Step-by-step coordinated control method for surrounding rock pressure relief, pressure boosting and pressure regulation in deep wells

Abstract

The present invention belongs to the field of surrounding rock control of underground projects, and provides a step-by-step collaborative control method for deep well surrounding rock pressure relief, pressure boosting and pressure regulation, including quantitative pressure relief support combined with numerical simulator simulation test analysis results for deep high-stress roadway projects during roadway excavation; timely strong support and pressure increase through deformation threshold after roadway surrounding rock deformation; multi-dimensional pressure regulation control in the advanced area combined with mine pressure observation and simulation analysis machine model test before the roadway enters the advanced influence range of the working face; and evaluation model is used to evaluate the effect of step-by-step collaborative control of deep well surrounding rock pressure relief, pressure boosting and pressure regulation. This method realizes stability control of deep well high-stress roadways through multi-level and multi-type support and pressure relief measures, and ensures safe and efficient production of deep coal mines.

Description

Technical Field

[0001] The present invention belongs to the technical field of surrounding rock control in underground engineering, and in particular relates to a step-by-step coordinated control method of pressure relief-pressurization-pressure regulation of surrounding rock in deep wells. Background Art

[0002] The statements in this section merely provide background information related to the present invention and do not necessarily constitute prior art.

[0003] With the continuous deepening of coal mining, deep high-stress mining tunnels are facing increasingly severe engineering geological conditions and safety production challenges. Deep high-stress mining tunnels are arranged in coal seams. The surrounding rock is weak, the bearing capacity is low, and the deformation is large during excavation and mining. Traditional mining tunnels use a single support and pressure relief method. The support strength is insufficient, the pressure relief is not thorough, and the quantitative regulation of the surrounding rock stress cannot be achieved, resulting in serious problems such as instability of the support structure and tunnel collapse. Summary of the invention

[0004] In order to solve the above problems, the present invention proposes a step-by-step coordinated control method of deep well surrounding rock pressure release-pressurization-pressure regulation. The present invention effectively ensures the stability of the tunnel structure, reduces the risk of mining accidents, and improves coal production efficiency by taking the combined measures of "pressure release-pressurization-pressure regulation".

[0005] According to some embodiments, the present invention provides a step-by-step coordinated control method for surrounding rock pressure relief, pressure boosting and pressure regulation in a deep well, which adopts the following technical solutions:

[0006] The step-by-step coordinated control method of surrounding rock pressure relief-pressure boosting-pressure regulation in deep wells includes:

[0007] For deep high-stress tunnel projects, quantitative yield support is carried out during tunnel excavation in combination with the results of numerical simulator simulation tests and analysis.

[0008] After the tunnel surrounding rock is deformed, when the deformation of the tunnel surrounding rock reaches the deformation threshold, strong support and pressurization are carried out;

[0009] Before the tunnel enters the advance influence range of the working face, multi-dimensional pressure regulation control is carried out in the advance area in combination with mine pressure observation and simulation analysis machine model test;

[0010] The evaluation model is used to evaluate the effect of step-by-step coordinated control of surrounding rock pressure relief, pressure boosting and pressure regulation in deep wells.

[0011] Furthermore, the quantitative pressure-yielding support adopts high-strength and high-toughness constant-resistance energy-absorbing anchor rods and increased-resistance energy-absorbing arch frames to perform high-prestressed pressure-yielding support for the surrounding rock, and combines on-site engineering geological conditions, numerical simulation and model tests to design support parameters to achieve quantitative pressure-yielding of the surrounding rock under a constrained state.

[0012] Furthermore, the resistance-enhancing energy-absorbing arch frame realizes quantitative pressure relief of the resistance-enhancing energy-absorbing arch frame by arranging pressure relief rings at nodes and arranging pressure relief filling bodies between the resistance-enhancing energy-absorbing arch frame and the surrounding rock.

[0013] Furthermore, numerical models and geomechanical models were established in combination with the on-site geological conditions, and simulation and experimental calculations were carried out to determine the surrounding rock deformation threshold and support parameters;

[0014] The support parameters mainly include anchor rod / cable length, spacing, and yield, and arch frame spacing, strength, and yield.

