A method for monitoring and supporting the non-uniform crushing deformation of the surrounding rock of deep soft rock roadways

Abstract

The present invention discloses a method for monitoring and supporting the non-uniform crushing deformation of the surrounding rock of deep soft rock roadways, which relates to the technical field of roadway surrounding rock support. The present invention includes the following steps: using surveying tools to measure the measurement data of the roadway, where the measurement data includes the roadway height h1, the roadway length l1, the roadway deflection angle a1, the roadway width w1, the depth h2 below the roadway surface, the maximum length l2 and the maximum height h3 of the non-uniformly crushed surrounding rock; using a mobile terminal to input the measurement data into a calculation unit, the calculation unit executes a spatial simulation program to generate a spatial model, and then the calculation unit executes a sampling analysis program according to the measurement data to calculate the sampling point position p1, obtaining a surrounding rock sample from the sampling point position p1. By analyzing the mechanical property parameters of the surrounding rock sample, the present invention installs bolts at the support points to perform primary support, and opens side relief boreholes and floor relief grooves, which can improve the displacement distance of the straight wall surface of the roadway and the stress environment in the deep part of the roadway.

Description

Technical Field

[0001] The present invention relates to the technical field of roadway surrounding rock support, and specifically to a method for monitoring and supporting non-uniform fragmentation and deformation of the surrounding rock of deep soft rock roadways. Background Technique

[0002] At present, in the deep areas of coal mining, deep rocks are in a complex mechanical environment of high ground stress, high ground temperature, high osmotic pressure and strong mining disturbance. The loosening and fragmentation of the surrounding rock of deep straight-wall semi-circular arch soft rock roadways have non-uniform characteristics. There are key instability parts in the instability and deformation of the roadway surrounding rock, the rock creep phenomenon is obvious, and the deformation and damage such as the inward movement of the two sides of the roadway surrounding rock, the sinking of the roof, and the heaving of the floor are serious. It is necessary to arrange prestressed anchor bolts evenly for roadway support, which significantly increases the support cost and affects the economic benefits and production efficiency of coal mining.

[0003] Therefore, based on the non-uniform characteristics of the loosening and fragmentation of the surrounding rock of deep straight-wall semi-circular arch soft rock roadways, the method of strengthening the support for the key instability parts of the surrounding rock is a technical problem that needs to be solved by those skilled in the art. Summary of the Invention

[0004] In view of the deficiencies of the prior art, the present invention provides a method for monitoring and supporting non-uniform fragmentation and deformation of the surrounding rock of deep soft rock roadways, and solves the problems raised in the above background technique.

[0005] To achieve the above objectives, the present invention is realized through the following technical solutions: A method for monitoring and supporting non-uniform fragmentation and deformation of the surrounding rock of deep soft rock roadways, including the following steps:

[0006] Step 1: Roadway surveying and mapping. Construction workers use surveying tools to measure the survey data of the roadway. The survey data includes the roadway height h1, the roadway length l1, the roadway deflection angle a1, the roadway width w1, the depth h2 below the roadway surface, the maximum length l2 of the non-uniformly fragmented surrounding rock, and the maximum height h3 of the non-uniformly fragmented surrounding rock. The range of the survey data of the soft rock roadway applicable to the subsequent steps 2 to 7 is as follows: the depth h2 below the roadway surface ≥ 800 meters, the roadway width 4 meters ≤ w1 < 4.5 meters, and the roadway height 3.5 meters ≤ h1 < 4 meters;

[0007] The surveying tools include a laser guiding instrument, a theodolite, and a laser rangefinder. Construction workers use the straight sighting method to measure the interior of the roadway. The straight sighting method is a general measurement method for existing tunnel surveys. The measurement accuracy meets the requirements of the survey data in step 1 and will not be elaborated here. The surveying tools are existing engineering surveying tools on the market and only need to meet the measurement requirements of step 1, and the specific models are not limited;

[0008] Step 2: Establish a spatial model. The construction workers use a mobile terminal to input the measurement data into the calculation unit. The calculation unit executes a spatial simulation program to generate a spatial model. Then, the calculation unit executes a sampling analysis program based on the measurement data to calculate the position p1 of the sampling point. A wireless communication is established between the port of the mobile terminal and the port of the calculation unit.

[0009] Step 3: Take a surrounding rock sample at the sampling point. The construction workers use a drill to obtain a surrounding rock sample from the position p1 of the sampling point. The diameter of the surrounding rock sample is 50 mm and the height is 100 mm. By analyzing the surrounding rock sample, a surrounding rock sample with applicable mechanical property parameters can be found, and the area that needs to be supported and reinforced inside the roadway can be determined.

