CN120350968A - Pressure release cushion layer installation method for ultra-deep vertical shaft and pressure release cushion layer protection structure - Google Patents
Pressure release cushion layer installation method for ultra-deep vertical shaft and pressure release cushion layer protection structureInfo
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- CN120350968A CN120350968A CN202510837244.3A CN202510837244A CN120350968A CN 120350968 A CN120350968 A CN 120350968A CN 202510837244 A CN202510837244 A CN 202510837244A CN 120350968 A CN120350968 A CN 120350968A
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D5/00—Lining shafts; Linings therefor
- E21D5/11—Lining shafts; Linings therefor with combinations of different materials, e.g. wood, metal, concrete
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/02—Setting anchoring-bolts with provisions for grouting
- E21D20/025—Grouting with organic components, e.g. resin
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/02—Setting anchoring-bolts with provisions for grouting
- E21D20/028—Devices or accesories for injecting a grouting liquid in a bore-hole
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
- E21D21/0026—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection characterised by constructional features of the bolts
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D5/00—Lining shafts; Linings therefor
- E21D5/12—Accessories for making shaft linings, e.g. suspended cradles, shutterings
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- G—PHYSICS
- G06—COMPUTING OR CALCULATING; COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F18/00—Pattern recognition
- G06F18/20—Analysing
- G06F18/24—Classification techniques
- G06F18/243—Classification techniques relating to the number of classes
- G06F18/2431—Multiple classes
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- G—PHYSICS
- G06—COMPUTING OR CALCULATING; COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F18/00—Pattern recognition
- G06F18/20—Analysing
- G06F18/25—Fusion techniques
- G06F18/251—Fusion techniques of input or preprocessed data
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- Devices Affording Protection Of Roads Or Walls For Sound Insulation (AREA)
Abstract
本申请涉及金属矿超深竖井施工技术领域，提出一种用于超深竖井的释压垫层安装方法及释压垫层保护结构，该方法包括：基于超深竖井的目标深度处井筒围岩的节理裂隙信息和岩石力学参数，确定岩石质量等级；对目标深度处井筒围岩的全部裂隙进行分组，得到多个裂隙组；基于多个裂隙组、地应力分布特征和井筒尺寸信息，以及预定的楔形体稳定性检测方式，确定目标深度处的井筒围岩的岩爆倾向关联信息；基于岩爆倾向关联信息，确定岩爆倾向性；基于岩石质量等级和岩爆倾向性，确定目标深度处的井筒围岩是否具有释压垫层安装需求；若具有，安装释压垫层保护结构。本申请准确评估超深竖井的安全水平从而及时安装支护结构，提升了支护结构的稳定性。
The present application relates to the technical field of ultra-deep shaft construction in metal mines, and proposes a pressure relief cushion installation method and a pressure relief cushion protection structure for ultra-deep shafts, the method comprising: determining the rock quality grade based on the joint and fissure information and rock mechanics parameters of the shaft surrounding rock at the target depth of the ultra-deep shaft; grouping all the fissures in the shaft surrounding rock at the target depth to obtain multiple fissure groups; determining the rock burst tendency association information of the shaft surrounding rock at the target depth based on multiple fissure groups, ground stress distribution characteristics and shaft size information, and a predetermined wedge stability detection method; determining the rock burst tendency based on the rock burst tendency association information; determining whether the shaft surrounding rock at the target depth has a pressure relief cushion installation requirement based on the rock quality grade and rock burst tendency; if so, installing the pressure relief cushion protection structure. The present application accurately evaluates the safety level of the ultra-deep shaft so as to timely install the support structure, thereby improving the stability of the support structure.
Description
Technical Field
The application relates to the technical field of construction of ultra-deep shafts of metal ores, in particular to a pressure release cushion layer installation method and a pressure release cushion layer protection structure for an ultra-deep shaft.
Background
Along with the continuous increase of the construction depth of the vertical shaft, the project disasters caused by the complex and changeable stratum environments are increased. The deep part of the ultra-deep vertical well is in a special environment of three-high and one-disturbance, and the stress of the surrounding rock of the shaft and the action process of the surrounding rock of the shaft are not in a linear mechanical system like a shallow engineering rock body, but are influenced by multi-factor mutual coupling. After the ultra-deep vertical shaft engineering enters deep construction, the vertical stress generated by the action of gravity exceeds the compressive strength of the engineering rock mass, and the stress concentration generated by the influence of excavation disturbance is far greater than the strength of the engineering rock mass. Meanwhile, the temperature of the deep stratum reaches 60 ℃, the ground stress is changed due to high temperature, the engineering rock mass is also obviously influenced, and the mechanical and deformation characteristics of the engineering rock mass in a high-temperature environment are greatly different from those of the engineering rock mass in a conventional temperature environment. In addition, the dynamic response of the deep rock mass caused by high ground stress is usually a sudden process, has strong impact damage characteristics, and after the deep well bore of the stratum is excavated, the original rock stress is redistributed, the radial stress becomes zero, the tangential stress becomes twice of the original rock stress, and at the moment, the stress in the rock mass exceeds the compressive strength of the rock, the rock mass is damaged, and rock burst occurs. Under the action of dynamic impact load such as rock burst, the lining structure of the shaft is directly impacted and instable, so that safety accidents are caused.
In this regard, it is proposed in the related art to support an ultra-deep shaft with safety risk. However, the existing safety risk assessment method, such as a barton rock mass quality index Q classification method, is single in assessment index, and the obtained result is difficult to accurately and comprehensively represent the actual safety level of the ultra-deep shaft surrounding rock, so that the safety level of the ultra-deep shaft surrounding rock is easy to evaluate inaccurately, the ultra-deep shaft surrounding rock with original safety is not capable of installing a supporting structure in time, and safety accidents are caused. In addition, the existing supporting structures are mostly simpler, and although the surrounding rock can be deformed to a certain extent, the situation that the rock structure such as rock burst is severely changed cannot be effectively treated, so that the supporting effect of the existing supporting structures is poor.
Therefore, how to evaluate the safety level of the ultra-deep vertical shaft more accurately and efficiently is taken as an effective basis for whether to install the supporting structure and how to install the high-energy-efficiency supporting structure, and the technical problem to be solved is urgent at present.
Disclosure of Invention
The embodiment of the application provides a pressure release cushion mounting method and a pressure release cushion protection structure for an ultra-deep vertical shaft, and aims to solve the technical problems that the safety level of the ultra-deep vertical shaft is difficult to accurately evaluate and the existing supporting structure is difficult to cope with the rock burst phenomenon in the related technology.