[0015] Furthermore, the strong support and pressurization adopts high-strength grouting anchor rods around the tunnel, high-strength anchor bundle reinforcement of the bottom plate, anchoring of the bottom plate anchor bundle, and combined with box beam support, it is implemented after the deformation of the tunnel surrounding rock reaches the deformation threshold.

[0016] Furthermore, the entire box beam of the bottom plate of the box beam rests on two bottom feet of the tunnel, and the two sides of the box beam rest on the top and bottom plates of the tunnel, and each section of the box beam is fixed to the surrounding rock of the tunnel by high-strength grouting anchor rods.

[0017] Furthermore, the grouting holes of the high-strength grouting anchor are drilled using a digital drilling rig, and the mechanical parameters of the surrounding rock are detected during the drilling process. After the anchoring is completed, a detection area is selected within the set range of the grouting hole, and the digital drilling rig is used to drill the tunnel surrounding rock again after the anchoring to obtain the mechanical parameters of the tunnel surrounding rock after the anchoring, and quantitatively evaluate the anchoring effect and the slurry diffusion range.

[0018] Furthermore, the bottom plate high-strength anchor cable bundle is formed by tying a plurality of anchor cables into a bundle, and a guide cap is provided at the end, a set length is reserved at the end of the cable body for end anchoring, and a sleeve is sleeved at the portion below the end;

[0019] A grouting pipe is inserted into the middle part of the cable body, a grouting hole is opened on the grouting pipe body, and matching anchoring accessories are used to finally form a high-strength anchor cable bundle.

[0020] Furthermore, the multi-dimensional pressure regulation control includes deep hole blasting to break the top in the far area, dense drilling to cut the top in the middle area, and pressure relief blasting of two-side drilling in the near area;

[0021] The remote deep hole blasting has a blast hole diameter of not less than 75 mm, a hole depth of not less than 20 m, a hole elevation angle of not less than 70°, and a blast hole spacing of not more than 4 m;

[0022] The central region is densely drilled and top-cut, the densely drilled holes have a diameter of 50-150 mm, a drilling inclination of 60°-70°, and a drilling spacing of 300 mm-750 mm;

[0023] The near-area two-side drilling and pressure-relieving blasting has a hole diameter in the range of 30-50 mm, and the selection of the drilling depth is adjusted according to the stress state of the underground rock mass and engineering requirements.

[0024] Furthermore, the working face advance distance is determined based on the monitoring results of the drilling cuttings method and the electromagnetic radiation method. At the same time, the working face advance distance is finally determined by combining numerical simulation and model test.

[0025] Compared with the prior art, the present invention has the following beneficial effects:

[0026] The step-by-step collaborative control of the present invention is to carry out pressure relief support in combination with the results of numerical simulation and model test analysis during tunnel excavation; before the tunnel undergoes large deformation, the deformation amount of the tunnel can be determined in advance through numerical and model tests, and the deformation threshold of the tunnel can be proposed. After the tunnel undergoes large deformation, strong support can be carried out in time through the deformation threshold; before the working face is mined, multi-dimensional pressure regulation control is carried out in the advanced area in combination with mine pressure observation, simulation analysis and model test. This method can judge the support and pressure relief timing of the tunnel surrounding rock in advance, and through multi-level and multi-type support and pressure relief measures, it can realize the stability control of deep well high-stress tunnels and ensure the safe and efficient production of deep coal mines. BRIEF DESCRIPTION OF THE DRAWINGS

[0027] The accompanying drawings in the specification, which constitute a part of the present invention, are used to provide a further understanding of the present invention. The exemplary embodiments of the present invention and their descriptions are used to explain the present invention and do not constitute improper limitations on the present invention.

