DeeplabV3 + language segmentation algorithm-based in-situ correction roadway loosening circle test method

Abstract

The invention provides an in-situ correction roadway loose zone testing method based on a DeeplabV3 + language segmentation algorithm, and relates to the field of roadway loose zone testing, and the method comprises the following steps: drilling a hole underground, obtaining a rock core, obtaining a test drill hole, and obtaining a wave velocity-double collection time-test depth curve graph of the loose zone test drill hole by using a single-hole ultrasonic velocity measurement method; analyzing according to the wave velocity-double receiving time-test depth curve graph to obtain the longitudinal wave velocity of the original rock mass; utilizing the obtained rock core to obtain the position of a rock mass deep loose circle by combining a co-location discrimination method with a wave velocity-double receiving time-test depth curve graph; a drilling optical electron microscope method based on a DeeplabV3 + language segmentation algorithm is utilized to identify cracks and lithology data on the surface of a hole wall, and the lithology data are combined to analyze surface cracks actually influencing the surrounding rock loose circle; and the real range of the roadway surrounding rock loosening circle is given by combining the position of the rock mass deep loosening circle and the cracks and lithology of the hole wall surface. The method disclosed by the invention has certain guiding significance on supporting and optimized supporting of the roadway.

Description

Technical Field

[0001] The present invention relates to the field of tunnel loose circle testing, and in particular to a tunnel loose circle testing method based on a co-located correction DeeplabV3+ language segmentation algorithm. Background Art

[0002] After the tunnel is excavated, a loose rock zone with stress reduction as its main feature will be formed around it. It is a comprehensive indicator reflecting the surrounding rock stress and rock mass strength, and its size is closely related to the stability of the tunnel and the difficulty of support. How to simply measure the size of the loose rock zone of the coal mine tunnel and establish a judgment standard suitable for the loose rock zone of the coal mine tunnel is of great practical significance for ensuring the safety of tunnel construction, selecting reasonable support methods, support timing and support parameters, and optimizing support structure parameters.

[0003] At present, there are many testing methods for loosening zones, mainly direct observation and physical methods. Direct observation methods mainly include: drilling optical electron microscope method, drilling coring method, multi-point displacement meter method, etc. Physical measurement methods mainly include radar measurement method, ultrasonic velocimetry method and deformation resistivity method, etc. However, a single measurement method has certain limitations. The drilling optical electron microscope method and ultrasonic velocimetry method are subject to the subjective influence of the analyst and have low accuracy. The multi-point displacement meter method obtains less measurement data than the ultrasonic velocimetry method. Compared with the ultrasonic velocimetry method, the geological radar measurement method obtains unclear surrounding rock failure laws.

[0004] Therefore, under the current conditions, a faster and more accurate loose circle testing method combined with new technologies is urgently needed. Summary of the invention

[0005] The purpose of the present invention is to provide a co-located corrected tunnel loose zone testing method based on the DeeplabV3+ language segmentation algorithm, which can eliminate surface cracks that have no effect or little effect on the loose zone of the surrounding rock, and can combine the surface cracks of the hole wall with the deep cracks in the rock formation to restore the real loose zone range, which has certain guiding significance for the support and optimization of the tunnel.

[0006] To achieve the above object, the present invention provides a method for testing the loose circle of a co-located corrected laneway based on the DeeplabV3+ language segmentation algorithm, comprising the following steps:

[0007] S1. Drill holes underground to form a tunnel, obtain rock cores, drill test holes on the top plate, bottom plate and both sides of the tunnel, and use the single-hole ultrasonic velocity measurement method to obtain the wave velocity-double collection time-test depth curve of the loose zone test hole;

[0008] S2. Analyze the wave velocity-double collection time-test depth curve to obtain the original rock mass longitudinal wave velocity of each test borehole;

[0009] S3. Using the obtained core, the position of the deep loose zone of the rock mass is obtained by combining the wave velocity-double collection time-test depth curve through the co-location discrimination method;

[0010] S4. Use the borehole optical electron microscopy method based on DeeplabV3+ language segmentation algorithm to identify the cracks and lithology data on the hole wall surface, and analyze the surface cracks that actually affect the surrounding rock loosening zone in combination with the lithology data;

[0011] S5. Combined with the location of the loose zone deep in the rock mass, the cracks and lithology on the surface of the test borehole wall, the actual range of the loose zone of the tunnel surrounding rock is given.