In a first aspect, the embodiment of the application provides a pressure release pad installation method for an ultra-deep vertical shaft, which comprises the steps of obtaining joint crack information, rock mechanical parameters, ground stress distribution characteristics and shaft size information of shaft surrounding rocks at a target depth of the ultra-deep vertical shaft, determining rock quality grades of the shaft surrounding rocks at the target depth based on the joint crack information and the rock mechanical parameters, grouping all cracks of the shaft surrounding rocks at the target depth to obtain a plurality of crack groups, wherein the joint crack information of each crack in a single crack group meets a preset similarity standard, determining rock explosion tendency related information of the shaft surrounding rocks at the target depth based on the plurality of crack groups, the ground stress distribution characteristics and the shaft size information and a preset wedge stability detection mode, determining the rock explosion tendency of the shaft surrounding rocks at the target depth based on the rock explosion tendency related information, determining whether the shaft surrounding rocks at the target depth have a pressure release pad installation requirement or not based on the rock quality grades and the rock explosion tendency, and protecting the pressure release pad installation requirement of the shaft surrounding rocks at the target depth.
In one embodiment of the application, the joint fracture information optionally includes one or more of joint fracture yield, opening, roughness, rock quality index, and water inflow, and the rock mechanical parameters include one or more of elastic modulus, poisson's ratio, internal friction angle, porosity, permeability, compressive strength, tensile strength, and shear strength.
In one embodiment of the application, optionally, the determining the rock quality grade of the surrounding rock of the shaft at the target depth based on the joint fracture information and the rock mechanical parameter comprises converting the joint fracture information and the rock mechanical parameter into characteristic values and normalizing the characteristic values to obtain a surrounding rock characteristic set of the shaft, and determining the rock quality grade of the surrounding rock of the shaft at the target depth based on the surrounding rock characteristic set of the shaft and any one of a classification mode of a Q classification mode of a quality index of the Barton rock, a classification mode of a geomechanical RMR (RMR) of the rock and a classification mode of a GSI (GSI) of the rock strength index of the rock of the shaft.
In one embodiment of the application, optionally, grouping all the fractures of the wellbore surrounding rock at the target depth comprises assigning the fractures to a fracture group corresponding to a specified numerical range for any one of the fractures if the joint fracture information of the fractures is within the specified numerical range, or determining the similarity of the joint fracture information of the first fracture and the joint fracture information of the second fracture for each of the first and second fractures, assigning the first and second fractures to the same fracture group if the similarity is within a specified similarity range, and assigning the first and second fractures to different fracture groups if the similarity is not within a specified similarity range.
In one embodiment of the application, optionally, determining the rock burst tendency correlation information of the surrounding rock of the shaft at the target depth based on the plurality of fracture groups, the ground stress distribution characteristics and the shaft size information and a preset wedge stability detection mode comprises obtaining Unwedge wedge characteristic information output by software aiming at the plurality of fracture groups, the ground stress distribution characteristics and the shaft size information, wherein the wedge characteristic information comprises the volume, the quality, the safety coefficient and the vertex height of a wedge, determining the potential damage area of the surrounding rock of the shaft at the target depth based on the wedge characteristic information, determining the rock burst tendency correlation information of the potential damage area based on a brittleness coefficient method, a Baton method and a stress intensity method, wherein a first ratio of the rock burst compressive strength of the potential damage area to the rock burst tendency correlation information is determined through the brittleness coefficient method, the rock burst tendency correlation information is determined through the single-axis compressive strength of the potential damage area as the rock burst tendency correlation information, determining the second ratio of the single-axis rock burst strength of the potential damage area to the maximum principal stress through the Baton method and the maximum principal stress, and the third ratio of the rock burst stress potential stress corresponding to the principal stress are determined through the maximum ratio of the single-axis stress and the principal stress is determined through the maximum ratio of the principal stress as the principal stress correlation information.
In one embodiment of the application, optionally, the determining the rock burst tendency of the wellbore surrounding rock at the target depth based on the rock burst tendency association information comprises determining a first tendency based on the first ratio, determining a second tendency based on the second ratio and the third ratio, determining a third tendency based on the fourth ratio, and carrying out weighted averaging on the first tendency, the second tendency and the third tendency to obtain the rock burst tendency of the wellbore surrounding rock at the target depth, wherein weights of the first tendency, the second tendency and the third tendency are respectively the accuracy of rock burst tendency assessment in historical wellbore surrounding rock safety detection by the brittleness coefficient method, the Barton method and the stress intensity method.
In one embodiment of the application, optionally, the determining whether the wellbore surrounding rock at the target depth has a pressure relief pad installation requirement based on the rock quality grade and the rock burst tendency comprises calculating an installation requirement degree for the pressure relief pad based on the rock quality grade and the rock burst tendency, and determining that the wellbore surrounding rock at the target depth has a pressure relief pad installation requirement if the installation requirement degree is within a preset necessary installation requirement range, otherwise, determining that the wellbore surrounding rock at the target depth has no pressure relief pad installation requirement.
In one embodiment of the application, the protection structure for installing the pressure release cushion is characterized by comprising a plurality of stand bars and a plurality of U-shaped supporting clamps, wherein the stand bars are fixedly arranged on the inner wall of a shaft surrounding rock at the target depth at equal intervals, the U-shaped supporting clamps are respectively matched with the stand bars, the pressure release cushion is vertically embedded into each U-shaped supporting clamp, the top of the pressure release cushion is fixedly arranged on the upper part of each U-shaped supporting clamp, steel fasteners are fixedly arranged on each stand bar, a first steel plate and a second steel plate of each steel fastener penetrate into the corresponding U-shaped supporting clamp, the opposite fastening clamps are arranged on the two sides of the pressure release cushion in the U-shaped supporting clamps, supporting anchors meeting the supporting requirements of anchor rods are determined according to a preset anchor rod supporting selection rule, the first end of each supporting anchor rod is penetrated and arranged to the upper part of each U-shaped supporting clamp through the corresponding through hole and the inner wall of the corresponding U-shaped supporting clamp, a first steel plate and a second steel plate penetrate into the corresponding U-shaped supporting clamp, the supporting clamps are arranged between the two-shaped supporting clamps and the inner wall of the shaft, the two-layer supporting rods are arranged between the two-layer supporting rods and the two-layer supporting rods are arranged between the two-layer supporting rods and the two-layer supporting structures.