[0028] Figure 1 It is a roadmap of the step-by-step coordinated control method of "releasing pressure-increasing pressure-regulating pressure" of surrounding rock in deep wells in an embodiment of the present invention;

[0029] Figure 2 A schematic diagram of a step-by-step coordinated control measure of "releasing pressure - increasing pressure - regulating pressure" for surrounding rocks of a deep well provided in an embodiment of the present invention;

[0030] Among them, 1. high-strength grouting anchor rods, 2. high preload constant resistance energy-absorbing anchor cables, 3. high-rigidity large-area box beams, 4. anchor cable bundles, 5. basic top blasting broken top deep holes, 6. side blasting pressure relief holes, 7. direct top dense holes, 8. grouting reinforcement rings. DETAILED DESCRIPTION

[0031] The present invention will be further described below in conjunction with the accompanying drawings and embodiments.

[0032] It should be noted that the following detailed descriptions are all illustrative and intended to provide further explanation of the present invention. Unless otherwise specified, all technical and scientific terms used herein have the same meanings as those commonly understood by those skilled in the art to which the present invention belongs.

[0033] It should be noted that the terms used herein are only for describing specific embodiments and are not intended to limit exemplary embodiments according to the present invention. As used herein, unless the context clearly indicates otherwise, the singular form is also intended to include the plural form. In addition, it should be understood that when the terms "comprising" and / or "including" are used in this specification, it indicates the presence of features, steps, operations, devices, components and / or combinations thereof.

[0034] In the absence of conflict, the embodiments of the present invention and the features of the embodiments may be combined with each other.

[0035] Embodiment 1

[0036] This embodiment provides a step-by-step coordinated control method for surrounding rock pressure relief, pressure boosting and pressure regulation in a deep well. In this embodiment, the method includes the following steps:

[0037] For deep high-stress tunnel projects, quantitative yield support is carried out during tunnel excavation in combination with the results of numerical simulator simulation tests and analysis.

[0038] After the surrounding rock of the tunnel is deformed, strong support and pressurization are carried out in time through the deformation threshold;

[0039] Before the tunnel enters the advance influence range of the working face, multi-dimensional pressure regulation control is carried out in the advance area in combination with mine pressure observation and simulation analysis machine model test;

[0040] The evaluation model is used to evaluate the effect of step-by-step coordinated control of surrounding rock pressure relief, pressure boosting and pressure regulation in deep wells.

[0041] like Figure 1 As shown, the specific scheme adopted in this embodiment includes four aspects: quantitative pressure relief, strong support and pressure increase, multi-dimensional pressure regulation, and step-by-step coordination. Quantitative pressure relief is to release the surrounding rock stress under restricted conditions by using constant resistance and large deformation anchor rods (cables), resistance and energy absorption arch frames, etc. after the tunnel is excavated; strong support and pressure increase is to strengthen the surrounding rock by using high-strength and high-preload anchor injection, high-rigidity and large-area surface protection and other measures after the quantitative pressure relief of the tunnel is carried out to improve the self-bearing capacity. Multi-dimensional pressure regulation is to achieve quantitative control of surrounding rock stress by means of basic top deep hole blasting, direct top dense drilling, and two-side pressure relief blasting before the working face is mined; step-by-step coordination means that during the tunnel excavation, pressure relief support is carried out in combination with numerical simulation and model test analysis results; after the tunnel has a large deformation, strong support is carried out in time through the deformation threshold; before the working face is mined, multi-dimensional pressure regulation control is carried out in the advance area in combination with mine pressure observation, simulation analysis and model test. This method achieves stability control of high-stress tunnels in deep wells through multi-level and multi-type support and pressure relief measures, ensuring safe and efficient production in deep coal mines.

[0042] A step-by-step coordinated control method for pressure relief-boosting-pressure regulation of surrounding rock in deep wells includes four aspects: quantitative pressure relief, strong support boosting, multi-dimensional pressure regulation and distributed coordination.