[0012] Preferably, in S1, the top plate hole depth is greater than 4 times the tunnel height, the bottom plate hole depth is greater than 2 times the tunnel height, and the hole depths of both sides are greater than or equal to 5m.

[0013] Preferably, in S2, the wave velocity-double collection time-test depth curves of each test borehole are collected and sorted.

[0014] The original rock mass longitudinal wave velocity of the roof test borehole: The longitudinal wave velocity corresponding to the position where the roof test borehole depth is 4 times the tunnel width is defined as the original rock mass longitudinal wave velocity V of the roof borehole 1顶 ;

[0015] The original rock mass longitudinal wave velocity of the bottom plate and the two sides of the test borehole: The test borehole depth of the bottom plate and the two sides is taken as the wave velocity-double collection time-test depth curve. The longitudinal wave velocity of the last section of the wave velocity change tends to be stable is the original rock mass longitudinal wave velocity V of the bottom plate and the two sides. 1底 、V 1左帮 、V 1右帮 .

[0016] Preferably, in S3, in the core obtained in step S1, the top plate, bottom plate and two sides of the tunnel are selected to obtain the original rock mass longitudinal wave velocity V in step S2. 1顶 、V 1底 、V 1左帮 、V 1右帮 The complete rock core at the corresponding depth is prepared into a standard rock specimen, and the longitudinal wave velocity V of the standard rock specimen in each test borehole in the complete state is 2顶 、V 2底 、V 2左帮 、V 2右帮 and the longitudinal wave velocity V after compression failure 3顶 、V 3底 、V 3左帮 、V 3右帮 Keep records;

[0017] The rock mass longitudinal wave velocity at the loose position of the surrounding rock of each test borehole is obtained according to the co-location discrimination method.

[0018] V4 = V1 × V2 / V3;

[0019] Where V1 represents the original rock mass longitudinal wave velocity V of the top plate, bottom plate and two sides. 1顶 、V 1底 、V 1左帮 、V 1右帮 ; V2 represents the longitudinal wave velocity V of the standard rock specimens of the test holes in the top plate, bottom plate and two sides in the intact state 2顶 、V 2底 、V 2左帮 、V 2右帮 ; V3 represents the longitudinal wave velocity V of the standard rock specimens of the test holes in the top plate, bottom plate and two sides after compression failure 3顶 、V 3底 、V 3左帮 、V 3右帮 ;

[0020] According to the wave velocity-double collection time-test depth curve of V4, the depth corresponding to the wave velocity is used to determine the loose position of the deep rock mass in each borehole and is recorded as P 顶 , P 底 , P 左帮 , P right gang.

[0021] Preferably, in S4, a mining borehole imager is used to spy on the test borehole, and the spy data is collected and imported into the DeeplabV3+ language segmentation algorithm to automatically identify, process and count the rock surface cracks and lithological structural surfaces in the spy video and image, and the surface cracks that actually affect the loosening zone of the surrounding rock are analyzed in combination with the lithological data, and the depth of the surface cracks of each test borehole is recorded as S 顶 , S 底 , S 左帮 , S 右帮 .

[0022] Preferably, in S5, a weighted assessment is performed on the cracks on the hole wall surface and the range of the deep loosening zone of the surrounding rock, combined with the position of the deep loosening zone of the rock mass and the cracks and lithology on the hole wall surface. The corresponding range of the loosening zone of the tunnel is drawn according to the rectangular tunnel surrounding rock damage range development model diagram, and the tunnel surrounding rock type and geomechanical evaluation are given to provide a recommended plan for underground tunnel support.

[0023] Preferably, a weighted assessment is performed on the cracks on the hole wall surface and the range of the loose zone in the surrounding rock depth, and the calculation formula for the depth F of the loose zone of the surrounding rock is:

[0024] F=W S ×S+W P ×P;

[0025] Among them, F includes F 顶 、F 底 、F 左帮、F 右帮 , S is the depth of the surface cracks, P is the loose position deep in the borehole rock mass, including P 顶 , P 底 , P 左帮 , P 右帮 , the weights corresponding to S and P are W S and W P , W V =1-W S .