In a second aspect, the embodiment of the application provides a pressure release cushion protection structure, which is installed on the inner wall of a shaft surrounding rock at a target depth by the pressure release cushion installation method for an ultra-deep vertical shaft according to any one of the first aspect, and comprises a plurality of stand bars, a plurality of U-shaped support clamps, a plurality of pressure release cushions, a plurality of spray-coated concrete cushion, a plurality of steel fasteners, a plurality of spray-coated concrete cushion, wherein the stand bars are fixedly installed on the corresponding stand bars at the inner wall of the shaft surrounding rock at the target depth, the U-shaped support clamps are fixedly installed on the inner wall of the shaft surrounding rock at the target depth at equal intervals, the shaft surrounding rock inner wall at the target depth at equal intervals, the inner wall of the shaft surrounding rock at the target depth is respectively matched with the stand bars at equal intervals, the pressure release cushion is vertically embedded in the U-shaped support clamps, the top of the pressure release cushion is bound and fixed on the upper parts of the U-shaped support clamps by binding wires, each steel fastener is fixedly arranged on the corresponding stand bars, and is installed in a U-shaped support clamp corresponding to the stand bar, the steel fastener is installed in a mode, the corresponding to the stand bars, the stand bars are arranged at the positions, the vertical support bars are correspondingly, the vertical rods are arranged, the vertical rods are respectively, the vertical rods are penetrated and the vertical rods are arranged and the vertical rods are respectively through the vertical rods and pass through the holes and are arranged between the first steel plates and the steel fastener and the stand bars and the steel fastener are respectively. The double ribs are parallel to the inner wall of the surrounding rock of the shaft and perpendicular to the supporting anchor rod.
In one embodiment of the application, each supporting anchor rod comprises an anchor rod main body, an anchoring agent, a plurality of anchoring modules, a plurality of deformation modules and a stirring module, wherein the anchor rod main body penetrates through one end of the inner wall of a shaft surrounding rock to be an anchoring end, the anchoring agent is adhered to the outer surface of the anchor rod main body, the plurality of anchoring modules are distributed on the anchor rod main body at equal intervals, the deformation modules are arranged between every two adjacent anchoring modules, the stirring module is arranged at the anchoring end and is placed in a resin cartridge, when the shaft surrounding rock is deformed, the anchoring modules are adhered to the anchoring agent to generate anchoring force, so that the deformation modules between the anchoring modules generate elastoplastic deformation, and when the shaft surrounding rock is subjected to rock burst, the stirring module passively performs stirring operation on the resin cartridge, so that the plurality of anchoring modules and the anchoring agent generate kinetic energy of sliding and then releasing the rock burst.
According to the technical scheme, aiming at the technical problems that the safety level of the ultra-deep vertical shaft is difficult to accurately evaluate and the existing supporting structure is difficult to cope with the rock burst phenomenon in the related technology, the ultra-deep vertical shaft pressure release cushion mounting method provided by the application realizes accurate prevention and control of rock burst risk through multi-dimensional data fusion and intelligent analysis. Firstly, a comprehensive surrounding rock stability evaluation system is constructed by integrating the multi-element data of joint fracture information, rock mechanical parameters, ground stress distribution, shaft dimensions and the like, and the digital identification of wedge-shaped body characteristics is realized by three-dimensional laser scanning and Unwedge software application, so that the positioning precision of a potential damage area is greatly improved. And secondly, innovatively adopting a triple evaluation model combining a brittleness coefficient method, a Baton method and a stress intensity method, outputting the rock burst tendency grade through a weighted fusion algorithm, solving the problem of evaluating deviation by a single method, and reducing the misjudgment rate. Furthermore, based on the installation demand quantization model of rock quality grade and rock burst tendency, intelligent allocation of supporting resources is realized, the proportion of supporting in a high risk area is improved, and meanwhile, the ineffective supporting cost in a low risk area is reduced. And finally, the modularized pressure release cushion layer structure is matched with a three-dimensional lofting technology, so that the efficient dissipation of the high-expansion cushion layer on the rock burst kinetic energy is ensured, the construction efficiency is improved, reliable safety guarantee is provided for the construction of the ultra-deep vertical shaft, the accurate assessment of the safety level of the ultra-deep vertical shaft is realized, the supporting structure is timely installed, and the stability of the supporting structure is also improved.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present application, the drawings that are needed in the embodiments will be briefly described below, and it is obvious that the drawings in the following description are only some embodiments of the present application, and that other drawings can be obtained according to these drawings without inventive effort for a person skilled in the art.
FIG. 1 illustrates a flow chart of a method of installing a pressure relief blanket for an ultra-deep shaft according to one embodiment of the application;
FIG. 2 illustrates an overall schematic view of a pressure relief cushion protection architecture in accordance with one embodiment of the present application;
FIG. 3 illustrates a partial schematic view of a pressure relief cushion protection architecture in accordance with one embodiment of the present application;
FIG. 4 illustrates a flow chart of installing a pressure relief cushion protection architecture in accordance with one embodiment of the present application;
FIG. 5 illustrates a partial cross-sectional view of a pressure relief cushion protection architecture in accordance with one embodiment of the present application;
FIG. 6 is a schematic diagram illustrating the relationship of the pitch of anchors to the RMR in one embodiment of the application;
FIG. 7 is a schematic representation of the relationship of anchor length to excavation span and RMR in an embodiment of the present application;
FIG. 8 is a schematic diagram illustrating the bearing capacity of an anchor versus RMR in one embodiment of the application;
FIG. 9 is a schematic diagram showing the relationship between the immediate load carrying capacity of shotcrete and the uniaxial compressive strength of the concrete in one embodiment of the application;
FIG. 10 shows a schematic representation of a shotcrete strength curve in one embodiment of the present application;
FIG. 11 is a schematic diagram showing the relationship of RMR to the span of a shotcrete design and the thickness of a sprayed concrete layer of 0mm to 300mm in one embodiment of the application;
FIG. 12 shows a schematic diagram of RMR versus support design span and sprayed concrete layer thickness from 0m to 20m in one embodiment of the application.
Detailed Description
The following description of the embodiments of the present invention will be made clearly and fully with reference to the accompanying drawings, in which it is evident that the embodiments described are some, but not all embodiments of the invention. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
Fig. 1 illustrates a flow chart of a method of installing a pressure relief blanket for an ultra-deep shaft according to one embodiment of the application.
As shown in fig. 1, the pressure relief blanket installation method for an ultra-deep shaft according to one embodiment of the present application includes:
step 102, acquiring joint crack information, rock mechanical parameters, ground stress distribution characteristics and wellbore size information of wellbore surrounding rock at the target depth of the ultra-deep vertical well.
Wherein the joint fracture information includes, but is not limited to, one or more of joint fracture shape, opening, roughness, rock quality index, and water inflow. The shape of the joint crack comprises the trend and the dip angle of the joint crack, the trend, the dip angle, the opening degree and the roughness of the joint crack reflect the actual shape of the joint crack, and the actual shape of the joint crack can reflect the degree of the joint crack on the installation support structure because the areas with dense cracks or large opening degree are easy to form unstable wedge bodies, the rock explosion risk is increased, and the rock stability is usually maintained by absorbing energy through the pressure release cushion layer. Similarly, a low rock quality index (RQD) indicates that the rock mass is broken and has poor stability, and the rock mass is relatively stable when the support needs to be reinforced. The crack water burst can reduce the rock mass intensity, aggravate stress concentration, and the higher the water burst amount is, the more needs to be through the power destruction of supporting construction release under the hydraulic coupling effect.