[0043] Among them, the quantitative pressure relief includes the use of high-strength and high-toughness constant-resistance energy-absorbing anchor rods (cables) and increased-resistance energy-absorbing arch frames to carry out high-prestressed pressure relief support for the surrounding rock, and the support parameter design is carried out in combination with on-site engineering geological conditions, numerical simulation and model tests to achieve quantitative pressure relief of the surrounding rock under constraint conditions; strong support and pressure increase include the use of high-strength grouting anchor rods around the tunnel, high-strength anchor cable reinforcement on the top plate, anchor cable bundle grouting on the bottom plate, and high-rigidity large-area box beam support, which is implemented in time after the deformation of the tunnel surrounding rock reaches the deformation threshold; multi-dimensional pressure regulation includes three levels: far domain, near domain and middle domain, and is implemented before the tunnel enters the advanced influence range of the working face; step-by-step coordinated control refers to determining the optimal application time and parameters of the above three types of measures based on theoretical analysis and on-site tests, and carrying them out in an orderly step-by-step manner. The optimal implementation time and parameters referred to here are determined based on the above-mentioned values ​​and field test results. That is, the step of "strong support and pressure increase" is implemented when the surrounding rock deformation reaches the "deformation threshold", and the deformation threshold is determined based on the above-mentioned "quantitative pressure relief" value; multi-dimensional pressure regulation is implemented before the tunnel enters the advanced influence range of the working face.

[0044] Among them, the high-strength and high-toughness constant-resistance energy-absorbing anchor rod has an elongation rate of more than 30%, and maintains a relatively high constant resistance during the deformation process; the resistance-enhanced energy-absorbing arch frame realizes quantitative and efficient pressure relief of the arch frame by setting pressure relief rings at the nodes and setting pressure relief filling bodies between the arch frame and the surrounding rock.

[0045] The support parameters mainly include anchor rod / cable length, spacing, pressure relief, arch spacing, strength, and pressure relief. Numerical models and geomechanical models are established in combination with on-site geological conditions, and simulation and experimental calculations are performed to determine the surrounding rock deformation threshold and support parameters.

[0046] The grouting holes of the high-strength grouting anchor are drilled by a digital drill, and the mechanical parameters of the surrounding rock are detected during the drilling process. After the anchoring is completed, a detection area is selected within 5 to 10 cm of the grouting hole, and the surrounding rock of the roadway after anchoring is drilled again using a digital drill to obtain the mechanical parameters of the surrounding rock of the roadway after anchoring, and quantitatively evaluate the anchoring effect and the slurry diffusion range.

[0047] Among them, the high-rigidity large-area box beam, the entire box beam of the bottom plate is against the two bottom feet of the tunnel to prevent the bottom feet of the tunnel from moving inward, and the two sides of the box beam are against the top and bottom plates of the tunnel to help the top plate sink and move downward. Each section of the box beam is fixed to the tunnel surrounding rock by anchor rods / cables.

[0048] It is understandable that the above-mentioned anchor rod has high strength, high toughness and constant resistance energy absorption effect, and any anchor rod with these characteristics can be used, not limited to this specific anchor rod. Similarly, the box beam and grouting anchor rod also have the same description rules.

[0049] Among them, the bottom plate anchor cable bundle is bundled by multiple anchor cables, and a guide cap is provided at the end to facilitate the cable body to enter the hole. A grouting pipe is tied on one side of the cable body, and a grouting hole is opened on the pipe body. The grouting joints, wire plugs, grouting plugs and circular porous anchors that are matched with the grouting pipe are used to finally form a grouting anchor cable bundle.

[0050] The base plate high-strength anchor cable bundle is bundled by tying multiple anchor cables and provided with a guide cap at the end to facilitate the bundle to enter the hole. A set length is reserved at the end of the cable body for end anchoring. Grease is applied to the part below the end and a sleeve is put on to prevent the slurry from contacting the cable body to achieve tensioning of the free section. In addition, a grouting pipe is inserted into the middle part of the cable body, a slurry outlet hole is opened on the pipe body, and matching grouting joints, thread plugs, slurry stoppers, circular porous anchors and other components are developed to finally form an anchor cable bundle.

[0051] Specifically, the working face advance influence range is determined according to the monitoring results of the drill cuttings method and the electromagnetic radiation method, and the working face advance influence distance is finally determined by combining numerical simulation and model test.

