CN114233394A - Stoping roadway surrounding rock monitoring and supporting method - Google Patents
Stoping roadway surrounding rock monitoring and supporting method Download PDFInfo
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F17/00—Methods or devices for use in mines or tunnels, not covered elsewhere
- E21F17/18—Special adaptations of signalling or alarm devices
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
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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
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Abstract
The application relates to the technical field of roadway surrounding rock monitoring and supporting, and provides a mining roadway surrounding rock monitoring and supporting method, which comprises the following steps: continuously monitoring the strain of the surrounding rock according to the monitoring frequency of the distributed optical fiber to obtain surrounding rock strain monitoring data; according to surrounding rock strain data obtained by interpolating surrounding rock strain monitoring data, carrying out regional division on the roadway to obtain bearing region ranges at different positions of the roadway and crushing region sizes of different sections of the roadway; based on the relation between the stress and the strain of the surrounding rock, determining the time and the processing mode of primary support, secondary support and reinforcement processing of the surrounding rock according to the strain data of the surrounding rock, the bearing area range of different positions of the roadway and the size of the crushing area of different sections of the roadway. According to the method, the surrounding rocks in different stable states in the tunneling process are respectively supported, the crushing degree in the stoping process is obviously increased, the area is reinforced and supported, the problem of later deformation of the roadway is solved, and the stability and the safety of the roadway are obviously improved.
Description
Technical Field
The application relates to the technical field of monitoring and supporting of surrounding rocks of roadways, in particular to a method for monitoring and supporting surrounding rocks of a mining roadway.
Background
Coal is a main energy source and an important industrial raw material in China, is the main body of disposable energy consumption in China, occupies a very important position in the energy structure in China, and still has the energy structure mainly comprising coal in a long period in the future. With the gradual deep development of coal resource exploitation, deep soft rock shows strong post-peak strain softening and shear expansion characteristics under high stress, deep hard rock shows strong strength damage, so that the bearing capacity of surrounding rock of a roadway is reduced, and the mine pressure shows strong. Under the action of high ground stress, particularly high-level stress, the unloading surrounding rock of deep roadway excavation is seriously unstable, and the problems of anchor rod breakage, support component failure and rock burst are obvious. When the adjacent working face is used for stoping, the mining stress is increased, so that the surrounding rock is broken and the roadway is deformed and damaged greatly, and the coal mine production safety is seriously influenced.
Most of mine roadways in China belong to medium and large loosening zone roadways, wherein the crushing and expanding force of surrounding rocks of the medium loosening zone roadway is obvious, the surrounding rocks deform greatly and cracks or other damage phenomena are generated, and due to the fact that the surrounding rocks of deep roadways are different in lithology and complex in ground stress distribution, the traditional rock elastoplasticity mechanics theory is difficult to analyze clearly, and the difficulty of researching the structural instability mechanism of the deep roadways is increased.
The supporting scheme designed by an empirical method cannot accurately position the range of a crushing area, and the stability of a deep roadway is difficult to control, so that the deep roadway is difficult to maintain. Meanwhile, the load of the surrounding rock acting on the tunnel supporting system is determined, which is a precondition for the design and construction of each supporting and protecting ring layer and is also a difficult point. In the method for determining the parameters of the related support ring layer by depending on experience in actual engineering, the control index is usually deformation, the essential reason is the complexity of the surrounding rock and the space-time discontinuity of the construction process, so that the direct acquisition of the load capacity of the surrounding rock is very difficult, and the deformation is relatively easy to accurately monitor. At present, aiming at the deep rock roadway support design, the traditional method adopts an anchor-net-spraying-cable-injecting combined support mode, and reduces the row spacing between anchor rods and anchor cable supports, because the support only considers the tangential stress concentration influence of surrounding rocks, and does not consider the factors of surrounding rock strength deterioration, shear stress distribution and the like after excavation, the primary support effect is obvious, but the later deformation is serious, the section shrinkage rate is large, and the problem of structural instability of the deep roadway is difficult to solve. Due to the fact that the deep roadway structural instability mechanism and the reasonably designed structural supporting scheme cannot be mastered, the initial supporting effect of the deep roadway is not ideal, supporting cost of the deep roadway in some mining areas is high, the repairing rate is high, and the deep roadway supporting device cannot be used for a long time even, and therefore huge economic loss and potential safety production hazards are brought to deep mining.
Therefore, there is a need to provide an improved solution to the above-mentioned deficiencies of the prior art.
Disclosure of Invention
The application aims to provide a method for monitoring and supporting surrounding rocks of a mining roadway, so as to solve or relieve the problems in the prior art.
In order to achieve the above purpose, the present application provides the following technical solutions:
the application provides a method for monitoring and supporting surrounding rocks of a mining roadway, which comprises the following steps:
s10, continuously monitoring the strain of the surrounding rock according to the monitoring frequency of the distributed optical fiber to obtain surrounding rock strain monitoring data;
s20, performing area division on the roadway according to surrounding rock strain data obtained by interpolating the surrounding rock strain monitoring data to obtain bearing area ranges at different positions of the roadway and sizes of crushing areas in different sections of the roadway;
and S30, determining the time and the processing mode of primary supporting, secondary supporting and reinforcing processing of the surrounding rock according to the surrounding rock strain data, the bearing area range of different positions of the roadway and the size of the crushing area of different sections of the roadway based on the relationship between the stress and the strain of the surrounding rock.
Preferably, the strain of the surrounding rock is continuously monitored according to the monitoring frequency of the distributed optical fiber, so as to obtain surrounding rock strain monitoring data, specifically:
in a preset time period, the distributed optical fiber continuously monitors the surrounding rock strain, and the monitoring frequency of the distributed optical fiber is determined;
and the distributed optical fiber carries out periodic continuous monitoring on the surrounding rock strain according to the monitoring frequency to obtain surrounding rock strain monitoring data.
Preferably, in step S20, according to the surrounding rock strain data obtained by interpolating the surrounding rock strain monitoring data, performing area division on the roadway to obtain bearing area ranges at different positions of the roadway and sizes of crushing areas in different sections of the roadway, specifically:
interpolating the surrounding rock strain monitoring data along the radial direction and the trend of the roadway respectively to correspondingly obtain surrounding rock strain data along the radial direction and the trend of the roadway;
and correspondingly determining the bearing area ranges of different positions of the roadway and the sizes of the crushing areas of different sections of the roadway according to the surrounding rock strain data along the radial direction and the trend of the roadway.