Wherein the rock mechanics parameters include, but are not limited to, one or more of modulus of elasticity, poisson's ratio, internal friction angle, porosity, permeability, compressive strength, tensile strength, and shear strength. As above, each rock mechanical parameter and each joint fracture information reflect the actual performance of the surrounding rock of the shaft at the target depth of the ultra-deep shaft in each dimension, and the actual performance is just a part of the basis for judging whether the supporting structure needs to be installed or not.
The ground stress distribution characteristics comprise maximum main stress and tangential stress, and if the tangential stress exceeds the strength of a rock body after a pit shaft is excavated, a supporting structure is often required to be added to release energy. At the same time, the high temperatures in the deep rock can change the ground stress distribution, which also requires the addition of supporting structures to accommodate the coupling of heat and force. For the well bore size information, the larger the well bore size is, the poor self-stabilization capability of surrounding rock is, and the more urgent the demand for supporting structures is.
From this, can regard as the basis of judging whether need set up supporting structure for pit shaft surrounding rock with the joint crack information, rock mechanical parameter, ground stress distribution characteristic and the pit shaft size information of pit shaft surrounding rock in the target degree of super dark shaft, can dig pit shaft surrounding rock in a plurality of dimensions in depth to the demand of supporting structure, promote the practicality that supporting structure set up, firm promotion construction safety level.
And 104, determining the rock quality grade of the surrounding rock of the shaft at the target depth based on the joint fracture information and the rock mechanical parameters.
The joint fracture information and the rock mechanical parameters can reflect the actual performance of the surrounding rock of the shaft at the target depth of the ultra-deep shaft in multiple dimensions, so that the joint fracture information and the rock mechanical parameters can be used as the judgment basis of the rock quality grade of the surrounding rock of the shaft at the target depth.
Specifically, the joint fracture information and the rock mechanical parameters can be converted into characteristic values, and the characteristic values are normalized to obtain a shaft surrounding rock characteristic set. Next, determining a rock quality grade of the wellbore surrounding rock at the target depth based on the wellbore surrounding rock feature set and any of a barton rock mass quality index Q classification, a rock mass geomechanical (RMR) classification, and a geological strength index GSI classification.
Wherein, the quality of the surrounding rock of the shaft with different depths can be classified by adopting the methods of the quality index Q classification of the Barton rock mass, the geomechanical classification of the rock mass and the Geological Strength Index (GSI) classification respectively in combination with the rock mechanical test result. Wherein, the quality grading results of rock masses at different depths are shown in the following table 1. Alternatively, the result of a single classification mode may be used as the rock quality grade of the surrounding rock of the shaft at the target depth, and the rock quality grade of the surrounding rock of the shaft at the target depth may be determined by comprehensively considering the results of a plurality of classification modes.
TABLE 1
And 106, grouping all the cracks of the surrounding rock of the shaft at the target depth to obtain a plurality of crack groups, wherein joint crack information of each crack in a single crack group meets a preset similarity standard.
In one possible design, the feature joint groups can be obtained by adopting professional joint partitioning software according to geological survey results of different depth projects of the ultra-deep vertical shaft.
In another possible design, for any of the total fractures, if the joint fracture information of the fracture is within a specified numerical range, the fracture is assigned to a fracture group corresponding to the specified numerical range.
In yet another possible design, for a first and a second of every two fractures, a similarity of joint fracture information of the first fracture to joint fracture information of the second fracture is determined, the first and second fractures are assigned to the same fracture set if the similarity is within a specified similarity range, and the first and second fractures are assigned to different fracture sets if the similarity is not within a specified similarity range.
Therefore, the fractures with similar joint fracture information can be distributed to the same group in various modes, the arrangement and classification of the fractures are completed, and the stability of the wedge body in the surrounding rock of the shaft at the target depth can be conveniently detected based on the fracture group in subsequent treatment.
Step 108, determining rock burst tendency related information of the surrounding rock of the shaft at the target depth based on the plurality of fracture groups, the ground stress distribution characteristics and the shaft size information and a preset wedge stability detection mode.
The predetermined wedge stability detection mode may be Unwedge software, and the wedge characteristic information output by the Unwedge software aiming at the plurality of fracture groups, the ground stress distribution characteristics and the wellbore size information is obtained, that is, the Unwedge software can output the wedge characteristic information based on the plurality of fracture groups, the ground stress distribution characteristics, the wellbore size information and the like. Wherein the wedge characteristic information includes, but is not limited to, the volume, mass, safety factor, and apex height of the wedge. Therefore, the potential unstable wedge body in the pit shaft surrounding rock at the target depth can be accurately identified, the geometric characteristics and the risk level of the wedge body are quantized, wherein the vertex height can assist in positioning and damaging the influence range, and a space positioning basis is provided for the subsequent support structure design. Therefore, the defect of the traditional experience judging mode can be overcome, and the digitization and visualization of the rock mass stability analysis are realized.
Further, based on the wedge characteristic information, a potential damage area of the wellbore surrounding rock at the target depth can be determined, namely, a high-risk wedge area with low safety coefficient and large volume is screened out. Therefore, the ground stress direction and the fracture occurrence are combined, the actual damage mode such as slippage or caving can be predicted, meanwhile, the damage depth can be predicted through the association analysis of the vertex height and the well bore size, the local damage and the whole instability area can be distinguished, a foundation is laid for a differential support strategy, and dangerous areas with lower wedge safety coefficient and larger volume are preferentially treated.
And then, respectively determining the rock burst tendency related information of the potential damage area based on a brittleness coefficient method, a Baton method and a stress intensity method so as to avoid deviation of an analysis result of a single method.
Specifically, a first ratio of the uniaxial compressive strength of the rock to the uniaxial tensile strength of the rock in the potential damaged area can be determined by a brittleness coefficient method and used as the information related to the rock burst tendency corresponding to the brittleness coefficient method. Single-axis compressive strength of rock obtained by brittleness coefficient method according to rock mechanical testUniaxial tensile strength to rockThe ratio B of (2) is used for measuring the rock burst tendency, and the evaluation standard is as follows:
And determining a second ratio of the uniaxial compressive strength of the rock to the maximum principal stress of the potential damage area through a Barton method, and determining a third ratio of the uniaxial tensile strength of the rock to the maximum principal stress of the potential damage area as rock burst tendency associated information corresponding to the Barton method. Uniaxial compressive strength of rock obtained by the Barton method according to rock mechanical test Uniaxial tensile strength of rockRespectively with the maximum principal stressThe ratio alpha and beta of the ratio (a) to beta are used for measuring the rock burst tendency, and the rock burst tendency evaluation index table is shown in the following table 2.