[0026] Preferably, the corresponding roadway loosening zone range is drawn according to the rectangular roadway surrounding rock damage range development model diagram, including

[0027] Mark the loose rock depth F of each test borehole around the rectangular tunnel. 顶 、F 底 、F 左帮 、F 右帮 The corresponding points are connected into lines according to the shape of the rectangular roadway surrounding rock damage range development model diagram, which eventually becomes a closed curve diagram around the rectangular roadway, and finally the corresponding roadway loosening circle range is drawn.

[0028] Therefore, the present invention adopts the above-mentioned co-location correction lane loose circle testing method based on DeeplabV3+ language segmentation algorithm, and the technical effects are as follows:

[0029] (1) Considering the advantages and disadvantages of various methods, the borehole optical electron microscopy method, single-hole ultrasonic velocity measurement method and borehole coring method were selected. The deep loosening of the surrounding rock and the cracks on the hole wall were comprehensively considered. By optimizing each method, the influence of subjective analysis was reduced, and the accuracy and test efficiency were improved. A co-located modified tunnel loosening zone test method based on the DeeplabV3+ language segmentation algorithm was established.

[0030] (2) The traditional borehole optical electron microscopy method uses manual interpretation of borehole video images. Although it is simple and intuitive, the recognition accuracy of fracture structure surfaces is low, the workload is huge, and it is highly subjective. Especially in the peeping video of complex rock formations, the hole wall texture is messy, the rock type and fractures are difficult to judge, and the error is large. This method is based on the DeeplabV3+ language segmentation algorithm, which effectively improves the efficiency and accuracy of automatic recognition of rock surface fractures and lithology structure surfaces. In combination with lithology data, surface fractures that have no effect or little effect on the surrounding rock loosening zone can be eliminated, which is an optimization and upgrade of the borehole optical electron microscopy method.

[0031] (3) The traditional single-hole ultrasonic velocity measurement method is highly subjective and has large errors in the test of the loosening zone of the surrounding rock. The test data requires people with rich experience to correctly interpret, especially when there are multiple defects, deep defects are easily misjudged. In response to the above problems, this method combines the "co-location discrimination method" to quantitatively analyze the wave velocity-double collection time-test depth curve obtained by the single-hole ultrasonic velocity measurement method, and can determine the exact position of the loosening zone in the wave velocity-double collection time-test depth curve under a simple theoretical analysis. BRIEF DESCRIPTION OF THE DRAWINGS

[0032] Figure 1 It is a flow chart of a method for testing a loose circle of a co-located corrected lane based on a DeeplabV3+ language segmentation algorithm provided by an embodiment of the present invention;

[0033] Figure 2 It is a schematic diagram of the arrangement of drilling holes in the underground tunnel of the present invention;

[0034] Figure 3 It is a wave velocity-double collection time-test depth curve diagram of the loose circle test hole of the present invention;

[0035] Figure 4 It is the original detection image based on the DeeplabV3+ language segmentation algorithm of the present invention;

[0036] Figure 5 It is a schematic diagram of the fracture and lithology detection results based on the DeeplabV3+ language segmentation algorithm of the present invention;

[0037] Figure 6 It is a schematic diagram of the fracture identification result based on DeeplabV3+ language segmentation algorithm and lithology test of the present invention;

[0038] Figure 7 It is a distribution diagram of surrounding rock fissures and broken areas of the present invention; Figure 7 (a) is the distribution of cracks and broken areas in the top plate drilling diagram. Figure 7 (b) Distribution of cracks and broken areas in the bottom plate drilling diagram; Figure 7 (c) shows the distribution of cracks and broken areas in the left drilling diagram; Figure 7 (d) is the distribution of cracks and broken areas in the right rib drilling diagram;

[0039] Figure 8 It is a model diagram of the development range of the surrounding rock destruction of a rectangular tunnel of the present invention;

[0040] Fig. 9 It is a schematic diagram of the tunnel destruction range of the present invention.