[0010] Step 3: Obtain sample parameters. Laboratory personnel use a TAW-2000 microcomputer-controlled electro-hydraulic servo rock triaxial testing machine to measure the mechanical property parameters of the surrounding rock sample, and obtain the mechanical property parameters of the surrounding rock sample. The construction workers use a mobile terminal to input the mechanical property parameters of the surrounding rock sample into the calculation unit. The calculation unit executes a support simulation program to obtain the position p2 of the support point, the number n1 of support points, and the depth d1 of the support point. The calculation unit transmits the position p2, the number n1, and the depth d1 to the mobile terminal for the construction workers to view. The mechanical property parameters include the cohesion c, the internal friction angle φ, the elastic modulus E, and the Poisson's ratio λ. The applicable range of the mechanical property parameters of the surrounding rock sample for the subsequent steps 4 to 7 is as follows: cohesion c = 1.0 - 1.5 MPa, internal friction angle φ = 22 - 28°, elastic modulus E = 1.3 - 1.5 GPa, Poisson's ratio λ = 0.32 - 0.35.

[0011] Step 4: Primary support. The construction workers use bolts to perform primary support on the roof and sides of the roadway according to the position p2, the number n1, and the depth d1 of the support points. The construction workers install a dynamometer on the surface of the bolt, and the dynamometer facilitates obtaining stress data. The length of the bolt used for primary support is 2.8 m, and the distance between bolts is 800 mm. The primary support is carried out using the equivalent buried depth method. By analyzing the mechanical property parameters of the surrounding rock sample, bolts are installed at the support points to perform primary support, improving the safety of the unstable parts of the roadway surrounding rock.

[0012] Step 5: Stress monitoring. The construction workers input the stress data on the dynamometer into the calculation unit through the mobile terminal. The calculation unit establishes a stress distribution diagram. The abscissa of the stress distribution diagram is the depth d1 of the support point, and the ordinate of the stress distribution diagram is the stress data. The calculation unit inputs the stress data into the stress distribution diagram, and then the calculation unit stacks the stress distribution diagram with the spatial model to obtain a stress model.

[0013] Step 6: Strengthen the support. The calculation unit executes the support strengthening program according to the stress model to obtain the support data, and the calculation unit transmits the support data to the mobile terminal for the construction personnel to view. The support data includes the depth x1 of the pressure relief borehole, the width w2 of the pressure relief groove, and the depth x2 of the pressure relief groove. The construction personnel open the side pressure relief borehole and the floor pressure relief groove according to the support data. Before and after opening the side pressure relief borehole, the construction personnel use surveying tools to measure the displacement distance of the straight wall surface on the side of the roadway, and at the same time measure the distance between the displacement point and the arch baseline of the roadway. The arch baseline of the roadway refers to the dividing line between the arched part and the straight wall part of the roadway. The construction personnel use the mobile terminal to transmit the displacement distance of the straight wall surface and the distance between the displacement point and the arch baseline of the roadway to the calculation unit, and the calculation unit draws a displacement curve graph, as Figure 3 shown. The dynamometer obtains the stress data at different depths of the bolt. The construction personnel input the stress data on the dynamometer into the calculation unit through the mobile terminal, and the calculation unit draws a maximum principal stress curve graph, as Figure 4 shown. It can be intuitively seen from Figure 3 and Figure 4 that the pressure relief borehole is the pressure relief hole in the figure. Opening the side pressure relief borehole can effectively improve the displacement distance of the straight wall surface and the maximum principal stress of the roadway. By collecting stress data to generate a stress model, opening the side pressure relief borehole and the floor pressure relief groove can improve the displacement distance of the straight wall surface of the roadway and the stress environment in the deep part of the roadway. The roadway area with a depth h2≥800 meters below the ground surface of the roadway is the deep part of the roadway;

[0014] Step 7: Grout the bolt. The construction personnel inject concrete into the bolt to reinforce the bolt again, and wait for the concrete to solidify to complete the support process.

[0015] Furthermore, the space simulation program specifically includes the following steps:

[0016] Step 21: When the depth h2 below the ground surface of the roadway is greater than or equal to 800 meters, the calculation unit starts to count the length l1 of the roadway and marks the counted roadway length l1 as the surveying length l3;

[0017] Step 22: The calculation unit cuts the surveying length l3 according to the magnitude of the roadway deflection angle a1. When the roadway deflection angle a1 < 1°, the calculation unit takes the absolute value of the difference between the roadway height h1 and the roadway width w1 to obtain the cutting distance d2, and the calculation unit cuts the surveying length l3 with the cutting distance d2 as the standard. When the roadway deflection angle 1° ≤ a1 ≤ 5°, the calculation unit uses as the standard to cut the surveying length l3. When the roadway deflection angle a1 > 5°, the calculation unit uses as the standard to cut the surveying length l3;