TABLE 2
And determining a fourth ratio of the maximum tangential stress of the potential damage area to the uniaxial compressive strength by a stress intensity method, and using the fourth ratio as rock burst tendency related information corresponding to the stress intensity method. The stress intensity method adopts the ratio of the maximum tangential stress to the uniaxial compressive strength as an evaluation index of brittle fracture, and the evaluation standard is as follows:
for the maximum tangential stress to be the most significant, Is a single-axis compressive strength, and is characterized by,Is the ratio of the maximum tangential stress to the uniaxial compressive strength, i.e., the brittle failure.
According to the rock burst tendency evaluation method, taking an ultra-deep vertical shaft 1500m as an example, the rock burst tendency evaluation result of the surrounding rock of the shaft is shown in the following table 3.
TABLE 3 Table 3
Step 110, determining the rock burst tendency of the surrounding rock of the shaft at the target depth based on the rock burst tendency related information.
After the three methods are combined, the performance of the rock burst tendency in different evaluation dimensions is excavated, so that the judging reliability of the rock burst tendency is obviously improved. In one possible design, a first propensity to determine based on the first ratio, a second propensity to determine based on the second ratio and the third ratio, and a third propensity to determine based on the fourth ratio, and a weighted averaging of the first propensity, the second propensity and the third propensity to obtain a rock burst propensity of a wellbore surrounding rock at the target depth, wherein weights of the first propensity, the second propensity and the third propensity are each an accuracy of a rock burst propensity assessment in a historical wellbore surrounding rock security test by the friability coefficient method, the barton method and the stress intensity method, respectively. Therefore, the three methods are weighted and fused, the performance of the rock burst tendency in different evaluation dimensions is considered, and the reliability of the determination of the rock burst tendency is increased.
Step 112, determining whether the wellbore surrounding rock at the target depth has pressure relief pad installation requirements based on the rock quality grade and the rock burst propensity.
That is, the rock quality rating and the rock burst tendencies are the final basis for determining whether a wellbore surrounding rock installation support structure at a target depth.
The method comprises the steps of determining that a well bore surrounding rock at a target depth has a pressure release cushion installation requirement based on the rock quality grade and the rock burst tendency, and determining that the well bore surrounding rock at the target depth has no pressure release cushion installation requirement if the installation requirement is within a preset necessary installation requirement range. The installation requirement range is preset based on actual safety requirements, if the installation requirement degree is in the preset necessary installation requirement range, the current safety level of the surrounding rock of the shaft at the target depth is lower, and the safety level of the surrounding rock can be lifted to be in a reliable range only by installing the supporting structure.
If the wellbore surrounding rock at the target depth has a pressure relief pad installation requirement, installing a pressure relief pad protection structure 114.
Thereby, the method is used for the treatment of the heart disease. The method can support and protect the surrounding rock of the shaft at the target depth, and reduce the occurrence probability and the danger of rock burst disasters of the working face of the shaft.
Before the pressure release cushion protection structure is installed, scanning and lofting are carried out on the shaft surrounding rock at the target depth to be supported by utilizing three-dimensional laser scanning equipment, and the structural size of the shaft surrounding rock at the target depth is obtained, so that the installation position of the pressure release cushion protection structure is checked.
The ultra-deep vertical shaft pressure release cushion mounting method provided by the application realizes accurate prevention and control of rock burst risk through multi-dimensional data fusion and intelligent analysis. Firstly, a comprehensive surrounding rock stability evaluation system is constructed by integrating the multi-element data of joint fracture information, rock mechanical parameters, ground stress distribution, shaft dimensions and the like, and the digital identification of wedge-shaped body characteristics is realized by three-dimensional laser scanning and Unwedge software application, so that the positioning precision of a potential damage area is greatly improved. And secondly, innovatively adopting a triple evaluation model combining a brittleness coefficient method, a Baton method and a stress intensity method, outputting the rock burst tendency grade through a weighted fusion algorithm, solving the problem of evaluating deviation by a single method, and reducing the misjudgment rate. Furthermore, based on the installation demand quantization model of rock quality grade and rock burst tendency, intelligent allocation of supporting resources is realized, the proportion of supporting in a high risk area is improved, and meanwhile, the ineffective supporting cost in a low risk area is reduced. And finally, the modularized pressure release cushion layer structure is matched with a three-dimensional lofting technology, so that the efficient dissipation of the high-expansion cushion layer on the rock burst kinetic energy is ensured, the construction efficiency is improved, reliable safety guarantee is provided for the construction of the ultra-deep vertical shaft, the accurate assessment of the safety level of the ultra-deep vertical shaft is realized, the supporting structure is timely installed, and the stability of the supporting structure is also improved.
In one possible design, as shown in connection with fig. 2 and 3, the pressure relief mat protection structure is installed to the inner wall of the wellbore surrounding rock at the target depth using the pressure relief mat installation method for ultra-deep shafts described above, and comprises a pressure relief mat 1, a plurality of stand bars 2, a plurality of U-brackets 3, a plurality of steel fasteners 4, a plurality of support anchors 5, a metal mesh 6, double bars 7 and a shotcrete layer 8.
The plurality of erection ribs 2 are fixedly arranged on the inner wall of the shaft surrounding rock at the target depth at equal intervals, and the plurality of U-shaped brackets 3 are fixedly arranged on the inner wall of the shaft surrounding rock at the target depth at equal intervals and are respectively matched with the plurality of erection ribs 2. The pressure release cushion layer 1 is vertically embedded into the plurality of U-shaped brackets 3, and the top of the pressure release cushion layer 1 is bound and fixed on the upper parts of the plurality of U-shaped brackets 3 by binding wires. Each steel bar fixing piece 4 is fixedly arranged on the corresponding erection rib 2 and is matched with the corresponding U-shaped bracket 3 arranged opposite to the erection rib 2, the steel fixing piece 4 comprises a first steel plate and a second steel plate, the first steel plate and the second steel plate are provided with hanging holes, the erection rib 2 penetrates through the hanging holes of the first steel plate and the second steel plate to be arranged on the inner wall of a shaft surrounding rock at the target depth, and the first steel plate and the second steel plate are hung on the erection rib 2 and penetrate into the corresponding U-shaped bracket 3 and are oppositely fastened and clamped on two sides of the pressure release cushion layer 1 in the U-shaped bracket 3. The supporting anchor rods 5 penetrate through the lower parts of the pressure release cushion layers 1 at one sides of the U-shaped brackets 3 respectively, and penetrate through the inner wall of the surrounding rock of the shaft, which is arranged at the target depth. The sprayed concrete layer 8 is arranged in the area between the supporting anchor rod 5 and the pressure release cushion layer 1, the metal net 6 is arranged between the sprayed concrete layer 8 and the pressure release cushion layer 1, double ribs 7 are arranged on the surface, close to the sprayed concrete layer 8, of the metal net 6, and the double ribs 7 are parallel to the inner wall of the surrounding rock of the shaft and perpendicular to the supporting anchor rod 5.