[0041] Reference numerals

[0042] 1. Center line; 2. Roof test drilling hole; 3. Left side test drilling hole; 4. Right side test drilling hole; 5. Bottom plate test drilling hole; 6. Tunnel; 7. First stage damage range; 8. Second stage damage range; 9. No. 15 coal; 10. Limestone; 11. Aluminous mudstone. DETAILED DESCRIPTION

[0043] The technical solution of the present invention is further described below through the accompanying drawings and embodiments.

[0044] Unless otherwise defined, technical or scientific terms used in the present invention shall have the common meanings understood by one having ordinary skills in the field to which the present invention belongs.

[0045] Embodiment 1

[0046] The present invention provides a method for testing a loose circle of a co-located corrected lane based on a DeeplabV3+ language segmentation algorithm, comprising the following steps:

[0047] S1. Drill downhole, obtain core, and obtain test borehole. Use single-hole ultrasonic velocity measurement method to obtain the wave velocity-double collection time-test depth curve of the loose zone test borehole, specifically:

[0048] First, the tunnel roof, floor and two sides are Figure 2 The drilling arrangement shown in the figure is as follows: the top plate hole depth is greater than 4 times the tunnel height, the bottom plate hole depth is greater than 2 times the tunnel height, the two side hole depths are greater than or equal to 5m, and the tunnel drilling holes are arranged as symmetrically as possible, such as Figure 1 shown.

[0049] Furthermore, the CLC1000-Z ultrasonic surrounding rock crack detector, equipped with a dual-receive probe, a push guide rod, a water pump and other auxiliary tools, was used to detect the tunnel measurement points according to the Figure 2 The drilling arrangement shown in the figure is used for single-hole ultrasonic velocity measurement. First, the probe is sent to the bottom of the borehole and the hole mouth is sealed with a rubber airbag. Then water is injected into the hole and the change of the sound wave waveform is monitored by the sonic detector until the sound wave waveform is stable and data is collected. Finally, the sonic test probe is pulled out 0.5m each time from the bottom of the hole to the hole mouth, and waveform data is collected until the probe is completely pulled out. The data obtained by the single-hole ultrasonic velocity measurement method is organized into a wave velocity-double collection time-test depth curve of the loose circle test hole, as shown in Figure 3 As shown, the horizontal axis is the test depth (m), and the vertical axis is the wave speed (m / s) and the double-receiving time (μs).

[0050] S2. Analyze the wave velocity-double collection time-test depth curve to obtain the original rock mass longitudinal wave velocity;

[0051] Collect and organize the wave velocity-double collection time-test depth curves of each test borehole,

[0052] The original rock mass longitudinal wave velocity of the roof test borehole: The longitudinal wave velocity corresponding to the position where the roof test borehole depth is 4 times the tunnel width is defined as the original rock mass longitudinal wave velocity V of the roof borehole 1顶 ;

[0053] The original rock mass longitudinal wave velocity of the bottom plate and the two sides of the test borehole: The test borehole depth of the bottom plate and the two sides is taken as the wave velocity-double collection time-test depth curve. The longitudinal wave velocity of the last section of the wave velocity change tends to be stable is the original rock mass longitudinal wave velocity V of the bottom plate and the two sides. 1底 、V 1左帮 、V 1右帮 .

[0054] S3. Using the obtained core, the position of the deep loose zone of the rock mass is obtained by combining the wave velocity-double collection time-test depth curve through the co-location discrimination method;

[0055] In the core obtained in step S1, the top plate, bottom plate and two sides of the tunnel are selected to obtain the original rock mass longitudinal wave velocity V in step S2. 1顶 、V 1底 、V 1左帮 、V 1右帮 The complete rock core at the corresponding depth is prepared into a standard rock specimen, and the longitudinal wave velocity V of the standard rock specimen in each test borehole in the complete state is 2顶 、V 2底 、V 2左帮 、V 2右帮 and the longitudinal wave velocity V after compression failure 3顶 、V 3底 、V 3左帮 、V 3右帮 Keep records;

[0056] The rock mass longitudinal wave velocity at the loose position of the surrounding rock of each test borehole is obtained according to the co-location discrimination method.