Preferably, according to the size of the crushing zone of different sections of the roadway, the roadway surrounding rock is divided into the following parts along the trend: a small crushing zone section, a medium crushing zone section and a large crushing zone section;
the small crushing area section comprises: l isPLess than or equal to 40 cm; the medium crushing zone sections are: l is more than 40cmPLess than or equal to 150 cm; the large crushing zone section is: l isP>150cm, wherein, LPThe thickness of a loose circle of the surrounding rock of the roadway;
according to the bearing area range of different positions of the roadway, dividing the roadway surrounding rock into: a fragmentation zone, a plastic zone, an elastic zone.
Preferably, in step S30, determining a corresponding stress-strain curve of the surrounding rock according to the lithology of the surrounding rock of the roadway;
according to the surrounding rock strain data, calculating to obtain surrounding rock stress based on the surrounding rock stress and strain relation;
and determining the time of secondary supporting based on the surrounding rock stress-strain curve according to the surrounding rock stress.
Preferably, the determining the time of the secondary supporting according to the surrounding rock stress and based on the surrounding rock stress-strain curve specifically includes:
in the plastic deformation stage of the surrounding rock, determining the time of the secondary support in the tunneling process in response to the fact that the surrounding rock strain data is located between a first strain threshold and a second strain threshold;
the first strain threshold is one half of the difference value between the strain value corresponding to the first point and the strain value corresponding to the second point in the plastic deformation stage of the surrounding rock;
the second strain threshold is three quarters of the difference between the strain value corresponding to the first point and the strain value corresponding to the second point in the plastic deformation stage of the surrounding rock;
the first point is the point when the surrounding rock begins to generate plastic deformation; the second point is the corresponding point when the surrounding rock reaches the yield limit.
Preferably, after the time of the secondary supporting is determined based on the surrounding rock stress-strain curve according to the surrounding rock stress:
carrying out different secondary supporting treatments on the surrounding rocks in different areas according to the time of secondary supporting, the size of the crushing area in different sections of the roadway and the key bearing area range of the surrounding rocks; the key bearing area range of the surrounding rock is an area corresponding to surrounding rock stress which is more than 1.5 times of original surrounding rock stress in the roadway surrounding rock, and the surrounding rock stress is calculated based on the surrounding rock stress and strain relation according to the surrounding rock strain data.
Preferably, the secondary supporting treatment of the surrounding rocks in different areas is carried out differently, specifically:
according to the lithology of the surrounding rock in the plastic zone, carrying out pressure relief treatment on the plastic zone;
and/or the presence of a gas in the gas,
grouting reinforcement treatment is carried out on the key bearing area of the surrounding rock;
and/or the presence of a gas in the gas,
carrying out anchor cable suspension support on the elastic zone of the roadway surrounding rock;
and/or the presence of a gas in the gas,
anchor cable coverage plastic zone supporting is carried out on the middle crushing zone section and the large crushing zone section;
and/or the presence of a gas in the gas,
applying a steel arch support to the large crushing area section; at the same time, the medium and large crushing zone sections are shotcrete treated and the concrete covers the applied steel arch.
In step S30, the timing and processing manner of the reinforcement processing specifically include:
in the roadway recovery process, responding to the situation that the surrounding rock strain data are located in the critical interval, and performing pressure relief treatment on the surrounding rock in the plastic area; wherein the critical interval is determined based on a surrounding rock stress-strain curve;
and/or
And in the process of mining the roadway, reinforcing and supporting the broken area of the roadway according to the sizes of the broken areas of different sections of the roadway.
Preferably, in step S30, the timing of the primary bracing is: and in the process of tunneling, responding to that the strain of the surrounding rock is less than or equal to 200 mu epsilon/d, and performing primary supporting on the surrounding rock of the roadway.
Compared with the closest prior art, the technical scheme of the embodiment of the application has the following beneficial effects:
according to the method, the strain of the surrounding rock is continuously monitored according to the monitoring frequency of the distributed optical fiber, and surrounding rock strain monitoring data are obtained; according to surrounding rock strain data obtained by interpolating surrounding rock strain monitoring data, carrying out regional division on the roadway to obtain bearing region ranges at different positions of the roadway and crushing region sizes of different sections of the roadway; based on the relation between the stress and the strain of the surrounding rock, determining the time and the processing mode of primary support, secondary support and reinforcement processing of the surrounding rock according to the strain data of the surrounding rock, the bearing area range of different positions of the roadway and the size of the crushing area of different sections of the roadway.
In the application, the strain of the surrounding rock is continuously monitored according to the monitoring frequency of the distributed optical fiber, the deformation and stress conditions of the surrounding rock in each period are mastered in time, primary supporting, secondary supporting and reinforcement processing opportunities of a roadway are determined according to monitored data, the surrounding rock in different stable states is respectively supported and processed, the regional reinforcement supporting is obviously increased according to the crushing degree in the stoping process, the later-stage deformation problem of the roadway is eliminated, and the stability and the safety of the roadway are obviously improved.
According to the method for monitoring and supporting the surrounding rock of the stoping roadway, the distributed optical fiber sensing technology is adopted, strain of different positions of the roadway and different depths of the surrounding rock is continuously monitored according to the relation between the Brillouin frequency shift and the strain of the distributed optical fiber, the obtained data are more accurate and convenient, the optical fiber sensing can be normally operated under severe or extreme conditions, and the influence of the mining roadway environment is small.
According to the surrounding rock monitoring and supporting method for the mining roadway, interpolation processing is conducted on surrounding rock strain data obtained through distributed optical fiber monitoring, the roadway is divided into regions according to the surrounding rock strain data after the interpolation processing, and the bearing region range of different positions of the roadway and the size of a crushing area of different sections of the roadway are obtained. Compared with the traditional data processing method, the method is simpler, more convenient and more accurate, and the surrounding rock crushing condition of each area of the roadway can be observed visually and rapidly by obtaining the image through visualization.
According to the surrounding rock strain data obtained by continuous monitoring of the distributed optical fibers, the optimal supporting specific time of primary supporting and secondary supporting is determined, supporting is carried out according to the determined supporting time, the deformation condition of a crushing area and the stress release condition of a plastic area are reasonably and effectively controlled, and the bearing capacity of a supporting system is improved.
According to the method, the strain and the stress of the roadway surrounding rock which is supported and completed are periodically and continuously monitored through a distributed optical fiber sensing technology, the evolution condition of a roadway crushing area and the stress change condition of the surrounding rock under the influence of mining are accurately mastered, corresponding reinforcement supporting and stress relief processing of an overlarge area of stress are carried out on the area with the larger expansion of the crushing area, and great safety guarantee is provided for the roadway which is affected by mining stress and has multiple accidents.