In combination with the above structure, as shown in fig. 4, the specific steps for installing the protection structure of the pressure release mat 1 are as follows.
And 202, fixedly installing a plurality of equidistant stand bars 2 and a plurality of U-shaped brackets 3 respectively matched with the stand bars 2 on the inner wall of the surrounding rock of the shaft at the target depth.
According to the structural dimension of the shaft surrounding rock at the target depth, a proper position is selected for construction and drilling, as shown in fig. 3 and 5, the vertical pulling and supporting mode can be adopted, the vertical supporting ribs 2 and the vertical U-shaped supporting clamps 3 are respectively fixed in the shaft surrounding rock, the mounting heights of the vertical supporting ribs 2 and the U-shaped supporting clamps 3 are adjusted, the tensile force can be reduced on a stress structure, the operation is easier, and the embedded design effect of the vertical direction of the pressure release cushion layer 1 is ensured.
Optionally, the longitudinal U-shaped bracket 3 is made of phi 6.5mm round steel into a U shape according to the specification of the pressure release cushion layer 1, a 12mm screw reinforcement is welded in the middle of the height of the U-shaped bracket to form a supporting rod, and the distance between adjacent screw reinforcement is 1.5m. Cutting the reinforcing steel bar leftover materials to a uniform length, and ensuring that the reinforcing steel bars can be fixed in the surrounding rock of the shaft without exceeding the thickness of the shaft wall.
Step 204, vertically embedding the pressure release cushion 1 into each of the U-shaped brackets 3, and fixing the top of the pressure release cushion 1 on the upper part of each of the U-shaped brackets 3.
And 206, fixedly arranging a steel fastener 4 on each standing rib 2, penetrating a first steel plate and a second steel plate of the steel fastener 4 into the corresponding U-shaped bracket 3, and oppositely fastening and clamping two sides of the pressure release cushion layer 1 in the U-shaped bracket 3.
The pressure release cushion layer 1 is vertically placed in the longitudinal U-shaped supporting clamp 3 and straightened by manual stretching, and then the upper part of the longitudinal U-shaped supporting clamp 3 is bound and fixed on the top of the pressure release cushion layer 1 by using binding wires. And (3) polishing the joint of two adjacent sections of pressure release cushion layers 1 to half the thickness of the cushion layer by using an angle grinder, wiping the cushion layer clean, and then coating an adhesive to bond the two sections of pressure release cushion layers 1 together. The whole set of steel fasteners 4 are fixed on the standing bars 2 through upper holes and are respectively positioned at the front side and the rear side of the pressure release cushion layer 1, the axes of the steel fasteners 4 are perpendicular to the axes of the pressure release cushion layer 1, and matched bolts are installed and screwed, so that the steel fasteners 4 clamp the pressure release cushion layer 1, and falling off is avoided in the later construction process.
Alternatively, the number of steel fasteners 4 is 2, the thickness is 5mm, and the number of bolts is 1 set. The steel fastener 4 can be manufactured by cutting, machining and drilling steel plates and is matched with a M8.0 fine tooth bolt.
And step 208, determining the support anchor rods 5 meeting the anchor rod support requirements according to the preset anchor rod support selection rules.
Namely, proper supporting structures and supporting parameters are selected, the supporting capacity of the anchor rod is checked, specifically, the primary supporting design of the surrounding rock anchor net spraying of the shaft can be carried out based on the Q-stage anchor rod supporting design or the RMR-stage anchor rod supporting design, and the limitation of a single experience method is avoided.
In the Q-stage anchor bolt support design, the support type comprises the following various types:
Not supporting;
carrying out anchor bolt support and SB;
B, system anchor rod support;
system anchor bolt support (plain concrete 4-10 cm), B (+S);
50-90 mm of steel fiber concrete spraying layer and anchor bolt support, S (fr) +B;
90-120 mm of steel fiber concrete spraying layer and anchor bolt support, S (fr) +B;
120-150 mm of steel fiber concrete spraying layer and anchor bolt support, S (fr) +B;
the steel fiber concrete spraying layer is more than 150mm, and the steel fiber sprayed concrete and the anchor bolt support, S (fr) and RRS+B;
And (5) pouring concrete and CCA.
The calculation formula of the length of the anchor rod is as follows:
;
In the formula, For the length of the anchor rod,In order to avoid the height of the support,The support ratio is excavated.
In RMR staged bolt support designs, the bolt spacing may be determined based on the bolt spacing versus RMR shown in fig. 6.
When RMR=20-85, the anchor rod spacing is equal to。
When rmr=10 to 20, the anchor rod spacing。
When RMR <10, the bolt spacing。
According to the supporting experience and the numerical simulation research result, the length of the anchor rodThe relation between the excavation span and the RMR value is shown in fig. 7, the anchor length can be calculated according to the following formula:
;
In the formula, Is the length of the anchor rod.
Bearing capacity of anchor rodThe relation with the RMR value is shown in FIG. 8, the bearing capacity of the anchor rod can be calculated according to the following formula:
;
In the formula,For the tensile strength of the anchor rod,Is a bias term coefficient.
Alternatively, the anchor length is 2.25m and the inter-row spacing is 1.5m as determined by the Q-support design method or the RMR support design method in combination with field engineering experience.
And 210, arranging a perforation at the lower part of the pressure release cushion layer 1 at each U-shaped bracket 3, and penetrating and installing the first end of the supporting anchor rod 5 to the shaft surrounding rock through the perforation and the inner wall of the shaft surrounding rock.
Optionally, each supporting anchor rod 5 comprises an anchor rod main body, an anchoring agent, a plurality of anchoring modules, a plurality of deformation modules, a stirring module and a plurality of stirring modules, wherein the anchor rod main body is arranged at one end of the inner wall of the surrounding rock of the shaft in a penetrating manner and is an anchoring end, the anchoring agent is adhered to the outer surface of the anchor rod main body, the plurality of anchoring modules are distributed on the anchor rod main body at equal intervals, the deformation modules are arranged between every two adjacent anchoring modules, the stirring module is arranged at the anchoring end and is placed in a resin cartridge, when the surrounding rock of the shaft deforms, the plurality of anchoring modules are adhered to the anchoring agent to generate anchoring force, so that the deformation modules among the anchoring modules generate elastoplastic deformation, and when the surrounding rock of the shaft is exploded, the stirring module passively performs stirring operation on the resin cartridge due to the impact force received by the plurality of anchoring modules, so that the kinetic energy of rock explosion is released after the plurality of anchoring modules and the anchoring agent slide.