[0057] V4 = V1 × V2 / V3;

[0058] Where V1 represents the original rock mass longitudinal wave velocity V of the top plate, bottom plate and two sides. 1顶 、V 1底 、V 1左帮 、V 1右帮 ; V2 represents the longitudinal wave velocity V of the standard rock specimens of the test holes in the top plate, bottom plate and two sides in the intact state 2顶 、V 2底 、V 2左帮 、V 2右帮 ; V3 represents the longitudinal wave velocity V of the standard rock specimens of the test holes in the top plate, bottom plate and two sides after compression failure 3顶 、V 3底 、V 3左帮 、V3右帮 ;

[0059] Therefore, the longitudinal wave velocities of the rock mass at the loose positions of the tunnel roof, floor and both sides of the surrounding rock are

[0060] V 4顶 =V 1顶 ×V 2顶 / V 3顶 ;

[0061] V 4底 =V 1底 ×V 2底 / V 3底 ;

[0062] V 4左帮 =V 1左帮 ×V 2左帮 / V 3左帮 ;

[0063] V 4右帮 =V 1右帮 ×V 2右帮 / V 3右帮 ;

[0064] Among them, V 4顶 Indicates the longitudinal wave velocity of the rock mass at the loose position of the roof surrounding rock, V 4底 Indicates the longitudinal wave velocity of the rock mass at the loose position of the basement surrounding rock, V 4左帮 Indicates the longitudinal wave velocity of the rock mass at the loose position of the left side surrounding rock, V 4右帮 Indicates the longitudinal wave velocity of the rock mass at the loose position of the right side surrounding rock.

[0065] According to the wave velocity-double collection time-test depth curve of V4, the depth corresponding to the wave velocity is used to determine the loose position of the deep rock mass in each borehole and is recorded as P 顶 , P 底 , P 左帮 , P right gang.

[0066] S4. Use the borehole optical electron microscope method based on DeeplabV3+ language segmentation algorithm to identify the cracks and lithology data on the surface of the hole wall, and analyze the surface cracks that actually affect the loose zone of the surrounding rock by combining the lithology data, such as Figure 4 , Figure 5 , Figure 6 As shown;

[0067] A mining borehole imager was used to spy on the test borehole. The collected spy data was imported into the DeeplabV3+ language segmentation algorithm to automatically identify, process and count the rock surface cracks and lithological structural surfaces in the spy video and image. The surface cracks that actually affect the loosening zone of the surrounding rock were analyzed in combination with the lithological data. The depth of the surface cracks of each test borehole was recorded as S. 顶 , S底 , S 左帮 , S 右帮 .

[0068] S5. Combined with the location of the loose zone in the deep rock mass, the cracks on the hole wall surface and the lithology, the real range of the loose zone of the tunnel surrounding rock is given, such as Figure 7 , Figure 8 , Fig. 9 shown.

[0069] Combined with the position of the deep loosening zone of the rock mass and the cracks and lithology on the surface of the hole wall, a weighted assessment is made on the cracks on the surface of the hole wall and the range of the deep loosening zone of the surrounding rock. The corresponding range of the loosening zone of the tunnel is drawn according to the rectangular tunnel surrounding rock damage range development model diagram, and the tunnel surrounding rock type and geomechanical evaluation are given to provide a recommended plan for underground tunnel support.

[0070] The cracks on the borehole surface may be the manifestation of deep cracks in the rock mass on the borehole surface, or they may be the result of human damage during the drilling process. At this time, the development of cracks on the borehole wall surface may also change the mechanical properties of the rock, thereby affecting the development and distribution of deep cracks. Therefore, considering the impact of borehole surface cracks and deep cracks on the loose zone of the surrounding rock, the analysis of the cracks on the borehole wall surface is carried out.

[0071] The cracks on the hole wall surface and the deep loose zone of the surrounding rock are weightedly evaluated, and the depth F of the loose zone of the surrounding rock is:

[0072] F=W S ×S+W P ×P;

[0073] Among them, F includes F 顶 、F 底 、F 左帮 、F 右帮 , S is the depth of the surface crack, including S 顶 , S 底 , S 左帮 , S 右帮 , P The loose position deep in the borehole rock mass, including P 顶 , P 底 , P 左帮 , P 右帮 , the weights corresponding to S and P are W S and W P , W S +W D = 1, and W is obtained by RQD of surface cracks S RQD is a rock mass quality index, which indicates the percentage of complete core length greater than 10 cm (or 100 mm) in the total length of the drilled core in a single drilling process. The RQD of each hole obtained in S1 is calculated separately. S .