[0018] Step 23: Establish roadway cross-sections at each cutting point of the measured length l3 of the calculation unit. The width of the roadway cross-section is equal to the roadway width w1, and the height of the roadway cross-section is equal to the roadway height h1. The calculation unit arranges all the roadway cross-sections in the cutting order of the measured length l3 to obtain a simulation space;

[0019] Step 24: The calculation unit multiplies the maximum length l2 of the non-uniformly broken surrounding rock by the maximum height h3 of the non-uniformly broken surrounding rock to obtain a non-uniformly broken surrounding rock area. The calculation unit inserts the non-uniformly broken surrounding rock area into the simulation space. The non-uniformly broken surrounding rock area is perpendicular and tangent to the edge of each roadway cross-section, and the non-uniformly broken surrounding rock area fits with the edge of the simulation space to obtain a space model;

[0020] The sampling analysis program specifically includes the following steps:

[0021] Step 25: The calculation unit connects the midpoints of the measured length l3, the midpoint of the maximum length l2 of the non-uniformly broken surrounding rock, and the midpoint of the maximum height h3 of the non-uniformly broken surrounding rock in pairs to obtain a triangular area. The calculation unit marks the triangular area as the sampling area b1 and jumps to step 26;

[0022] If the midpoint of the measured length l3, the midpoint of the maximum length l2, and the midpoint of the maximum height h3 are all on a straight line, the calculation unit deletes the point in the middle of the line. The calculation unit connects the remaining two points as the sampling area b2. The sampling area is the line segment connected by the two points and jumps to step 27;

[0023] If the midpoint of the measured length l3, the midpoint of the maximum length l2, and the midpoint of the maximum height h3 are all at one point, the calculation unit takes this point as the sampling area b3. The sampling area b3 is the intersection point where the three points coincide. The calculation unit marks the sampling area b3 as the sampling point position p1, and the program terminates;

[0024] Step 26: The calculation unit establishes an inscribed circle in the sampling area b1. The calculation unit generates a vertical line that coincides with the center of the inscribed circle. The calculation unit marks the two points where the vertical line intersects the inscribed circle as the sampling point position p1, and the program terminates;

[0025] Step 27: The calculation unit counts the number f of cutting points of the measured length l3 in the sampling area b2. The calculation unit will of the cutting points are marked as the sampling point position p1, and the program terminates.

[0026] Furthermore, the support simulation program specifically includes the following steps:

[0027] Step 31: The calculation unit presets intermediate parameters g1 and g2. The calculation unit passes the formula The specific numerical values of the intermediate parameters g1 and g2 are calculated;

[0028] Step 32: Calculate the preset correction coefficient β of the calculation unit. The calculation unit calculates the specific value of the correction coefficient β according to the formula β = 1 + 0.5×λ.

[0029] Step 33: The calculation unit calculates the depth d1 of the support point according to the formula d1 = g1 + g2 + β×(g1×g2).

[0030] Step 34: The calculation unit takes the absolute value of the difference obtained by subtracting the maximum height h3 from the maximum length l2 of the non-uniformly broken surrounding rock, and divides the difference j by the depth d1 of the support point to obtain the number n1 of support points.

[0031] Step 35: The calculation unit sets the position p2 of the support point along the two ends of the roadway length l1 with the sampling point position p1 as the base point. The number of positions p2 at both ends of the base point is equal. When the number n1 of support points is even, the base point is not used as the position p2 of the support point. When the number n1 of support points is odd, the base point is used as the position p2 of the support point, and the distance between each position p2 of the support point is equal.

[0032] Furthermore, the equivalent burial depth method specifically includes the following steps:

[0033] Step 41: The calculation unit presets the cumulative coefficient k. The calculation unit sets k equally spaced burial depth points according to Install bolts inside the burial depth points, and each burial depth point is not repeated after being set. According to Set the kth burial depth distance, and the initial value of the cumulative coefficient k is 1 and the value is incremented by 1 each time;

[0034] When k = 1, the first burial depth point is the th position p2, the th position p2, the th position p2 and the n1th position p2 respectively. The first burial depth distance is

[0035] When k = 2, the second burial depth point is the th position p2, the th position p2, the th position p2 and the th position p2 respectively, where is the same as , and the th position p2 has been set and will not be repeated. Similarly and will not be repeated. The second burial depth distance is

[0036] Step 42: The cumulative coefficient k is continuously accumulated. And so on, set the embedment points and embedment distances according to Step 41 until all the positions p2 of the support points are set as embedment points and then stop. In Step 41, if the embedment distance of the bolt reaches the depth d1 of the support point, stop increasing the embedment distance. After all the embedment points are installed with bolts, starting from the outermost edge of all the positions p2 of the support points and moving inward in turn, increase the embedment distances of all the bolts to the depth d1 of the support point. Implementing the equivalent embedment method can balance the stress distribution on the surrounding rock surface during bolt installation and reduce the influence of bolt support on the stress environment.