In the embodiment, the supporting anchor rod 5 adopts a self-developed J energy release anchor rod, the supporting anchor rod 5 is installed by punching on the surface of the installed pressure release cushion layer 1, the stirring module of the supporting anchor rod 5 can uniformly stir the resin cartridge, and the anchor rod main body of the supporting anchor rod 5 can generate certain integral sliding in the anchoring agent under the power impact to quickly release the kinetic energy accumulated on the surface of the rock mass.
In step 212, a shotcrete layer 8 is disposed between the second end of the support bolt 5 and the pressure release blanket 1.
Instant load carrying capacity of shotcrete 8Uniaxial compressive strength to concreteThe relation is shown in fig. 9, and the design support capacity of the shotcrete layer 8 is shown as follows:
;
In the formula, The instant bearing capacity of the concrete; The uniaxial compressive strength of the concrete sample is obtained; Is a polynomial coefficient. The shotcrete 8 support strength relationship for different rock mass quality grades is shown in fig. 10. Based on the relation between the shotcrete 8 supporting capacity, the anchor bolt supporting span and the rock mass RMR, the thickness of the shotcrete 8 may be further designed by a graph method, and for the thickness design of the shotcrete 8, the relation between the RMR and the supporting design span shown in fig. 11 and the thickness of the shotcrete 8 of 0mm to 300mm and the relation between the RMR and the supporting design span shown in fig. 12 and the thickness of the shotcrete 8 of 0m to 20m should be referred to.
In combination with the analysis, the thickness of the sprayed concrete layer 8 can be selected to be 50mm, surrounding rock of a shaft is sealed, and for working surfaces with difficult tunneling construction, the sprayed concrete layer 8 is adopted for supporting, so that a broken area can be quickly and timely sealed, and the method is widely applied to shaft tunneling and construction processes. To this end, concrete lining forms may be installed for permanent support. The method comprises the steps of pouring by a vertical mould, correcting and fixing an integral metal descending template, pouring concrete, preparing the concrete by a ground stirring station, discharging by a bottom-discharge type bucket, and feeding the concrete into the mould through an ash separator and an ash sliding pipe. After the mould is put into the mould, the vibrating bars are adopted for layered vibrating, when the full height of the mould is poured, after proper maintenance, the demoulding door can be opened when the concrete reaches the strength capable of supporting the self weight, the suspension steel wire rope of the mould is loosened synchronously, and the whole mould is moved downwards by means of the dead weight.
And 214, arranging a metal net 6 between the shotcrete layer 8 and the pressure release cushion layer 1, and arranging double ribs 7 on the surface, close to the shotcrete layer 8, of the metal net 6, wherein the double ribs 7 are parallel to the inner wall of the surrounding rock of the shaft and perpendicular to the supporting anchor rods 5.
The metal net 6 has good flexibility, can be clung to the vault and the rugged rock surface, and avoids that part of the rock surface is continuously collapsed due to the fact that the metal net 6 is not clung. Meanwhile, the metal net 6 is used as the extension of the tray stress surface, so that the radial force of the supporting anchor rod 5 can be dispersed to a larger rock mass stress surface, and small broken rock masses can be better supported, and the effect is particularly obvious in the supporting of broken rock masses. The installation of the double ribs 7 can improve the bearing capacity of the metal net 6 between the supporting anchor rods 5, integrate the supporting system and improve the supporting capacity. The metal mesh 6 can be made of diamond galvanized 8# wire. Alternatively, the double bars 7 are formed by welding two parallel reinforcing bars with the diameter of 8mm, and the distance between the two reinforcing bars is 80mm and the length is 3m.
The pressure release cushion layer supporting structure adopts a modularized design, and realizes high-precision installation through the U-shaped bracket clamp matched with the standing ribs and the steel fasteners, wherein the standing ribs with the diameter of 12 millimeters and the U-shaped bracket clamp with the distance of 1.5 meters form a three-dimensional constraint system, and the two-way clamping of a steel plate with the thickness of 5 millimeters is matched, so that the positioning deviation of the pressure release cushion layer is controlled in a smaller range, and the tight fit with surrounding rock is ensured. And secondly, by adopting the synergistic effect of the J energy release anchor rods with the length of 2.25 meters and the interval of 1.5 meters and the high-expansion pressure release cushion layer, the sliding of the J energy release anchor rods can release a large amount of kinetic energy during rock burst impact, and the cushion layer can also absorb and buffer a large amount of kinetic energy, so that the impact resistance of the support is effectively improved compared with that of the traditional support. And moreover, by means of the composite reinforcement design of the metal net and the double ribs, radial force of the anchor rod is dispersed to a larger stress area, and rock burst is effectively restrained. Always, a composite buffer system combining flexible buffer and rigid support can be formed, the support falling rate can be effectively reduced and the support effect can be improved in the deep well case, and the construction safety of the ultra-deep shaft can be greatly improved.
In one embodiment of the application, aiming at the defect that the anchor net spray support in the prior art cannot completely cope with rock burst impact, the application provides a construction method of a metal mine ultra-deep vertical shaft pressure release cushion layer, which comprises the following steps:
And 1, carrying out a series of basic works such as ultra-deep shaft joint fracture investigation, rock mechanical test, rock mass quality grading and the like.
And 1.1, performing joint crack investigation on surrounding rocks of wellbores of different depths of the ultra-deep vertical shaft, recording information such as joint crack occurrence, opening degree, roughness, RQD and the like, and water gushing conditions of the surrounding rock cracks after the wellbores are excavated, and acquiring rock samples of different depths on site to perform rock mechanical tests to acquire rock mechanical parameters.
And 1.2, obtaining a characteristic joint group by adopting professional joint dividing software according to geological survey results of different depth projects of the ultra-deep vertical shaft. And combining rock mechanical test results, and classifying the quality of surrounding rocks of the shafts with different depths by adopting a Barton rock mass quality index Q classification method, a rock mass geomechanical classification method and a geological strength index classification method respectively.
And 2, determining potential damage areas, and evaluating rock burst tendencies of surrounding rocks of wellbores with different depths of the ultra-deep vertical shaft.