[0074] According to the rectangular tunnel surrounding rock damage range development model diagram, the corresponding tunnel loosening zone range is drawn, including

[0075] Mark the loose rock depth F of each test borehole around the rectangular tunnel. 顶 、F 底 、F 左帮 、F 右帮 The corresponding points are connected into lines according to the shape of the rectangular roadway surrounding rock damage range development model diagram, and finally become a closed curve diagram around the rectangular roadway, and finally the corresponding roadway loosening circle range is drawn, such as Fig. 9 As shown in the figure, the surrounding rock loosening depth F of the top limestone test borehole 顶 The surrounding rock loosening depth F of the bottom aluminum mudstone test borehole is 2.3m. 底 The loose rock depth F of the test borehole of No. 15 coal in the left bank is 2.5m. 左帮 The loose depth of surrounding rock of the No. 15 coal test borehole in the right bank is F 右帮 is 1.8m.

[0076] Therefore, the present invention adopts the above-mentioned isotope-corrected tunnel loose zone test method based on DeeplabV3+ language segmentation algorithm, which can eliminate surface cracks that have no effect or little effect on the loose zone of the surrounding rock, and can combine the surface cracks of the hole wall and the deep cracks in the rock formation to restore the real loose zone range, which has certain guiding significance for the support and optimization of the tunnel.

[0077] Finally, it should be noted that the above embodiments are only used to illustrate the technical solution of the present invention rather than to limit it. Although the present invention has been described in detail with reference to the preferred embodiments, those skilled in the art should understand that they can still modify or replace the technical solution of the present invention with equivalents, and these modifications or equivalent replacements cannot cause the modified technical solution to deviate from the spirit and scope of the technical solution of the present invention.

Claims

1. A method for testing the loose circle of a co-located corrected lane based on the DeeplabV3+ language segmentation algorithm, characterized in that: The following steps are involved: S1. Drill holes underground to form a tunnel, obtain rock cores, drill test holes on the top plate, bottom plate and both sides of the tunnel, and use the single-hole ultrasonic velocity measurement method to obtain the wave velocity-double collection time-test depth curve of the loose zone test hole; S2. Analyze the wave velocity-double collection time-test depth curve to obtain the original rock mass longitudinal wave velocity of each test borehole; S3. Using the obtained core, the position of the deep loose zone of the rock mass is obtained by combining the wave velocity-double collection time-test depth curve through the co-location discrimination method; S4. Use the borehole optical electron microscopy method based on DeeplabV3+ language segmentation algorithm to identify the cracks and lithology data on the hole wall surface, and analyze the surface cracks that actually affect the surrounding rock loosening zone in combination with the lithology data; S5. Combined with the location of the loose zone deep in the rock mass, the cracks and lithology on the surface of the test borehole wall, the actual range of the loose zone of the tunnel surrounding rock is given.

2. According to claim 1, a method for testing the loose circle of a co-located correction lane based on the DeeplabV3+ language segmentation algorithm is characterized in that: In S1, the top plate hole depth is greater than 4 times the tunnel height, the bottom plate hole depth is greater than 2 times the tunnel height, and the hole depths on both sides are greater than or equal to 5m.

3. The method for testing the loose circle of a co-located corrected laneway based on the DeeplabV3+ language segmentation algorithm according to claim 1 is characterized in that: In S2, the wave velocity-double collection time-test depth curves of each test borehole are collected and sorted. The original rock mass longitudinal wave velocity of the roof test borehole: The longitudinal wave velocity corresponding to the position where the roof test borehole depth is 4 times the tunnel width is defined as the original rock mass longitudinal wave velocity V of the roof borehole 1顶 ; The original rock mass longitudinal wave velocity of the bottom plate and the two sides of the test borehole: The test borehole depth of the bottom plate and the two sides is taken as the wave velocity-double collection time-test depth curve. The longitudinal wave velocity of the last section of the wave velocity change tends to be stable is the original rock mass longitudinal wave velocity V of the bottom plate and the two sides. 1底 、V 1左帮 、V 1右帮 .