The application provides a mining roadway surrounding rock monitoring and supporting method, support respectively according to the broken condition of deep roadway surrounding rock, realize little broken zone low strength and strut, big broken zone high strength is strutted, meet an emergency to the surrounding rock through setting for monitoring frequency, stress duration monitoring, support the reinforcement to the broken great region of expansion of surrounding rock among tunnelling or the mining process, and carry out corresponding reinforcement to the great region of broken zone expansion and strut and the too big regional release of surrounding rock stress and handle, avoid the later stage deformation in tunnel, the tunnel that the accident that receives the mining stress influence is frequent provides very big safety guarantee. Compared with the traditional supporting scheme designed by depending on an empirical method, the mining roadway surrounding rock monitoring and supporting method provided by the application is more scientific and accurate, the overall supporting effect of the roadway is improved, the supporting cost of the deep roadway of a mining area is reduced, the supporting repair rate is reduced, the safety is improved, and the mining roadway surrounding rock monitoring and supporting method has good social effect and economic benefit.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this application, illustrate embodiments of the application and, together with the description, serve to explain the application and are not intended to limit the application. Wherein:
fig. 1 is a schematic flow diagram of a method for monitoring and supporting surrounding rock of a mining roadway according to some embodiments of the present application;
fig. 2 is a technical logic diagram of a method for monitoring and supporting surrounding rock of a mining roadway according to some embodiments of the present application;
fig. 3 is a cross-sectional view of a roadway distributed optical fiber arrangement provided in accordance with some embodiments of the present application;
FIG. 4 is a graph of surrounding rock strain versus depth for a particular location in a roadway provided in accordance with some embodiments of the present application;
FIG. 5 is a schematic illustration of a wall rock stress versus formation depth curve provided in accordance with some embodiments of the present application;
fig. 6 is a schematic illustration of timing of determining secondary support provided in accordance with some embodiments of the present application;
fig. 7 is a plan view of a crush zone size distribution for different sections of a roadway provided in accordance with some embodiments of the present application;
FIG. 8 is a schematic illustration of surrounding rock of primary and secondary supports provided in accordance with some embodiments of the present application;
fig. 9 is a schematic diagram of a distributed optical fiber during a recovery process provided in accordance with some embodiments of the present application.
Description of reference numerals:
1. a roadway; 2. a primary supporting mode; 3. a secondary supporting mode; 4. a gob; 5. a crushing zone; 6 plastic area; 7. an elastic region; 8. a critical load-bearing zone; 9. a key bearing area after grouting; 10. an anchor cable; 11. a concrete layer; 12. a steel arch concrete shell; 14. stoping the working face; 15. surrounding rocks of the roadway; 22. an anchor rod; 23. a small crushing zone section; 24. a medium crushing zone section; 25. a large crushing zone section; 26. an outer boundary of the crushing zone; 29. a distributed optical fiber.
Detailed Description
The present application will be described in detail below with reference to the embodiments with reference to the attached drawings. The various examples are provided by way of explanation of the application and are not limiting of the application. In fact, it will be apparent to those skilled in the art that modifications and variations can be made in the present application without departing from the scope or spirit of the application. For instance, features illustrated or described as part of one embodiment, can be used with another embodiment to yield a still further embodiment. It is therefore intended that the present application cover the modifications and variations of this invention provided they come within the scope of the appended claims and their equivalents.
Fig. 1 is a schematic flow diagram of a method for monitoring and supporting surrounding rock of a mining roadway according to some embodiments of the present application; fig. 2 is a detailed flow chart of a method for monitoring and supporting surrounding rock of a mining roadway according to some embodiments of the present application; as shown in fig. 1 and 2, the method comprises the following steps:
and S10, continuously monitoring the strain of the surrounding rock according to the monitoring frequency of the distributed optical fiber to obtain surrounding rock strain monitoring data.
In the embodiment of the present application, the installation of the distributed optical fiber 29 is performed in the excavation or recovery process of the recovery roadway, specifically:
the pitch of the distributed optical fibers 29 is set according to the width, height and shape of the roadway 1, and installation of the distributed optical fibers 29 is completed according to the set pitch, as shown in fig. 3. The pitch of the distributed optical fibers 29 is:
1) the radial distance between the adjacent distributed optical fibers 29 along the roadway 1 is 20-50 m; in one tunnel 1, when the length of a section with obvious geological production condition difference is more than 20m, at least 1 distributed optical fiber 29 is additionally arranged in the section of tunnel 1;
2) the number of the distributed optical fibers 29 is more than 3 at the top of the roadway 1, and the number of the distributed optical fibers is more than 2 at two sides and the bottom plate of the cross section.
In the embodiment of the application, the number of the distributed optical fibers 29 arranged on the top plate of the section of the roadway 1 is 3, the number of the distributed optical fibers 29 arranged on the two sides of the section and the bottom plate is 2, and the distance between the distributed optical fibers 29 adjacent to each other along the radial direction of the roadway 1 is 50 m.
The distributed optical fiber 29 is arranged by the following method: and (3) according to the determined row spacing of the distributed optical fibers 29, setting a tunnel drilling hole in the monitoring range, installing the distributed optical fibers 29 in the tunnel drilling hole, and performing grouting and hole sealing treatment on the drilling hole.
The technical requirements of roadway drilling design and construction are as follows:
1) the hole diameter of the underground roadway drilling is not less than 50mm, the hole diameter and the roadway 1 form a 90-degree radial angle, and the fixed-focus deflection of the underground roadway drilling does not exceed 1 degree;
2) after the drilling and pore-forming are finished, carrying out primary hole sweeping treatment on the drilled hole by utilizing underground compressed air, and carrying out hole washing treatment by using clear water;
3) after the distributed optical fibers 29 are installed, hole sealing and grouting are carried out in time, the hole sealing length is larger than 1m, and a grouting pipe is reserved in a hole after grouting is finished.
In the process of installing the distributed optical fiber 29, the distributed optical fiber 29 is attached to the surrounding rock into a whole by grouting the distributed optical fiber 29, so that the strain generated by the distributed optical fiber 29 is consistent with the strain of the surrounding rock, namely the strain value of the distributed optical fiber 29 is equal to the strain value of the surrounding rock at the position.
In the excavation process of the stoping roadway, the distributed optical fiber 29 is arranged before 150m from the excavation head; in the stoping process, if the distributed optical fiber 29 is not installed in the roadway affected by the stoping disturbance of the working face, the distributed optical fiber 29 is arranged 300m before the stoping working face 14, and the arrangement of all the distributed optical fibers 29 is completed before the roadway is affected by the mining stress; if the distributed optical fiber 29 is installed in the excavation process of the roadway affected by the mining disturbance of the working face, the surrounding rock 15 of the roadway is continuously monitored by using the distributed optical fiber 29 installed in the excavation process.