[0037] Further, the support strengthening procedure specifically includes the following steps:

[0038] Step 61: The calculation unit obtains the maximum stress Fmax and the minimum stress Fmin in the stress model, and marks the stress data greater than or equal to as the high stress area;

[0039] Step 62: The calculation unit sets pressure relief boreholes in the high stress area of the rib of the stress model. The spacing between the pressure relief boreholes is 800 mm. The rib is the surface of the straight wall on the side of the roadway. The calculation unit sets pressure relief grooves in the high stress area of the floor of the stress model. After the pressure relief boreholes and the pressure relief grooves are set, the calculation unit counts the number n2 of the pressure relief boreholes and the number n3 of the pressure relief grooves;

[0040] Step 63: The calculation unit calculates the depth x1 of the pressure relief borehole according to the formula The appropriate depth x1 of the pressure relief borehole can effectively improve the displacement distance of the straight wall surface and the maximum principal stress of the roadway;

[0041] Step 64: The calculation unit calculates the width w2 and the depth x2 of the pressure relief groove according to the formula The appropriate width w2 and depth x2 of the pressure relief groove can relieve the stress on the roadway floor. Excavating a groove in the middle of the roadway floor is more conducive to floor stress relief. However, considering the influence on the use of the roadway, excavating pressure relief grooves on both sides of the roadway is more conducive to the normal use of the roadway. The rib pressure relief boreholes and the floor pressure relief grooves should be implemented 3 days after the roadway excavation.

[0042] The present invention has the following beneficial effects:

[0043] 1. By analyzing the mechanical property parameters of the surrounding rock samples and installing bolts at the support points to perform primary support, the safety of the unstable parts of the roadway surrounding rock is improved.

[0044] 2. By collecting stress data to generate a stress model and opening rib pressure relief boreholes and floor pressure relief grooves, the displacement distance of the straight wall surface of the roadway and the stress environment in the deep part of the roadway can be improved.

[0045] Of course, it is not necessary for any product implementing the present invention to achieve all of the above-mentioned advantages simultaneously. BRIEF DESCRIPTION OF THE DRAWINGS

[0046] In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings required for describing the embodiments will be briefly introduced below. Obviously, the drawings in the following description are only some embodiments of the present invention, and those of ordinary skill in the art can obtain other drawings based on these drawings without creative efforts.

[0047] Figure 1 It is a flowchart of a method for monitoring and supporting non-uniformly broken deformation of surrounding rock in deep soft rock roadways according to the present invention;

[0048] Figure 2 It is a system block diagram of a calculation unit and a mobile terminal according to the present invention;

[0049] Figure 3 It is a displacement curve diagram according to the present invention;

[0050] Figure 4 It is a maximum principal stress curve diagram according to the present invention. DETAILED DESCRIPTION OF THE EMBODIMENTS

[0051] The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention. Obviously, the described embodiments are only a part of the embodiments of the present invention, rather than all of the embodiments. All other embodiments obtained by those of ordinary skill in the art based on the embodiments of the present invention without creative efforts belong to the scope of protection of the present invention.

[0052] Please refer to Figures 1-4 , the present invention provides a technical solution: a method for monitoring and supporting non-uniformly broken deformation of surrounding rock in deep soft rock roadways, as Figure 1 shown, including the following steps:

[0053] Step 1: Roadway surveying and mapping. Construction workers use surveying tools to measure the survey data of the roadway. The survey data includes the roadway height h1, roadway length l1, roadway deflection angle a1, roadway width w1, depth h2 below the roadway surface, maximum length l2 of non-uniformly broken surrounding rock, and maximum height h3 of non-uniformly broken surrounding rock. The range of survey data of soft rock roadways applicable to subsequent steps 2 to 7 is as follows: the depth h2 below the roadway surface ≥ 800 meters, the roadway width 4 meters ≤ w1 < 4.5 meters, and the roadway height 3.5 meters ≤ h1 < 4 meters;

[0054] The surveying and mapping tools include a laser guide, a theodolite, and a laser rangefinder. The construction workers use the alignment method to measure the interior of the roadway. The alignment method is a general measurement method for existing tunnel surveys, and the measurement accuracy meets the measurement data requirements in Step 1, which will not be elaborated here. The surveying and mapping tools are existing engineering survey tools on the market, and only need to meet the measurement requirements in Step 1, and the specific models are not limited;

