and a certain amount of void was formed, a 3D laser scanner was used to measure the morphology of the void. Based on the measured conditions of the collapsed area, three boreholes were designed and drilled at suitable locations on site to reach the top of the collapsed area for filling. A total of three boreholes were drilled: a filling inlet, a vent, and an overflow. The three boreholes were distributed as follows: the vent was located at the highest point of the collapsed area, the filling inlet was 200mm lower than the vent, and the overflow was 200mm lower than the filling inlet. An upward-sloping borehole was used to expose the filling hole in the collapsed area, with a diameter of 130mm, and a casing was installed.

[0074] S2022. Change the existing traditional reinforcement process and design the reinforcement material to be pre-welded and assembled to form a prefabricated triangular steel cage. After the drilling is completed, use remotely controlled shovel and transport equipment to transport the prefabricated steel cage to the area where reinforcement is needed, and quickly complete the false bottom reinforcement laying operation without personnel entering.

[0075] The fabrication and layout techniques for precast triangular steel reinforcement cages are as follows:

[0076] Based on current mining techniques and considering the tendency for collapse zones to form during the mining of water-rich, high-sulfur, and fractured ore bodies, a suitable, rapid, efficient, and personnel-free prefabricated triangular steel cage laying process is designed. The prefabricated triangular steel cage consists of three welded parts: a steel triangular support frame, a steel frame, and a prefabricated false bottom anchor mesh. Each set of prefabricated triangular steel cages is 3.5m long and 1m wide, containing 5 steel triangular supports, 3 steel frames, and 2 sets of prefabricated false bottom anchor mesh. The triangular supports are made of three φ12mm threaded steel bars, 1.0m long, welded together according to the design dimensions; each set contains 5 triangular supports spaced 800-900mm apart. The steel reinforcement cage consists of three φ12mm threaded steel bars welded to triangular supports, with a length of 3.5m. Steel bars b and c are about 5cm away from the bottom slab, and steel bar a is at the top of the intersection of the triangular supports, connecting multiple triangular supports together. The precast false bottom anchor mesh is erected and welded above the two bottom steel reinforcement cages. The steel mesh consists of two 2m×1m φ6mm anchor meshes with a mesh size of 180mm×180mm. The steel mesh is welded and fixed to the steel reinforcement cage and the bottom reinforcement of the triangular supports on both sides.

[0077] A set of prefabricated steel cages was transported to the inside of the collapse area using a remote-controlled excavator and laid out sequentially from the inside out, with the distance between the steel bars and the surrounding rock on both sides controlled within 0.2m. This completed the efficient and rapid false bottom steel reinforcement laying operation without requiring personnel to enter the collapse area.

[0078] S2023. After the false bottom reinforcement is laid, a 400mm-600mm thick concrete retaining wall is poured at a suitable position at the entrance of the collapse area to seal the collapse area, depending on the site conditions.

[0079] S2024. Based on the comprehensive application of prevention and control technologies and mining techniques for large water inflow deposits under complex geological conditions, a backfilling test was conducted on a water-rich, high-sulfur, fractured deposit. Based on the research on the backfilling mechanism and backfilling system in deep large water inflow mining, the optimal lime-sand ratio of 1:4 was determined. The 1:4 lime-sand ratio was used to backfill the collapse area, achieving a backfill strength of 4.5 MPa or higher, ensuring the safety of the roof exposed during the subsequent mining.

[0080] S203, When the collapse zone is continuously collapsing and the conditions for ore extraction are not met;

[0081] By sampling high-sulfur fractured and collapsed ore bodies, standard test blocks were prepared in the laboratory by mixing the sampled granules with No. 425 cement at different cement-sand ratios (cement:ore). The uniaxial compressive strength of the test blocks was measured at 3 days, 7 days, 14 days, and 28 days. The purpose was to verify whether the bonding properties and strength of the high-sulfur ore body and cement met the mining requirements.

[0082] Based on the test results, boreholes were designed and constructed within the collapsed and accumulated loose ore, and grouting was carried out through the boreholes to reinforce the loose ore, making it form a whole and improving its stability, so that the exposed top plate at the bottom meets the requirements of mining operations.

[0083] The various embodiments of this application have been described above. These descriptions are exemplary and not exhaustive, nor are they limited to the disclosed embodiments. Many modifications and variations will be apparent to those skilled in the art without departing from the scope and spirit of the described embodiments. The terminology used herein is chosen to best explain the principles, practical application, or improvement of the technology in the market, or to enable others skilled in the art to understand the embodiments disclosed herein.