In the process of installing the distributed optical fiber 29, the distributed optical fiber 29 should penetrate into the stress area of the original rock at the roadway upper part, the monitoring depth is generally more than 5h, wherein h represents the height of the roadway. And if the monitoring result shows that the distributed optical fiber 29 does not enter the surrounding rock plastic zone 6 or penetrates into the surrounding rock elastic zone 7 for less than 5 meters, increasing the depth of the distributed optical fiber 29 in the zone.
In some optional embodiments, after the installation of the distributed optical fiber 29 is completed, the monitoring frequency of the distributed optical fiber 29 needs to be determined so as to perform periodic continuous monitoring on the surrounding rock 15 of the roadway. The method specifically comprises the following steps: in a preset time period, the distributed optical fiber 29 continuously monitors the surrounding rock strain, and the monitoring frequency of the distributed optical fiber 29 is determined; the distributed optical fiber 29 carries out periodic continuous monitoring on the surrounding rock strain according to the monitoring frequency to obtain the surrounding rock strain monitoring data.
In the embodiment of the present application, the monitoring frequency of the distributed optical fiber 29 refers to a monitoring period of the distributed optical fiber 29, that is, an acquisition time interval between two times of surrounding rock strain data, and the monitoring frequency of the distributed optical fiber 29 is determined according to the magnitude of the surrounding rock strain value, which is described in detail as follows: after the distributed optical fiber 29 is installed, the distributed optical fiber 29 continuously monitors the surrounding rock strain value in a preset time period, the monitoring frequency of the distributed optical fiber 29 is increased for areas with larger surrounding rock strain value and more active surrounding rock movement, and the surrounding rock strain is periodically and continuously monitored according to the set monitoring frequency.
In a specific example, the time of the surrounding rock strain is considered, so that the monitoring frequency of the distributed optical fiber 29 is determined according to the surrounding rock strain value in one day monitored by the distributed optical fiber 29: when the strain value of the surrounding rock in one day is more than 500 mu epsilon, the monitoring frequency of the distributed optical fiber 29 is 1 time/d (1 time every 1 day); when the surrounding rock strain value in one day is 100 mu epsilon-500 mu epsilon, the monitoring frequency of the distributed optical fiber 29 is 1 time/2 d (1 time every 2 days); when the surrounding rock strain value is less than 100 mu epsilon in one day, the monitoring frequency of the distributed optical fiber 29 is (1-2) times/14 d (monitoring is performed 1 time or 2 times every 14 days), and the following table shows that:
TABLE 1 monitoring frequency of distributed optical fibers
And continuously monitoring the surrounding rock crushing conditions of different positions in the roadway according to the set monitoring frequency.
In the embodiment of the present application, the distributed optical fiber 29 is a sensing distributed optical fiber 29 with a brillouin effect, the distributed optical fiber 29 can reflect changes of the ambient temperature where the distributed optical fiber 29 is located and the strain of the distributed optical fiber 29, and since the temperature in the surrounding rock 15 of the mining roadway tends to be constant, the influence of the temperature is ignored in the present application, and the default is that the change amount of the brillouin frequency shift is caused by the strain of the distributed optical fiber 29.
Based on the distributed optical fiber 29 sensing technology, according to the relationship between Brillouin frequency shift and strain, according to the formula:
calculating to obtain surrounding rock strain monitoring data;
in the formula: v. ofB(epsilon) represents the amount of frequency shift of the brillouin frequency when strain is epsilon; v. ofB(0) A frequency shift amount representing the brillouin frequency when the strain becomes 0;
the scale factor is expressed, and the value is about 493 MHz; epsilon represents the strain value of the optical fiber/surrounding rock, namely surrounding rock strain monitoring data.
In the embodiment of the application, by adopting the distributed optical fiber sensing technology, strain of different positions of a roadway and different depths of surrounding rocks is continuously monitored according to the relation between the Brillouin frequency shift and the strain of the distributed optical fiber, the obtained data is more accurate and convenient, the optical fiber sensing can be normally operated under severe or extreme conditions, and the influence of the mining roadway environment is less.
And S20, performing area division on the roadway according to surrounding rock strain data obtained by interpolating the surrounding rock strain monitoring data to obtain bearing area ranges at different positions of the roadway and the sizes of crushing areas in different sections of the roadway.
After the surrounding rock strain monitoring data are obtained through the distributed optical fibers 29, the surrounding rock strain monitoring data are processed based on an interpolation method, and the surrounding rock strain data are obtained.
In a specific example, the surrounding rock strain monitoring data is processed based on an interpolation method, specifically: programming by MATLAB: and (3) carrying out interpolation processing on the surrounding rock strain monitoring data by vq-griddata (x, y, z, v, xq, yq, zq, method) to obtain surrounding rock strain data. It will be appreciated that the interpolation method may be selected as follows: any of 'Linear', 'neurost', 'Natural', 'Cubic' or 'V4'.
In some optional embodiments, the surrounding rock strain monitoring data is subjected to interpolation processing, specifically, the surrounding rock strain monitoring data is subjected to interpolation respectively along the radial direction and the trend of the roadway, and the surrounding rock strain data along the radial direction and the trend of the roadway is correspondingly obtained.
And correspondingly determining the bearing area ranges of different positions of the roadway and the sizes of the crushing areas of different sections of the roadway according to the surrounding rock strain data along the radial direction and the trend of the roadway.
In a specific example, image visualization processing is carried out on surrounding rock strain data along the trend of the roadway and the radial direction of the roadway, and the bearing area range of different positions of the roadway and the size of a crushing area of different sections of the roadway are visually obtained through a visualization function.
Further, according to the different size of the broken zone of the different district section in tunnel, divide the tunnel into along the trend: the small crushing zone section 23, the medium crushing zone section 24 and the large crushing zone section 25 are divided into three sections as shown in fig. 7 according to the following criteria: the small crushing zone section 23 is: l isPLess than or equal to 40 cm; the intermediate crushing zone section 24 is: l is more than 40cmPLess than or equal to 150 cm; the large crushing zone section 25 is: l isP>150cm, wherein, LPThe size of the crushing area is the thickness of the loosening circle of the surrounding rock 15 of the roadway.
According to the different position bearing area scope in tunnel, tunnel country rock 15 is divided into along radial: a fragmentation zone, a plastic zone 6, an elastic zone 7, as shown in figure 4. It should be noted that, in the embodiment of the present application, the crushing area is a loosening zone range of the roadway surrounding rock 15, and is determined according to the strain value measured by the distributed optical fiber 29, the rock mass of the damaged portion near the roadway is the thickness of the loosening zone, and has the characteristics of expansion and deformation, and the damaged rock mass in the loosening zone range is supported by hinging, so that the bearing capacity is extremely low. According to the continuous monitoring result of the distributed optical fiber 29, the strain variation of the surrounding rock is different from the deep part caused by the surface of the roadway: the loose coil part (crushing zone) mainly exhibits a tensile deformation, while the plastic zone 6 mainly bears a compressive deformation.