[0052] Among them, the working face advance influence distance is determined according to the monitoring results of the drill cuttings method and the electromagnetic radiation method. At the same time, the working face advance distance is finally determined by combining numerical simulation and model test. The working face advance distance is determined according to the monitoring results of the drill cuttings method and the electromagnetic radiation monitoring method, and the pressure relief area is selected according to the working face advance distance. The drill cuttings method uses a small diameter drill hole to analyze the stress change law in the rock mass by judging the amount of rock cuttings discharged at different depths. The electromagnetic radiation method is to lay electromagnetic radiation sensors in the tunnel, extract the characteristics of electromagnetic radiation step signals, draw the surrounding rock fracture characteristic diagram, and analyze the stress change law according to the rock mass fracture displacement.

[0053] Among them, the multi-dimensional pressure relief includes deep hole blasting and top breaking in the far area, dense drilling and top cutting in the middle area, and pressure relief blasting of two-side drilling in the near area. The deep hole blasting and top breaking in the far area has a blasting hole diameter of not less than 75mm, a hole depth of not less than 20m, a hole elevation angle of not less than 70°, and a blasting hole spacing of not more than 4m; the dense drilling and top cutting in the middle area has a dense drilling hole diameter of 50-150mm, a drilling hole inclination angle of 60°-70°, and a drilling hole spacing of 300mm-750mm; the near-area two-side drilling and pressure relief blasting has a hole diameter in the range of 30-50mm, and the selection of drilling depth should be adjusted according to the stress state of the underground rock mass and engineering requirements.

[0054] Among them, the near-domain two-side drilling pressure relief blasting is to install low-energy explosives in the deep part of the borehole (outside the surrounding rock anchoring range), and use sealing agents and cement mortar to seal the shallow part of the borehole (surrounding rock anchoring range), which can not only avoid the weakening of the surrounding rock by the drilling, but also transfer the high stress peak to the deep part of the surrounding rock.

[0055] Among them, the step-by-step collaborative control also includes a quantitative evaluation of the control effect. An evaluation model is established through estimation through numerical simulation and empirical formulas, and monitoring data is continuously updated and applied to the evaluation model in real time to improve the accuracy of the evaluation model. According to the evaluation results, the "pressure release-pressure increase-pressure regulation" step-by-step collaborative control method is feedback optimized.

[0056] like Figure 2 As shown, the tunnel surrounding rock is reinforced by high-strength grouting anchor rods 1, high preload constant resistance energy absorbing anchor cables 2, high stiffness large area box beams 3 and anchor cable bundles 4; through basic top breaking blasting holes 5 and side pressure relief blasting holes 6, that is, the basic top is blasted and broken by deep hole blasting, and the side of the tunnel is relieved of pressure by shallow hole blasting, and the direct top is cut through dense drilling to form direct top dense hole cutting 7; grouting is carried out around the tunnel to form a grouting reinforcement circle 8.

[0057] Although the above describes the specific implementation mode of the present invention in conjunction with the accompanying drawings, it is not intended to limit the scope of protection of the present invention. Those skilled in the art should understand that various modifications or variations that can be made by those skilled in the art on the basis of the technical solution of the present invention without creative work are still within the scope of protection of the present invention.

Claims

1. Step-by-step coordinated control method of surrounding rock pressure relief, pressure boosting and pressure regulation in deep wells. It is characterized in that include: For deep high-stress tunnel projects, quantitative yield support is carried out during tunnel excavation in combination with the results of numerical simulator simulation tests and analysis. Based on the on-site geological conditions, numerical models and geomechanical models are established, simulations and experimental calculations are carried out to determine the surrounding rock deformation threshold and support parameters; After the tunnel surrounding rock is deformed, when the deformation of the tunnel surrounding rock reaches the deformation threshold, strong support and pressurization are carried out; The strong support and pressurization adopts high-strength grouting anchor rods around the tunnel, high-strength anchor cable bundle reinforcement of the bottom plate, anchoring of the bottom plate anchor cable bundle, and box beam support, which is implemented after the deformation of the tunnel surrounding rock reaches the deformation threshold; The working face advance distance is determined based on the monitoring results of the drill cuttings method and the electromagnetic radiation method. At the same time, the working face advance distance is finally determined by combining numerical simulation and model test. Before the tunnel enters the advance influence range of the working face, multi-dimensional pressure regulation control is carried out in the advance area in combination with mine pressure observation and simulation analysis machine model test; The multi-dimensional pressure regulation control includes deep hole blasting to break the top in the far area, dense drilling to cut the top in the middle area, and pressure relief blasting of two-side drilling in the near area; Step-by-step coordinated control refers to determining the optimal timing and parameters for quantitative pressure relief, strong support and pressure increase, and multi-dimensional pressure regulation based on theoretical analysis and field tests, and carrying them out in an orderly step-by-step manner; using an evaluation model to evaluate the effect of step-by-step coordinated control of deep well surrounding rock pressure relief-pressure increase-pressure regulation.