[0055] Step 2: Establish a spatial model. The construction workers use a mobile terminal to input the measurement data into the calculation unit. The calculation unit executes a spatial simulation program to generate a spatial model. Then, the calculation unit executes a sampling analysis program according to the measurement data to calculate the position p1 of the sampling point. As Figure 2 shown, a wireless communication is established between the port of the mobile terminal and the port of the calculation unit;

[0056] Step 3: Take a surrounding rock sample at the sampling point. The construction workers use a drill to obtain a surrounding rock sample from the position p1 of the sampling point. The diameter of the surrounding rock sample is 50 mm, and the height is 100 mm;

[0057] Step 3: Obtain sample parameters. Laboratory personnel use a TAW-2000 microcomputer-controlled electro-hydraulic servo rock triaxial testing machine to measure the rock mechanical properties parameters of the surrounding rock sample, and obtain the mechanical properties parameters of the surrounding rock sample. The construction workers use a mobile terminal to input the mechanical properties parameters of the surrounding rock sample into the calculation unit. The calculation unit executes a support simulation program to obtain the position p2 of the support point, the number n1 of support points, and the depth d1 of the support point. The calculation unit transmits the position p2, the number n1, and the depth d1 to the mobile terminal for the construction workers to view. The mechanical properties parameters include the strength cohesion c, the internal friction angle φ, the elastic modulus E, and the Poisson's ratio λ. The applicable range of the mechanical properties parameters of the surrounding rock sample for the subsequent Steps 4 to 7 is as follows: the cohesion c = 1.0 - 1.5 MPa, the internal friction angle φ = 22 - 28°, the elastic modulus E = 1.3 - 1.5 GPa, and the Poisson's ratio λ = 0.32 - 0.35, as shown in Table 1:

[0058] Table 1 Measurement results of the mechanical properties parameters of the surrounding rock sample

[0059]

[0060] Step 4: Primary support. The construction workers use bolts to perform primary support on the roadway roof and sides according to the position p2, the number n1, and the depth d1 of the support points. The construction workers install a dynamometer on the surface of the bolts. The length of the bolts used for primary support is 2.8 m, and the distance between the bolts is 800 mm. The primary support is carried out using the equivalent buried depth method;

[0061] Step 5: Stress monitoring. The construction workers input the stress data on the dynamometer into the calculation unit through the mobile terminal. The calculation unit establishes a stress distribution diagram. The abscissa of the stress distribution diagram is the depth d1 of the support point, and the ordinate of the stress distribution diagram is the stress data. The calculation unit inputs the stress data into the stress distribution diagram, and then stacks the stress distribution diagram with the spatial model to obtain a stress model;

[0062] Step 6: Strengthen the support. The calculation unit executes the support strengthening program according to the stress model to obtain support data, including the depth x1 of the pressure relief borehole, the width w2 of the pressure relief groove, and the depth x2 of the pressure relief groove. The construction workers open the side pressure relief borehole and the floor pressure relief groove according to the support data. Before and after opening the side pressure relief borehole, the construction workers use surveying tools to measure the displacement distance of the straight wall surface on the side of the roadway, and at the same time measure the distance between the displacement point and the arch baseline of the roadway. The arch baseline of the roadway refers to the dividing line between the arch part and the straight wall part of the roadway. The construction workers use the mobile terminal to transmit the displacement distance of the straight wall surface and the distance between the displacement point and the arch baseline of the roadway to the calculation unit. The calculation unit draws a displacement curve diagram. As Figure 3 shown, the dynamometer obtains the stress data at different depths of the bolt. The construction workers input the stress data on the dynamometer into the calculation unit through the mobile terminal. The calculation unit draws a maximum principal stress curve diagram. As Figure 4 shown, it can be intuitively seen from Figure 3 and Figure 4 that the pressure relief borehole is the pressure relief hole in the figure. Opening the side pressure relief borehole can effectively improve the displacement distance of the straight wall surface and the maximum principal stress of the roadway;

[0063] Step 7: Bolt grouting. The bolts on the roadway roof and sides are selected for strengthened support. The bolts are arranged in a square pattern with a spacing of 800 mm, and a YMS22-1860 cable bolt with a length of 4.0 - 4.5 m is added at the arch baseline part; Three bolts with lengths of 2.0 - 3.0 m, 3.0 m, and 2.0 - 3.0 m and a spacing of 0.7 m are arranged in the middle of the roadway floor, and the middle bolt with a length of 3.0 m is used to inject concrete, and the support process is completed after the concrete is cured.