In some optional embodiments, after determining the bearing area range of different positions of the roadway and the size of the crushing zone of different sections of the roadway, the method further comprises: the lengths and the positions of the crushing areas of different sections of the roadway are automatically marked, the distance between the outer side boundary 26 of the crushing area and the outer side boundary of the plastic area 6 from the roadway is automatically marked, and the marked result is visually displayed in a graph in a visual mode.
By carrying out interpolation processing on surrounding rock strain data obtained by monitoring the distributed optical fibers 29 and carrying out region division on the roadway according to the surrounding rock strain data after the interpolation processing, the bearing region range of different positions of the roadway and the size of the crushing area of different sections of the roadway are obtained. Compared with the traditional data processing method, the method is simpler, more convenient and more accurate, and the surrounding rock crushing condition of each area of the roadway can be observed visually and rapidly by obtaining the image through visualization.
And S30, determining the time and the processing mode of primary supporting, secondary supporting and reinforcing processing of the surrounding rock according to the surrounding rock strain data, the bearing area range of different positions of the roadway and the size of the crushing area of different sections of the roadway based on the relationship between the stress and the strain of the surrounding rock.
In the excavation process of a mining roadway, in order to prevent accidents such as collapse and collapse caused by surrounding rock breakage, the surrounding rock is subjected to advanced support treatment, wherein the advanced support treatment specifically comprises the following steps: and grouting and reinforcing the roadway surrounding rock 15 by adopting the advanced small guide pipe, and improving the stability of the surrounding rock by adopting a method of supporting the advanced small guide pipe and the advanced pipe shed in a cooperative manner in the area with severe geological conditions and loose soil.
In some optional embodiments, the timing and processing mode of primary support are determined according to surrounding rock strain data obtained by continuous monitoring of the distributed optical fiber 29.
After the mining roadway is excavated, the stress of the surrounding rock is redistributed, along with the transition of a face surface in the mining roadway, in the process that the surrounding rock is far away from the face surface from near, the deformation speed of the surrounding rock is from fast to slow, and after a certain distance is kept away from the face surface, the deformation of the surrounding rock does not extend to the interior of the roadway any more, which means that the deformation of a crushing area reaches a stable stage. Whether the deformation of the surrounding rock tends to be stable is judged according to the surrounding rock strain data obtained by continuously monitoring the distributed optical fiber 29, and specifically, when the surrounding rock strain data obtained by continuously monitoring the distributed optical fiber 29 is less than or equal to 200 mu epsilon/d, the deformation of the surrounding rock tends to be stable. In the embodiment of the application, the optimal supporting time of one-time supporting is taken when the deformation of the surrounding rock tends to be stable.
Because the broken district intensity of country rock is relatively weak, the roof that the broken cause of country rock falls off easily takes place, in the embodiment of this application, according to the opportunity of once strutting confirmed, the processing mode of once strutting of taking is: the surrounding rock crushing area is supported by anchor rods 22, and an artificial pressure-bearing arch is built in the surrounding rock crushing area, as shown in fig. 8. Through the interaction of surrounding rocks and anchor rods, an artificial bearing arch is built in a surrounding rock crushing area, and the surrounding rock stability and the bearing capacity of a ring layer in the crushing area are improved.
In primary bracing, the specific parameters of the anchor rods 22 used are as follows:
a) the anchor rod 22 has a length of:
L＝Lp+L1+L2
in the formula: l is the anchor 22 length (m); l isPThe thickness (m) of a loosening ring of the surrounding rock of the roadway; l is1Stabilizing the depth (m) of the surrounding rock for anchoring the anchor rod 22 beyond the loose collar; l is2The bolt 22 is exposed in the roadway for a length (m).
b) If the pitch between the anchor rods 22 is equal, the anchoring force of the anchor rods 22 and the pitch are as follows:
Qmin≥Lp·D2·γ，
in the formula: d is the row spacing (m) between the anchor rods 22; qminMinimum anchoring force (kN) for the anchor 22; gamma is the gravity density (kN/m) of the surrounding rock3)。
c) The anchor rod 22 has a diameter:
wherein d is the diameter (mm) of the anchor rod 22; q is the anchor 22 anchoring (kN); sigmatThe tensile strength of the anchor rod 22.
In some optional embodiments, before the time of secondary supporting is determined, a corresponding surrounding rock stress-strain curve is determined according to the lithology of the roadway surrounding rock 15; it can be understood that the stress values of the surrounding rocks of different types and different lithologies under the condition of the same strain are different, and the stress-strain curves of the surrounding rocks are also different.
According to surrounding rock strain data, based on the relation between surrounding rock stress and strain:
σ＝E·ε
calculating to obtain the stress of the surrounding rock;
wherein σ is the stress value of the surrounding rock (N/m)2) And epsilon is a surrounding rock strain value, E is an elastic modulus (Pa), and E is determined according to rock stratum types of different surrounding rock depths.
In some optional embodiments, after the calculating the stress of the surrounding rock, the method further includes: the stress of the surrounding rock is visualized to obtain a curve of the stress of the surrounding rock along with the depth of the rock stratum (namely the change condition of the stress of the surrounding rock along with the depth of the rock stratum), as shown in fig. 5, in the curve of the stress of the surrounding rock along with the depth of the rock stratum, a region corresponding to the original rock stress of the surrounding rock, the stress of the surrounding rock being more than 1.5 times of the stress of the surrounding rock, is taken as a key bearing region 8 of the surrounding rock, and therefore the position and the thickness of the key bearing region 8 of the surrounding rock are determined. It should be noted that the key bearing area 8 is a shear stress concentration area in the roadway, which bears most mine pressure and plays a key bearing role for long-term stability of the surrounding rock, and the area is related to whether the whole bearing structure is balanced or not, and if compression shear failure occurs, the main bearing area of the surrounding rock will move inwards.
Fig. 6 is a schematic illustration of timing of determining secondary support provided in accordance with some embodiments of the present application; as shown in fig. 6, according to the surrounding rock stress, based on the surrounding rock stress-strain curve, the timing of secondary supporting is determined, specifically:
according to a stress-strain curve of the surrounding rock, an interval between a first point (point B) and a second point (point C) is a plastic deformation stage of the surrounding rock, and in the plastic deformation stage of the surrounding rock, the time of secondary supporting in the tunneling process is determined in response to that the strain of the surrounding rock is between a first strain threshold and a second strain threshold;
the first strain threshold is one half of the difference between the strain value corresponding to the first point (point B) and the strain value corresponding to the second point (point C) in the plastic deformation stage of the surrounding rock;
the second strain threshold is three-quarters of the difference between the strain value corresponding to the first point (point B) and the strain value corresponding to the second point (point C) in the plastic deformation stage of the surrounding rock;
the first point is the point when the surrounding rock begins to generate plastic deformation; the second point is the corresponding point when the surrounding rock reaches the yield strength.