And 2.1, analyzing the characteristics of the surrounding rock wedges of the ultra-deep vertical shafts with different depths by Unwedge based on the different depth characteristic joint groups, the ultra-deep vertical shaft ground stress distribution characteristics and the shaft size information, and determining the potential damage areas by using the information such as volume, quality, safety coefficient, vertex height and the like.
And 2.2, evaluating the rock burst tendency of the surrounding rock of the well bores with different depths of 1500m by adopting a brittleness coefficient method, a Baton method and a stress intensity method respectively.
And 3, installing the pressure release cushion layer.
And 3.1, determining potential damage areas and surrounding rocks with high rock burst tendencies, and scanning and lofting surrounding rock sections of the shaft to be supported by utilizing three-dimensional laser scanning equipment to obtain the structural size of the surrounding rock sections of the shaft to be supported so as to check the installation positions of the pressure release cushion layers.
And 3.2, installing a vertical rib and a longitudinal U-shaped bracket at the surrounding rock of the shaft.
And 3.3, installing and fixing the pressure release cushion layers, polishing the thickness of the cushion layers to half by using an angle grinder at the joint of two adjacent sections of the pressure release cushion layers, wiping cleanly, and applying special glue, and bonding the two adjacent sections of the pressure release cushion layers together.
And 3.4, fixing the steel fasteners on the standing bars through the upper holes, wherein the steel fasteners are respectively positioned at the front side and the rear side of the pressure release cushion layer, the axes of the steel fasteners are vertical to the axes of the pressure release cushion layer, and installing and screwing the matched bolts to enable the steel fasteners to clamp the pressure release cushion layer, so that the steel fasteners are prevented from falling off in the later construction process.
And 4, performing anchor net spraying support.
And 4.1, selecting proper supporting structures and supporting parameters, and checking the supporting capacity of the anchor rod. And the primary support design of the shaft surrounding rock anchor net spraying is carried out based on the Q support design method or the RMR support design method, so that the limitation of a single experience method is avoided.
And 4.2, spraying concrete support design.
And 5, installing a concrete lining template and carrying out permanent support.
And 5, pouring a neutral mould, correcting and fixing an integral metal downlink template, pouring concrete, preparing the concrete by a ground stirring station, discharging by adopting a bottom-discharge type bucket, and feeding the concrete into the mould through an ash separator and an ash sliding pipe. After the mould is put into the mould, the vibrating bars are adopted for layered vibrating, when the full height of the mould is poured, after proper maintenance, the demoulding door can be opened when the concrete reaches the strength capable of supporting the self weight, the suspension steel wire rope of the mould is loosened synchronously, and the whole mould is moved downwards by means of the dead weight.
The technical scheme is suitable for construction of deep unfavorable geological section shafts such as high stress, strong excavation disturbance, fault fracture zones and the like of a deep and ultra-deep vertical shaft at 1500m, and the stress of surrounding rock is actively regulated and controlled by adopting a combined support formed by a pressure release cushion layer and an anchor net spray on the basis of a conventional support means, so that the rock strength and the post-peak strength are improved. The pressure release cushion layer is made of high energy absorption and large extension rubber materials so as to release and reduce energy in a rock body, reduce damage caused by power impact such as rock burst and the like, and the anchor rod can keep high static drawing force when the rock burst happens by adopting the J-type energy release anchor rod and can release the rock energy through rod body sliding. The two are used comprehensively to form a whole to absorb impact vibration generated by rock burst, prevent rock mass from flying and jointly resist further deformation and damage of surrounding rock of a shaft.
The technical scheme of the application is explained in detail by combining the drawings, and by the technical scheme of the application, the safety level of the ultra-deep vertical shaft is accurately estimated, the supporting structure is timely installed, and the stability of the supporting structure is improved.
The term "if" as used herein may be interpreted as "at" or "when" depending on the context "or" in response to a determination "or" in response to a detection. Similarly, the phrase "if determined" or "if detected (stated condition or event)" may be interpreted as "when determined" or "in response to determination" or "when detected (stated condition or event)" or "in response to detection (stated condition or event), depending on the context.
The terminology used in the embodiments of the application is for the purpose of describing particular embodiments only and is not intended to be limiting of the application. As used in this application and the appended claims, the singular forms "a," "an," and "the" are intended to include the plural forms as well, unless the context clearly indicates otherwise.
Those skilled in the art will appreciate that implementing all or part of the above described methods may be accomplished by way of a computer program stored on a non-transitory computer readable storage medium, which when executed, may comprise the steps of the embodiments of the methods described above. Any reference to memory, storage, database, or other medium used in embodiments provided herein may include non-volatile and/or volatile memory. The nonvolatile memory can include Read Only Memory (ROM), programmable ROM (PROM), electrically Programmable ROM (EPROM), electrically Erasable Programmable ROM (EEPROM), or flash memory. Volatile memory can include Random Access Memory (RAM) or external cache memory. By way of illustration and not limitation, RAM is available in a variety of forms such as Static RAM (SRAM), dynamic RAM (DRAM), synchronous DRAM (SDRAM), double Data Rate SDRAM (DDRSDRAM), enhanced SDRAM (ESDRAM), synchronous link (SYNCHLINK) DRAM (SLDRAM), memory bus (Rambus) direct RAM (RDRAM), direct memory bus dynamic RAM (DRDRAM), and memory bus dynamic RAM (RDRAM), among others.
The foregoing embodiments are merely illustrative of the technical solutions of the present invention, and not restrictive, and although the present invention has been described in detail with reference to the foregoing embodiments, it should be understood by those skilled in the art that modifications may still be made to the technical solutions described in the foregoing embodiments or equivalent substitutions of some technical features thereof, and that such modifications or substitutions do not depart from the spirit and scope of the technical solutions of the embodiments of the present invention.
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| CN119122534A (en) * | 2024-11-15 | 2024-12-13 | 东北大学 | A shaft anti-rock burst energy release support structure and construction method |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN103195441A (en) * | 2013-04-01 | 2013-07-10 | 平顶山天安煤业股份有限公司 | Supporting and reinforcing structure of coal mine tunnel and construction technology thereof |
| CN211174161U (en) * | 2019-10-16 | 2020-08-04 | 贵州工程应用技术学院 | Anchor cable support pressure release device for coal mine tunnel |
| CN114297824A (en) * | 2021-12-03 | 2022-04-08 | 山东科技大学 | A design method of deep high-stress hard rock slab cracked rock bursting energy support system |
| US20230340878A1 (en) * | 2022-04-22 | 2023-10-26 | Shandong University Of Science And Technology | Collaborative erosion-control method of releasing-splitting -supporting based on coal mass pressure relief and roof pre-splitting |
| CN119122534A (en) * | 2024-11-15 | 2024-12-13 | 东北大学 | A shaft anti-rock burst energy release support structure and construction method |
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