2. The deep well surrounding rock pressure relief-pressurization-pressure regulation step-by-step coordinated control method according to claim 1, It is characterized in that The quantitative pressure-yielding support adopts high-strength and high-toughness constant-resistance energy-absorbing anchor rods and increased-resistance energy-absorbing arch frames to perform high-prestressed pressure-yielding support for the surrounding rock, and combines on-site engineering geological conditions, numerical simulation and model tests to design support parameters to achieve quantitative pressure-yielding of the surrounding rock under a constrained state.

3. The deep well surrounding rock pressure relief-pressure boosting-pressure regulation step-by-step coordinated control method as claimed in claim 2, It is characterized in that The resistance-enhancing energy-absorbing arch frame realizes quantitative pressure relief of the resistance-enhancing energy-absorbing arch frame by arranging pressure relief rings at nodes and arranging pressure relief filling bodies between the resistance-enhancing energy-absorbing arch frame and surrounding rocks.

4. The deep well surrounding rock pressure relief-pressure boosting-pressure regulation step-by-step coordinated control method according to claim 2, It is characterized in that The support parameters mainly include anchor rod / cable length, spacing, and yield, and arch frame spacing, strength, and yield.

5. The deep well surrounding rock pressure relief-pressure boosting-pressure regulation step-by-step coordinated control method according to claim 1, It is characterized in that The entire bottom plate of the box beam is against two bottom feet of the tunnel, and the two sides of the box beam are against the top and bottom plates of the tunnel. Each section of the box beam is fixed to the surrounding rock of the tunnel through high-strength grouting anchor rods.

6. The deep well surrounding rock pressure relief-pressure boosting-pressure regulation step-by-step coordinated control method according to claim 1, It is characterized in that The grouting holes of the high-strength grouting anchor are drilled using a digital drilling rig, and the mechanical parameters of the surrounding rock are detected during the drilling process. After the anchoring is completed, a detection area is selected within the set range of the grouting hole, and the digital drilling rig is used to drill the tunnel surrounding rock again after the anchoring to obtain the mechanical parameters of the tunnel surrounding rock after the anchoring, and quantitatively evaluate the anchoring effect and the slurry diffusion range.

7. The deep well surrounding rock pressure relief-pressure boosting-pressure regulation step-by-step coordinated control method according to claim 1, It is characterized in that The bottom plate high-strength anchor cable bundle is composed of multiple anchor cables tied into a bundle, and a guide cap is provided at the end. A set length is reserved at the end of the cable body for end anchoring, and the portion below the end is sleeved with a casing; A grouting pipe is inserted into the middle part of the cable body, a grouting hole is opened on the grouting pipe body, and matching anchoring accessories are used to finally form a high-strength anchor cable bundle.

8. The deep well surrounding rock pressure relief-pressure boosting-pressure regulation step-by-step coordinated control method according to claim 1, It is characterized in that The remote deep hole blasting has a blast hole diameter of not less than 75 mm, a hole depth of not less than 20 m, a hole elevation angle of not less than 70°, and a blast hole spacing of not more than 4 m; The central region is densely drilled and top-cut, the dense drilling diameter is 50-150 mm, the drilling inclination angle is 60°-70°, and the drilling spacing is 300 mm-750 mm; The near-area two-side drilling and pressure-relieving blasting has a hole diameter in the range of 30-50 mm, and the selection of the drilling depth is adjusted according to the stress state of the underground rock mass and engineering requirements.

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