In the roadway tunneling process, the strain of the surrounding rock is located between the first strain threshold and the second strain threshold to serve as the optimal supporting time of the secondary support, so that the stress of the surrounding rock in the plastic zone 6 is released, the surrounding rock in the plastic zone 6 still has certain self-supporting capacity, and the supporting effect is improved under the combined action of the self-bearing capacity of the surrounding rock in the plastic zone 6 and the secondary support.
Carrying out different secondary supporting treatments on surrounding rocks in different areas according to the time of secondary supporting, the size of a crushing area in different sections of the roadway and the range of 8 areas of the key bearing area of the surrounding rocks; the method specifically comprises the following steps:
1) when the optimal supporting time is reached, firstly, the lithology of the plastic zone surrounding rock is judged, if the elasticity and the brittleness of the plastic zone surrounding rock are high, pressure relief treatment is carried out on the plastic zone in advance, and the situation that the surrounding rock is too large in stress and the rock burst is generated due to energy accumulation is prevented.
The specific method for pressure relief treatment comprises the following steps: and (3) arranging a pressure relief hole in the region with overlarge stress in the plastic region of the surrounding rock, extending the tail end of the pressure relief hole to the region of the key bearing region 8 of the surrounding rock, injecting high-pressure water into the pressure relief hole, performing hydraulic fracturing on the surrounding rock of the key bearing region 8 of the surrounding rock, and stopping injecting water according to surrounding rock strain monitoring data obtained by continuously monitoring the distributed optical fiber 29 when fracturing cracks are generated on the surrounding rock of the key bearing region 8 of the surrounding rock.
2) Secondly, grouting reinforcement treatment is carried out on the key bearing area 8 according to the area range of the key bearing area 8 of the surrounding rock, and the shearing resistance of the plastic region surrounding rock is enhanced by the grouting key bearing area 9.
3) Because tunnel country rock elastic zone 7 intensity is higher, bears most stress in the country rock, and elastic zone 7 degree of depth is great, and it is difficult to play the supporting effect generally to stock 22, so adopt "anchor rope 10 to suspend in midair" supporting mode.
4) The middle crushing zone section 24 and the large crushing zone section 25 are used for supporting the plastic zone covered by the anchor cable 10, and the stability of surrounding rocks in the elastic zone 7 is utilized as a bearing foundation of the whole bearing layer, so that the integral bearing capacity of the roadway is improved.
The specific parameters of the cable bolt 10 may be determined by:
the length of the anchor cable 10:
L5＝Ls+L″1+L2
in the formula: l is5Is the anchor cable 10 length (m); l isSIs the vertical distance (m) from the roadway to the boundary of the elastic zone 7; l ″)1Anchoring the anchor cable 10 to the inner depth (m) of the elastic zone 7; l is2Exposing the length (m) of the anchor rod 22 in the roadway;
row spacing between anchor cables 10:
in the formula: saIs the row spacing (m) between the anchor cables 10, [ sigma ]a]The ultimate breaking force (kN) of a single anchor cable 10, and gamma is the gravity density (kN/m) of the surrounding rock3)。
5) Applying steel arch support to the large crushing zone section 25, meanwhile, spraying concrete 11 to the medium crushing zone section 24 and the large crushing zone section 25, and covering the applied steel arch with the concrete to form a concrete shell 12, as shown in fig. 8, so as to form an anchoring system of the anchor rod 22 and the anchor cable 10 in the medium crushing zone section 24, form a layer of arch and a sprayed concrete column shell on the surface layer of the large crushing zone section 25, construct a cooperative support system of the anchor rod cable of the medium crushing zone section 24 and the concrete shell 12, and construct a cooperative support system of the anchor rod cable of the large crushing zone section 25 and the steel arch concrete shell 12.
The surrounding rock strain data obtained by continuous monitoring through the distributed optical fiber 29 is used for determining the optimal supporting specific time of primary supporting and secondary supporting, supporting is carried out through the determined supporting time, the deformation condition of a crushing area and the stress release condition of a plastic area are reasonably and effectively controlled, and the bearing capacity of a supporting system is improved.
In the embodiment of the application, after secondary supporting, under the combined action of primary supporting, primary supporting and secondary supporting, surrounding rock quickly tends to be stable, lining processing is carried out on the surrounding rock at the moment, a lining layer is used as safety storage of a roadway, and the influence of follow-up loads such as tunneling disturbance or sudden load on the roadway is eliminated through the lining layer. The lining treatment is completed by adopting a traditional lining method, which comprises the following steps: cleaning a primary support surface, hanging waterproof board geotextile, binding steel bars, fixing a two-lining trolley, pouring concrete, removing a mould and maintaining.
Fig. 9 is a schematic diagram of a distributed optical fiber 29 in a mining process according to some embodiments of the present application, and as shown in fig. 9, in a roadway mining process, timing and a processing manner of a reinforcement processing are determined:
in the stoping process, according to surrounding rock strain data obtained by continuously monitoring the surrounding rocks 15 of the roadway through the distributed optical fibers 29, the expansion conditions of each bearing area after sudden breakage and aggravation of the surrounding rocks 15 of the surrounding roadway are mastered under the condition of slow breakage of the surrounding rocks under stoping disturbance or when the surrounding rocks of the goaf 4 collapse, collapse and the like move.
In the roadway recovery process, responding to the situation that surrounding rock strain data are located in a critical interval, and performing pressure relief treatment on surrounding rocks in a plastic area; wherein, the critical interval is determined based on a surrounding rock stress-strain curve, and specifically comprises the following steps: in the stoping process, the surrounding rock is disturbed by the stoping or the surrounding rock activity of the goaf 4 is broken and aggravated. And judging whether the stress of the surrounding rock is in a critical interval, if the stress of the surrounding rock is in the critical interval and the elasticity and brittleness of the plastic region surrounding rock are high, performing pressure relief treatment on the tunnel plastic region surrounding rock, wherein the pressure relief treatment method is the same as the pressure relief treatment mode in the secondary supporting in the tunnel tunneling process. The critical interval is determined according to surrounding rock strain data based on a surrounding rock stress-strain curve, and the determination mode is as follows: in the stress-strain curve of the surrounding rock, the critical interval is one half to three quarters of the plastic deformation stage.