Claims

1. A method for treating collapse zones in water-rich, high-sulfur, fractured mineral deposits, characterized in that, include: (1) Determine whether the collapse zone is a continuous collapse; (2.1) If the collapse zone is determined to be a continuous collapse: Experiments were conducted on the setting properties and strength of high-sulfur ore bodies and cement to obtain the optimal ore-lime-sand ratio. Based on the optimal ore-lime-sand ratio, grouting was carried out to reinforce the loose ore, so that the loose ore could be formed into a whole. (2.2) If the collapse zone is discontinuous: The collapsed ore was shoveled out, and a 3D laser scanner was used to measure the shape and size of the collapsed area. The design and construction of filling boreholes are based on the measured shape and size. These filling boreholes include filling grout inlets, vents, and overflow holes. Specifically, the design and construction of the filling boreholes involves designing three filling boreholes between the normal mining route and the top of the collapse zone, based on the measured conditions of the collapse area. These three boreholes are: filling grout inlets, vents, and overflow holes. The borehole arrangement is such that the vents are positioned highest, the grout inlets are lower than the vents, and the overflow holes are lower than the grout inlets. The spacing between the filling grout inlets, vents, and overflow holes is 0.5-1m, and the borehole diameter is 130mm. Casings are installed inside the filling grout inlets, vents, and overflow holes. Precast triangular steel cages are transported unmanned to the collapse area for the installation of false bottom reinforcement. Each precast triangular steel cage includes a triangular support, a steel reinforcement frame, and a false bottom anchor mesh. The triangular support is formed by welding three threaded steel bars into a triangular shape, and each set of precast triangular steel cages contains five or more triangular supports. The steel reinforcement frame consists of three threaded steel bars, installed at the apex of the triangular support, and the triangular support is connected in series. The false bottom anchor mesh consists of two 2m × 1m steel meshes with a mesh size of 180mm × 180mm, and is installed on the steel reinforcement frame at the bottom of the triangular support. A concrete retaining wall was poured at the entrance of the collapsed area to seal it off. The optimal lime-sand ratio was determined by conducting filling tests on water-rich, high-sulfur, fractured ore deposits, and the optimal lime-sand ratio was used to fill the collapsed area.

2. The method for treating collapse zones in water-rich, high-sulfur, fractured mineral deposits according to claim 1, characterized in that, The aforementioned backfilling test of a water-rich, high-sulfur, fractured ore deposit includes: Based on the water inflow situation in the collapse area of ​​the fractured deposit, a lime-sand ratio experiment was conducted to obtain a lime-sand ratio suitable for the current collapse area, ensuring that the uniaxial compressive strength of the filling body in the collapse area after grouting is greater than 4.5 MPa.

3. The method for treating collapse zones in water-rich, high-sulfur, fractured mineral deposits according to claim 1, characterized in that, The construction of a concrete retaining wall at the entrance of the collapse zone includes: After the false bottom reinforcement is laid, a 400mm-600mm thick concrete retaining wall is poured on the normal mining access road at the entrance of the collapse area to seal off the collapse area.

4. The method for treating collapse zones in water-rich, high-sulfur, fractured mineral deposits according to claim 1, characterized in that, The process of conducting tests on the setting properties and strength of high-sulfur ore bodies and cement to obtain the optimal lime-sand ratio includes: Samples were taken from the high-sulfur, fractured ore body in the collapse area, and the bulk material was mixed with No. 425 cement at different cement-sand ratios to prepare standard test blocks. The uniaxial compressive strength of the test blocks was measured at 3, 7, 14 and 28 days to verify whether the bonding properties and strength of the high-sulfur ore body and cement meet the mining requirements. Based on the test results, boreholes were designed and constructed within the collapsed and accumulated loose ore. Grouting was then carried out through the boreholes to reinforce the loose ore, forming it into a whole and improving its stability. This allowed the exposed top plate to meet the requirements of mining operations.

5. The precast triangular steel cage according to claim 1, characterized in that: The triangular support is made of three φ12mm threaded steel bars, each 1.0m long, which are connected to each other to form a triangular support; a set of triangular steel cages contains 5 triangular supports, with a spacing between 810-900mm. The steel reinforcement cage consists of three φ12mm threaded steel bars connected to the apex of the triangular bracket, with a length of 3.5m, connecting multiple triangular brackets together. The false bottom anchor mesh consists of two 2m×1mφ6mm anchor meshes with a mesh size of 180mm×180mm. The two sides of the steel mesh are fixedly connected to the bottom steel skeleton and the bottom reinforcement of the triangular support.

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