[0064] Among them, the spatial simulation program specifically includes the following steps:

[0065] Step 21: When the depth h2 below the roadway surface is greater than or equal to 800 meters, the calculation unit starts to count the roadway length l1 and marks the counted roadway length l1 as the survey length l3;

[0066] Step 22: The calculation unit cuts the surveying length l3 according to the magnitude of the roadway deflection angle a1. When the roadway deflection angle a1 < 1°, the calculation unit takes the absolute value of the difference between the roadway height h1 and the roadway width w1 as the cutting distance d2, and the calculation unit cuts the surveying length l3 with the cutting distance d2 as the standard. When the roadway deflection angle 1° ≤ a1 ≤ 5°, the calculation unit cuts the surveying length l3 with as the standard. When the roadway deflection angle a1 > 5°, the calculation unit cuts the surveying length l3 with as the standard;

[0067] Step 23: The calculation unit establishes a roadway cross-section at each cutting point of the surveying length l3. The width of the roadway cross-section is equal to the roadway width w1, and the height of the roadway cross-section is equal to the roadway height h1. The calculation unit arranges all the roadway cross-sections in the cutting order of the surveying length l3 to obtain a simulation space;

[0068] Step 24: The calculation unit multiplies the maximum length l2 of the non-uniformly broken surrounding rock by the maximum height h3 of the non-uniformly broken surrounding rock to obtain the non-uniformly broken surrounding rock area. The calculation unit inserts the non-uniformly broken surrounding rock area into the simulation space. The non-uniformly broken surrounding rock area is perpendicular and tangent to the edge of each roadway cross-section, and the non-uniformly broken surrounding rock area fits with the edge of the simulation space to obtain a space model;

[0069] The sampling analysis program specifically includes the following steps:

[0070] Step 25: The calculation unit connects the midpoints of the surveying length l3, the midpoint of the maximum length l2 of the non-uniformly broken surrounding rock, and the midpoint of the maximum height h3 of the non-uniformly broken surrounding rock in pairs to obtain a triangular area. The calculation unit marks the triangular area as the sampling area b1 and jumps to Step 26;

[0071] If the midpoints of the surveying length l3, the midpoint of the maximum length l2, and the midpoint of the maximum height h3 are all on a straight line, the calculation unit deletes the point in the middle of the straight line, and the calculation unit connects the remaining two points as the sampling area b2. The sampling area is the line segment connected by the two points, and jumps to Step 27;

[0072] If the midpoints of the surveying length l3, the midpoint of the maximum length l2, and the midpoint of the maximum height h3 are all at one point, the calculation unit takes this point as the sampling area b3. The sampling area b3 is the intersection point where the three points coincide. The calculation unit marks the sampling area b3 as the sampling point position p1, and the program terminates;

[0073] Step 26: The calculation unit establishes an inscribed circle in the sampling area b1. The calculation unit generates a vertical line, and the vertical line coincides with the center of the inscribed circle. The calculation unit marks the two points where the vertical line intersects the inscribed circle as the sampling point positions p1, and the program terminates;

[0074] Step 27: The calculation unit calculates the number f of the cutting points of the mapping length l3 in the statistical sampling area b2, and the calculation unit marks the cutting points as the sampling point positions p1, and the program terminates. The cutting points are marked as the sampling point positions p1, and the program terminates.

[0075] Among them, the support simulation program specifically includes the following steps:

[0076] Step 31: The calculation unit presets intermediate parameters g1 and g2, and the calculation unit calculates the specific values of the intermediate parameters g1 and g2 through the formula The calculation unit calculates the specific values of the intermediate parameters g1 and g2 through the formula

[0077] Step 32: The calculation unit presets a correction coefficient β, and the calculation unit calculates the specific value of the correction coefficient β according to the formula β = 1 + 0.5×λ;

[0078] Step 33: The calculation unit calculates the depth d1 of the support point according to the formula d1 = g1 + g2 + β×(g1×g2);

[0079] Step 34: The calculation unit takes the absolute value of the difference between the maximum length l2 of the non-uniformly broken surrounding rock and the maximum height h3, and the calculation unit divides the difference j by the depth d1 of the support point to obtain the number n1 of the support points;

[0080] Step 35: The calculation unit takes the sampling point position p1 as the base point, and sets the positions p2 of the support points along the two ends of the roadway length l1 respectively. The number of positions p2 at both ends of the base point is equal. When the number n1 of the support points is even, the base point is not used as the position p2 of the support point. When the number n1 of the support points is odd, the base point is used as the position p2 of the support point, and the distance between each position p2 of the support points is equal.