In some optional embodiments, during the extraction process, the reinforcement treatment further comprises: according to the broken zone size in the different district sections in tunnel, carry out the reinforcement to broken zone country rock and strut, specifically do:
in the stoping process, the thickness of the loosening ring of the roadway surrounding rock 15 is increased under the influence of stoping disturbance, the small crushing area is slowly expanded into a medium crushing area, and the medium crushing area is expanded into a large crushing area. The roadway surrounding rock 15 is continuously monitored through the distributed optical fiber 29, surrounding rock strain data are obtained, interpolation and visual processing are carried out, and the expansion conditions of different bearing areas of the roadway in the stoping process are determined.
According to the loose circle thickness (the broken district size after the expansion) of 15 tunnel country rocks of tunnel stoping in-process, the mode that the reinforcement was strutted specifically is: when the small crushing zone expands to a medium crushing zone, i.e. from LPThe expansion is less than 40cm and less than 40cmPThe length is less than or equal to 150cm, and the anchor cable 10 is reinforced and supported; when the medium crushing zone expands to the large crushing zone, namely, the length is more than 40cm and less than LPExpansion of less than or equal to 150cm is LP>150cm, reinforcing and supporting the steel arch, and constructing a steel arch concrete shell 12; when the crushing zone enlargement of the large crushing zone section 25 exceeds 100cm, the area is reinforced with long anchor lines 10, wherein LPThe thickness of the loose circle of the surrounding rock 15 of the roadway in the process of mining the roadway. The anchor cable 10 parameters of the reinforcing support are the same as the parameters of the anchor cable 10 used for secondary support in the process of roadway excavation.
In the process of stoping, the later deformation of the roadway is effectively avoided through pressure relief treatment and reinforcing support, the occurrence of accidents is reduced, and the stability of the roadway is improved.
And the roadway supporting process is completed through advanced supporting, secondary supporting and reinforcing treatment. At this time, the distributed optical fiber 29 continuously monitors the surrounding rock 15 of the roadway according to the set monitoring frequency: after the underground tunnel is excavated, the stress of surrounding rocks can be redistributed, the tangential stress concentration can be formed on the periphery of the tunnel, and due to the time characteristic of the loosening ring, the small loosening ring can be developed into a medium-large loosening ring along with the time lapse, and if the effective support is not carried out in time, the instability caused by the large deformation of the surrounding rocks 15 of the tunnel is easily caused. Therefore, after the roadway support is completed, the distributed optical fiber 29 still carries out continuous monitoring according to the determined monitoring frequency, and the stability and the safety of the roadway are ensured.
According to the method, the strain of the surrounding rock is continuously monitored according to the monitoring frequency of the distributed optical fiber, and surrounding rock strain monitoring data are obtained; according to surrounding rock strain data obtained by interpolating surrounding rock strain monitoring data, carrying out regional division on the roadway to obtain bearing region ranges at different positions of the roadway and crushing region sizes of different sections of the roadway; based on the relation between the stress and the strain of the surrounding rock, determining the time and the processing mode of primary support, secondary support and reinforcement processing of the surrounding rock according to the strain data of the surrounding rock, the bearing area range of different positions of the roadway and the size of the crushing area of different sections of the roadway.
In the application, strain of the surrounding rock is continuously monitored according to the monitoring frequency of the distributed optical fiber, deformation and stress conditions of the surrounding rock in each period are mastered in time, primary supporting, secondary supporting and reinforcement processing opportunities of a roadway are determined according to monitored data, the surrounding rock in different stable states is respectively supported and processed, and the regional reinforcement supporting is obviously increased according to the crushing degree in the stoping process, so that the problem of deformation in the later period of the roadway is solved, and the stability and the safety of the roadway are obviously improved.
According to the method for monitoring and supporting the surrounding rock of the stoping roadway, the distributed optical fiber sensing technology is adopted, strain of different positions of the roadway and different depths of the surrounding rock is continuously monitored according to the relation between the Brillouin frequency shift and the strain of the distributed optical fiber, the obtained data are more accurate and convenient, the optical fiber sensing can be normally operated under severe or extreme conditions, and the influence of the mining roadway environment is small.
According to the surrounding rock monitoring and supporting method for the mining roadway, interpolation processing is conducted on surrounding rock strain data obtained through distributed optical fiber monitoring, the roadway is divided into regions according to the surrounding rock strain data after the interpolation processing, and the bearing region range of different positions of the roadway and the size of a crushing area of different sections of the roadway are obtained. Compared with the traditional data processing method, the method is simpler, more convenient and more accurate, and the surrounding rock crushing condition of each area of the roadway can be observed visually and rapidly by obtaining the image through visualization.
According to the surrounding rock strain data obtained by continuous monitoring of the distributed optical fibers, the optimal supporting specific time of primary supporting and secondary supporting is determined, supporting is carried out according to the determined supporting time, the deformation condition of a crushing area and the stress release condition of a plastic area are reasonably and effectively controlled, and the bearing capacity of a supporting system is improved.
According to the method, the strain and the stress of the roadway surrounding rock which is supported and completed are periodically and continuously monitored through a distributed optical fiber sensing technology, the evolution condition of a roadway crushing area and the stress change condition of the surrounding rock under the influence of mining are accurately mastered, corresponding reinforcement supporting and stress relief processing of an overlarge area of stress are carried out on the area with the larger expansion of the crushing area, and great safety guarantee is provided for the roadway which is affected by mining stress and has multiple accidents.
The application provides a mining roadway surrounding rock monitoring and supporting method, support respectively according to the broken condition of deep roadway surrounding rock, realize little broken zone low strength and strut, big broken zone high strength is strutted, meet an emergency to the surrounding rock through setting for monitoring frequency, stress duration monitoring, support the reinforcement to the broken great region of expansion of surrounding rock among tunnelling or the mining process, and carry out corresponding reinforcement to the great region of broken zone expansion and strut and the too big regional release of surrounding rock stress and handle, avoid the later stage deformation in tunnel, the tunnel that the accident that receives the mining stress influence is frequent provides very big safety guarantee. Compared with the traditional supporting scheme designed by depending on an empirical method, the mining roadway surrounding rock monitoring and supporting method provided by the application is more scientific and accurate, the overall supporting effect of the roadway is improved, the supporting cost of the deep roadway of a mining area is reduced, the supporting repair rate is reduced, the safety is improved, and the mining roadway surrounding rock monitoring and supporting method has good social effect and economic benefit.
The above description is only a preferred embodiment of the present application and is not intended to limit the present application, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, improvement and the like made within the spirit and principle of the present application shall be included in the protection scope of the present application.