4. According to claim 3, a method for testing the loose circle of a co-located correction lane based on the DeeplabV3+ language segmentation algorithm is characterized in that: In S3, in the core obtained in step S1, the top plate, bottom plate and two sides of the tunnel are selected to obtain the original rock mass longitudinal wave velocity V in step S2. 1顶 、V 1底 、V 1左帮 、V 1右帮 The complete rock core at the corresponding depth is prepared into a standard rock specimen, and the longitudinal wave velocity V of the standard rock specimen in each test borehole in the complete state is 2顶 、V 2底 、V 2左帮 、V 2右帮 and the longitudinal wave velocity V after compression failure 3顶 、V 3底 、V 3左帮 、V 3右帮 Keep records; The rock mass longitudinal wave velocity at the loose position of the surrounding rock of each test borehole is obtained according to the co-location discrimination method. V4 = V1 × V2 / V3; Where V1 represents the original rock mass longitudinal wave velocity V of the top plate, bottom plate and two sides. 1顶 、V 1底 、V 1左帮 、V 1右帮 ; V2 represents the longitudinal wave velocity V of the standard rock specimens of the test holes in the top plate, bottom plate and two sides in the intact state 2顶 、V 2底 、V 2左帮 、V 2右帮 ; V3 represents the longitudinal wave velocity V of the standard rock specimens of the test holes in the top plate, bottom plate and two sides after compression failure 3顶 、V 3底 、V 3左帮 、V 3右帮 ; According to the wave velocity-double collection time-test depth curve of V4, the depth corresponding to the wave velocity is used to determine the loose position of the deep rock mass in each borehole and is recorded as P 顶 , P 底 , P 左帮 , P right gang.

5. The method for testing the loose circle of a co-located corrected laneway based on the DeeplabV3+ language segmentation algorithm according to claim 1 is characterized in that: In S4, a mining borehole imager is used to spy on the test borehole, and the spy data is imported into the DeeplabV3+ language segmentation algorithm to automatically identify, process and count the surface cracks and lithological structural surfaces of the spy videos and images. The surface cracks that actually affect the loosening zone of the surrounding rock are analyzed in combination with the lithological data, and the depth of the surface cracks of each test borehole is recorded as S. 顶 , S 底 , S 左帮 , S 右帮 .

6. The method for testing the loose circle of a co-located corrected laneway based on the DeeplabV3+ language segmentation algorithm according to claim 1 is characterized in that: In S5, the position of the deep loosening zone of the rock mass is combined with the cracks and lithology on the surface of the hole wall, and a weighted assessment is made on the cracks on the surface of the hole wall and the range of the deep loosening zone of the surrounding rock. The corresponding range of the loosening zone of the tunnel is drawn according to the rectangular tunnel surrounding rock damage range development model diagram, and the tunnel surrounding rock type and geomechanical evaluation are given to provide a recommended plan for underground tunnel support.

7. The method for testing the loose circle of a co-located corrected laneway based on the DeeplabV3+ language segmentation algorithm according to claim 6 is characterized in that: The cracks on the hole wall surface and the deep loose zone of the surrounding rock are weightedly evaluated, and the calculation formula for the depth F of the loose zone of the surrounding rock is: F=W S ×S+W P ×P; Among them, F includes F 顶 、F 底 、F 左帮 、F 右帮 , S is the depth of the surface cracks, P is the loose position deep in the borehole rock mass, including P 顶 , P 底 , P 左帮 , P 右帮 , the weights corresponding to S and P are W S and W P , W V =1-W S .

8. The method for testing the loose circle of a co-located corrected laneway based on the DeeplabV3+ language segmentation algorithm according to claim 6 is characterized in that: According to the rectangular tunnel surrounding rock damage range development model diagram, the corresponding tunnel loosening zone range is drawn, including Mark the loose rock depth F of each test borehole around the rectangular tunnel. 顶 、F 底 、F 左帮 、F 右帮 The corresponding points are connected into lines according to the shape of the rectangular roadway surrounding rock damage range development model diagram, which eventually becomes a closed curve diagram around the rectangular roadway, and finally the corresponding roadway loosening circle range is drawn.

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