[0081] Among them, the equivalent buried depth method specifically includes the following steps:

[0082] Step 41: The calculation unit presets an accumulation coefficient k, and the calculation unit sets k equally divided buried depth points according to Install bolts inside the buried depth points, and each buried depth point is not repeated after being set. Set the kth buried depth distance according to The initial value of the accumulation coefficient k is 1 and the value is incremented by 1 each time;

[0083] When k = 1, the first buried depth point is the th position p2, the th position p2, the th position p2 and the n1th position p2 respectively. The first buried depth distance is

[0084] When k = 2, the second buried depth point is the th position p2, the The position p2, the position p2 and the position p2, where is the same as The position p2 of the th one has been set and will not be repeated. Similarly, and will not be repeated. The second burial depth distance is

[0085] Step 42: The cumulative coefficient k is continuously accumulated. And so on, set the burial depth points and burial depth distances according to Step 41 until all the positions p2 of the support points are set as burial depth points and then stop. In Step 41, if the burial depth distance of the bolt reaches the depth d1 of the support point, stop increasing the burial depth distance. After all the burial depth points are installed with bolts, starting from the outermost edge of all the positions p2 of the support points and moving inwards, increase the burial depth distances of all the bolts to the depth d1 of the support point.

[0086] Among them, two pressure relief holes with a diameter of 100.0 mm, a length of 10.0 m - 15.0 m, and a row spacing of = 1.0 m are arranged at the arch baseline position of the roadway rib and at a position 1.0 m away from the arch baseline. Pressure relief grooves with a width of 1.0 m and a height of 0.75 m are excavated on both sides of the roadway.

[0087] As mentioned above, it is only the preferred specific implementation manner of the present invention, but the protection scope of the present invention is not limited thereto. Any person skilled in the art within the technical scope disclosed by the present invention, according to the technical solution and inventive concept of the present invention, makes equivalent replacements or changes, and all should be covered within the protection scope of the present invention.

Claims

1. A method for monitoring and supporting the non-uniform crushing and deformation of surrounding rock in deep soft rock tunnels, characterized by: The following steps are involved: Step 1: Use surveying tools to measure the measurement data of the roadway; Step 2: Use a mobile terminal to input the measurement data into the calculation unit, the calculation unit executes a space simulation program to generate a space model, and the calculation unit then executes a sampling analysis program based on the measurement data to calculate the sampling point position p1; Step 3: Obtain surrounding rock samples from sampling point position p1; Step 3: The mechanical properties parameters of the surrounding rock samples are measured to obtain the mechanical properties parameters of the surrounding rock samples. The mechanical properties parameters of the surrounding rock samples are input into the calculation unit using the mobile terminal. The calculation unit executes the support simulation program to obtain the position p2, number n1 and depth d1 of the support point. Step 4: Use anchor rods to provide initial support to the tunnel roof and sidewalls according to the position p2, number n1 and depth d1 of the support points. Install a dynamometer on the surface of the anchor rods. The initial support is performed using the equivalent burial depth method. Step 5: Input the stress data on the dynamometer into the calculation unit, the calculation unit establishes a stress distribution diagram, and inputs the stress data into the stress distribution diagram, and stacks the stress distribution diagram with the spatial model to obtain a stress model; Step 6: The calculation unit executes the support strengthening program according to the stress model to obtain support data, and opens the side pressure relief drilling holes and the bottom plate pressure relief grooves according to the support data; Step 7: Inject concrete into the anchor rod and wait for the concrete to solidify to complete the support process; The measurement data include tunnel height h1, tunnel length l1, tunnel deflection angle a1, tunnel width w1, tunnel subsurface depth h2, maximum length l2 and maximum height h3 of non-uniformly broken surrounding rock; the mechanical performance parameters include strength cohesion c, internal friction angle φ, elastic modulus E and Poisson's ratio λ; the support data include the depth x1 of the pressure relief borehole, the width w2 of the pressure relief groove and the depth x2 of the pressure relief groove; the horizontal coordinate of the stress distribution diagram is the depth d1, and the vertical coordinate of the stress distribution diagram is the stress data.