Claims (10)
1. A method for monitoring and supporting surrounding rocks of a mining roadway is characterized by comprising the following steps:
s10, continuously monitoring the strain of the surrounding rock according to the monitoring frequency of the distributed optical fiber to obtain surrounding rock strain monitoring data;
s20, performing area division on the roadway according to surrounding rock strain data obtained by interpolating the surrounding rock strain monitoring data to obtain bearing area ranges at different positions of the roadway and sizes of crushing areas in different sections of the roadway;
and S30, determining the time and the processing mode of primary supporting, secondary supporting and reinforcing processing of the surrounding rock according to the surrounding rock strain data, the bearing area range of different positions of the roadway and the size of the crushing area of different sections of the roadway based on the relationship between the stress and the strain of the surrounding rock.
2. The mining roadway surrounding rock monitoring and supporting method according to claim 1, wherein the strain of the surrounding rock is continuously monitored according to the monitoring frequency of the distributed optical fiber to obtain surrounding rock strain monitoring data, and specifically the surrounding rock strain monitoring data comprises:
in a preset time period, the distributed optical fiber continuously monitors the surrounding rock strain, and the monitoring frequency of the distributed optical fiber is determined;
and the distributed optical fiber carries out periodic continuous monitoring on the surrounding rock strain according to the monitoring frequency to obtain surrounding rock strain monitoring data.
3. The mining roadway surrounding rock monitoring and supporting method according to claim 1, wherein in step S20, according to surrounding rock strain data obtained by interpolating the surrounding rock strain monitoring data, the roadway is subjected to area division to obtain bearing area ranges at different positions of the roadway and crushing area sizes of different sections of the roadway, and specifically:
interpolating the surrounding rock strain monitoring data along the radial direction and the trend of the roadway respectively to correspondingly obtain surrounding rock strain data along the radial direction and the trend of the roadway;
and correspondingly determining the bearing area ranges of different positions of the roadway and the sizes of the crushing areas of different sections of the roadway according to the surrounding rock strain data along the radial direction and the trend of the roadway.
4. The mining roadway surrounding rock monitoring and supporting method according to claim 3, wherein the roadway surrounding rock is divided into the following parts along the trend according to the sizes of the crushing zones of different sections of the roadway: a small crushing zone section, a medium crushing zone section and a large crushing zone section;
the small crushing area section comprises: l isPLess than or equal to 40 cm; the medium crushing zone sections are: l is more than 40cmPLess than or equal to 150 cm; the large crushing zone section is: l isP>150cm, wherein, LPThe thickness of a loose circle of the surrounding rock of the roadway;
according to the bearing area range of different positions of the roadway, dividing the roadway surrounding rock into: a fragmentation zone, a plastic zone, an elastic zone.
5. The mining roadway surrounding rock monitoring and supporting method according to claim 4, wherein in step S30, a corresponding surrounding rock stress-strain curve is determined according to lithology of the roadway surrounding rock;
according to the surrounding rock strain data, calculating to obtain surrounding rock stress based on the surrounding rock stress and strain relation;
and determining the time of secondary supporting based on the surrounding rock stress-strain curve according to the surrounding rock stress.
6. The mining roadway surrounding rock monitoring and supporting method according to claim 5, wherein the time for secondary supporting is determined based on the surrounding rock stress-strain curve according to the surrounding rock stress, and specifically comprises the following steps:
in the plastic deformation stage of the surrounding rock, determining the time of the secondary support in the tunneling process in response to the fact that the surrounding rock strain data is located between a first strain threshold and a second strain threshold;
the first strain threshold is one half of the difference value between the strain value corresponding to the first point and the strain value corresponding to the second point in the plastic deformation stage of the surrounding rock;
the second strain threshold is three quarters of the difference between the strain value corresponding to the first point and the strain value corresponding to the second point in the plastic deformation stage of the surrounding rock;
the first point is the point when the surrounding rock begins to generate plastic deformation; the second point is the corresponding point when the surrounding rock reaches the yield limit.
7. The mining roadway surrounding rock monitoring and supporting method according to claim 6, wherein after the time for secondary supporting is determined based on the surrounding rock stress-strain curve according to the surrounding rock stress:
carrying out different secondary supporting treatments on the surrounding rocks in different areas according to the time of secondary supporting, the size of the crushing area in different sections of the roadway and the key bearing area range of the surrounding rocks; the key bearing area range of the surrounding rock is an area corresponding to surrounding rock stress which is more than 1.5 times of original surrounding rock stress in the roadway surrounding rock, and the surrounding rock stress is calculated based on the surrounding rock stress and strain relation according to the surrounding rock strain data.
8. The mining roadway surrounding rock monitoring and supporting method according to claim 7, wherein different secondary supporting treatments are performed on the surrounding rock in different areas, specifically:
according to the lithology of the surrounding rock in the plastic zone, carrying out pressure relief treatment on the plastic zone;
and/or the presence of a gas in the gas,
grouting reinforcement treatment is carried out on the key bearing area of the surrounding rock;
and/or the presence of a gas in the gas,
carrying out anchor cable suspension support on the elastic zone of the roadway surrounding rock;
and/or the presence of a gas in the gas,
anchor cable coverage plastic zone supporting is carried out on the middle crushing zone section and the large crushing zone section;
and/or the presence of a gas in the gas,
applying a steel arch support to the large crushing area section; at the same time, the medium and large crushing zone sections are shotcrete treated and the concrete covers the applied steel arch.
9. The method for monitoring and supporting surrounding rocks of the mining roadway according to claim 1, wherein in step S30, the timing and the processing mode of the reinforcement processing specifically include:
in the roadway recovery process, responding to the situation that the surrounding rock strain data are located in the critical interval, and performing pressure relief treatment on the surrounding rock in the plastic area; wherein the critical interval is determined based on a surrounding rock stress-strain curve;
and/or the presence of a gas in the gas,
and in the process of mining the roadway, reinforcing and supporting the broken area of the roadway according to the sizes of the broken areas of different sections of the roadway.
10. The method for monitoring and supporting surrounding rocks of the mining roadway according to claim 1, wherein in step S30, the time for the primary supporting is as follows: and in the process of tunneling, responding to that the strain of the surrounding rock is less than or equal to 200 mu epsilon/d, and performing primary supporting on the surrounding rock of the roadway.
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| PCT/CN2022/092307 WO2022199714A1 (en) | 2021-11-26 | 2022-05-11 | Method for monitoring and supporting surrounding rock of stoping roadway |
| JP2022567429A JP7337420B2 (en) | 2021-11-26 | 2022-05-11 | Method for monitoring and supporting mining tunnel host rock |
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Also Published As
| Publication number | Publication date |
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| CN114233394B (en) | 2023-10-31 |
| WO2022199714A1 (en) | 2022-09-29 |
| JP2023516230A (en) | 2023-04-18 |
| JP7337420B2 (en) | 2023-09-04 |
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