2. A method for monitoring and supporting non-uniform crushing and deformation of surrounding rock in deep soft rock tunnels according to claim 1, characterized in that: The spatial simulation procedure specifically includes the following steps: Step 21: When the tunnel subsurface depth h2 is greater than or equal to 800 meters, the calculation unit starts to count the tunnel length l1 and marks the counted tunnel length l1 as the surveying length l3; Step 22: The calculation unit cuts the surveying length l3 according to the size of the lane deflection angle a1. When the lane deflection angle a1<1°, the calculation unit takes the absolute value of the lane height h1 minus the lane width w1 to obtain the cutting distance d2. The calculation unit cuts the surveying length l3 based on the cutting distance d2. When the lane deflection angle 1°≤a1≤5°, the calculation unit cuts the surveying length l3 based on the cutting distance d2. The survey length l3 is cut as the standard. When the tunnel deflection angle a1>5°, the calculation unit is based on The survey length l3 is cut to the standard; Step 23: The calculation unit establishes a tunnel section at each cutting point of the surveying length l3, the width of the tunnel section is equal to the tunnel width w1, and the height of the tunnel section is equal to the tunnel height h1. The calculation unit arranges all the tunnel sections in the cutting order of the surveying length l3 to obtain a simulation space; Step 24: The calculation unit multiplies the maximum length l2 of the non-uniformly broken surrounding rock by the maximum height h3 to obtain the non-uniformly broken surrounding rock area. The calculation unit inserts the non-uniformly broken surrounding rock area into the simulation space. The non-uniformly broken surrounding rock area is perpendicular and tangent to the edge of each tunnel section. The non-uniformly broken surrounding rock area fits the edge of the simulation space to obtain a spatial model. The sampling and analysis procedure specifically includes the following steps: Step 25: The calculation unit connects the midpoint of the survey length l3, the midpoint of the maximum length l2 of the non-uniformly broken surrounding rock, and the midpoint of the maximum height h3 in pairs to obtain a triangular area, and the calculation unit marks the triangular area as the sampling area b1, and jumps to step 26; If the midpoint of the surveying length l3, the midpoint of the maximum length l2, and the midpoint of the maximum height h3 are all on a straight line, the calculation unit deletes the point located in the middle of the straight line, and the calculation unit connects the remaining two points as the sampling area b2, which is a line segment connecting the two points, and jumps to step 27; If the midpoint of the surveying length l3, the midpoint of the maximum length l2, and the midpoint of the maximum height h3 are all at one point, the computing unit takes the point as the sampling area b3, and the sampling area b3 is the intersection of the three points. The computing unit marks the sampling area b3 as the sampling point position p1, and the program terminates. Step 26: The computing unit establishes an inscribed circle in the sampling area b1, generates a vertical line, and the vertical line coincides with the center of the inscribed circle. The computing unit marks the two points where the vertical line and the inscribed circle intersect as sampling point positions p1, and the program terminates. Step 27: The calculation unit counts the number of cut points f in the sampling area b2. The cutting point is marked as sampling point position p1, and the program terminates.

3. A method for monitoring and supporting non-uniform crushing and deformation of surrounding rock in deep soft rock tunnels according to claim 2, characterized in that: The support simulation program specifically includes the following steps: Step 31: The calculation unit presets the intermediate parameters g1 and g2, and uses the formula Calculate the specific values ​​of the intermediate parameters g1 and g2; Step 32: Calculate the unit preset correction factor , according to the formula Calculate the correction factor ; Step 33: Calculate the cell according to the formula The depth d1 of the support point is calculated; Step 34: The calculation unit obtains the absolute value of the maximum length l2 of the non-uniformly broken surrounding rock minus the maximum height h3 to obtain the difference j, and divides the difference j by the depth d1 of the support point to obtain the number n1 of the support point; Step 35: The calculation unit takes the sampling point position p1 as the base point, and sets the support point position p2 along the two end directions of the tunnel length l1. The number of positions p2 at both ends of the base point is equal. When the number n1 of support points is an even number, the base point is not used as the support point position p2. When the number n1 of support points is an odd number, the base point is used as the support point position p2. The distance between the positions p2 of each support point is equal.

4. A method for monitoring and supporting non-uniform crushing and deformation of surrounding rock in deep soft rock tunnels according to claim 1, characterized in that: The equivalent burial depth method specifically includes the following steps: Step 41: The calculation unit presets the cumulative coefficient k, and the calculation unit calculates Set k equally divided burial depth points, install anchor rods inside the burial depth points, and do not repeat after each burial depth point is set. Set the kth burial depth distance, the initial value of the cumulative coefficient k is 1 and the value is accumulated by 1 each time; Step 42: Set the burial depth points and burial depth distances according to step 41, and stop after all support point positions p2 are set as burial depth points. If the burial depth distance of the anchor rod reaches the depth d1 in step 41, stop increasing the burial depth distance. After all burial depth points are installed with anchor rods, increase the burial depth distances of all anchor rods from the outermost edge of the position p2 of all support points inward to the depth d1.

5. A method for monitoring and supporting non-uniform crushing and deformation of surrounding rock in deep soft rock tunnels according to claim 1, characterized in that: The support strengthening procedure specifically includes the following steps: Step 61: The calculation unit obtains the maximum stress Fmax and the minimum stress Fmin in the stress model, which is greater than or equal to The stress data are marked as high stress areas; Step 62: the calculation unit sets pressure relief holes in the high stress area of ​​the side of the stress model, and the calculation unit sets pressure relief grooves in the high stress area of ​​the floor of the stress model. After the pressure relief holes and pressure relief grooves are set, the calculation unit counts the number n2 of the pressure relief holes and the number n3 of the pressure relief grooves; Step 63: Calculate the unit according to the formula The depth x1 of the pressure relief borehole is calculated; Step 64: Calculate the unit according to the formula The width w2 of the pressure relief groove and the depth x2 of the pressure relief groove are calculated.

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