Non-uniform crushing deformation monitoring and supporting method for surrounding rock of deep soft rock roadway

Abstract

The invention discloses a non-uniform crushing deformation monitoring and supporting method for surrounding rock of a deep soft rock roadway, and relates to the technical field of roadway surrounding rock supporting. The method comprises the following steps that measurement data of a roadway are measured through a surveying and mapping tool, the measurement data comprise the roadway height h1, the roadway length l1, the roadway deflection angle a1, the roadway width w1, the roadway underground depth h2, the maximum length l2 and the maximum height h3 of the non-uniform broken surrounding rock, and the measurement data are input into a calculation unit through a mobile terminal; the calculation unit executes a space simulation program to generate a space model, the calculation unit executes a sampling analysis program according to the measurement data to calculate a sampling point position p1, and a surrounding rock sample is obtained from the sampling point position p1. The side pressure relief drill holes and the bottom plate pressure relief grooves are formed, so that the displacement distance of the surface of the straight wall of the roadway and the stress environment of the deep part of the roadway can be improved.

Description

Technical Field

[0001] The invention relates to the technical field of tunnel surrounding rock support, and in particular to a method for monitoring and supporting the non-uniform crushing and deformation of surrounding rocks in a deep soft rock tunnel. Background Art

[0002] At present, in the deep areas of coal mining, the 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 crushing of the surrounding rock of deep straight wall semi-circular arch soft rock tunnels has non-uniform characteristics, and the instability and deformation of the tunnel surrounding rock have key instability locations. The rock creep phenomenon is obvious, and the deformation and damage of the tunnel surrounding rock are serious, such as the movement of the two sides, the sinking of the roof, and the bulging of the bottom plate. It is necessary to evenly distribute the prestressed anchor rods for the tunnel support, which significantly increases the support cost and affects the economic benefits and production efficiency of coal mining.

[0003] Therefore, based on the loose and uneven characteristics of surrounding rock in deep straight-wall semi-circular arch soft rock tunnels, the method of strengthening support for key areas of surrounding rock instability is a technical problem that technical personnel in this field need to solve. Summary of the invention

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

[0005] To achieve the above objectives, the present invention is implemented through the following technical solutions: A method for monitoring and supporting the non-uniform crushing and deformation of surrounding rock in deep soft rock tunnels, comprising the following steps:

[0006] Step 1: Tunnel surveying. Construction personnel use surveying tools to measure the tunnel data. The measurement data include tunnel height h1, tunnel length l1, tunnel deflection angle a1, tunnel width w1, tunnel subsurface depth h2, non-uniformly broken surrounding rock maximum length l2 and non-uniformly broken surrounding rock maximum height h3. The soft rock tunnel measurement data range applicable to subsequent steps 2 to 7 is as follows: tunnel subsurface depth h2 ≥ 800 meters, tunnel width 4 meters ≤ w1 < 4.5 meters, tunnel height 3.5 meters ≤ h1 < 4 meters;

[0007] The surveying tools include a laser guide, a theodolite and a laser rangefinder. The construction workers use the straightening method to measure the interior of the tunnel. The straightening method is a general measurement method for existing tunnel measurements. The measurement accuracy meets the measurement data requirements in step 1 and will not be repeated here. The surveying tools are existing engineering measurement tools on the market. They can meet the measurement requirements of step 1 without limiting the specific model.

[0008] Step 2: Establish a spatial model. The construction personnel use the mobile terminal to input the measurement data into the calculation unit. The calculation unit executes the spatial simulation program to generate the spatial model. The calculation unit then executes the sampling analysis program based on the measurement data to calculate the sampling point position p1. The port of the mobile terminal establishes wireless communication with the port of the calculation unit.

[0009] Step 3: Take surrounding rock samples at the sampling point. Construction workers use a drill to obtain surrounding rock samples from the sampling point position p1. The surrounding rock sample has a diameter of 50 mm and a height of 100 mm. By analyzing the surrounding rock samples and finding the surrounding rock samples with suitable mechanical property parameters, the area inside the tunnel that needs support and reinforcement can be determined.

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

[0011] Step 4: Initial support. Construction personnel use anchor rods to perform initial support on the top plate and side of the tunnel according to the position p2, number n1 and depth d1 of the support point. Construction personnel install dynamometers on the surface of the anchor rods, which facilitates the acquisition of stress data. The length of the anchor rods used for initial support is 2.8 meters, and the distance between the anchor rods is 800 mm. The initial support is performed using the equivalent burial depth method. By analyzing the mechanical properties parameters of the surrounding rock samples, anchor rods are installed at the support points to perform initial support, which improves the safety of the unstable parts of the tunnel surrounding rock.

[0012] Step 5: Stress monitoring. Construction personnel input the stress data on the dynamometer into the calculation unit through the mobile terminal. The calculation unit establishes a stress distribution diagram. The horizontal coordinate of the stress distribution diagram is the depth d1 of the support point, and the vertical coordinate 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 the stress model.

[0013] Step 6: Strengthen support. The calculation unit executes the support strengthening program according to the stress model to obtain support data. The calculation unit transmits the support data to the mobile terminal for construction personnel to view. The index 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 bottom plate pressure relief groove according to the support data. Before and after the side pressure relief borehole is opened, the construction personnel use the surveying and mapping tools to measure the displacement distance of the straight wall surface on the side of the tunnel, and at the same time measure the distance between the displacement point and the arch base line of the tunnel. The arch base line of the tunnel refers to the dividing line between the arch part and the straight wall part of the tunnel. 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 base line of the tunnel to the calculation unit, and the calculation unit draws a displacement curve diagram, such as Figure 3 As shown in FIG. 1 , the dynamometer obtains stress data of anchor rods at different depths. Construction personnel input the stress data on the dynamometer into the calculation unit through the mobile terminal, and the calculation unit draws the maximum principal stress curve, as shown in FIG. Figure 4 As shown by Figure 3 and Figure 4 It can be seen intuitively that the pressure relief borehole is the pressure relief hole in the figure. The opening of the pressure relief borehole in the side 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, the opening of the pressure relief borehole in the side and the bottom plate 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 surface is the deep part of the roadway;

[0014] Step 7: Anchor grouting: construction workers inject concrete into the anchor to reinforce it again, and complete the support process after the concrete solidifies.

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

[0016] 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;

[0017] 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;

[0018] 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;

[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 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.

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

[0021] 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 of the non-uniformly broken surrounding rock to obtain a triangular area, and the calculation unit marks the triangular area as the sampling area b1, and jumps to step 26;

[0022] 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;

[0023] 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.

[0024] 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.

[0025] Step 27: The calculation unit counts the number f of cutting points of the survey length l3 in the sampling area b2, and the calculation unit calculates The cutting point is marked as 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, and the calculation unit uses the formula Calculate the specific values ​​of the intermediate parameters g1 and g2;

[0028] Step 32: The calculation unit presets a correction coefficient β, and the calculation unit calculates a 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 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 the calculation unit divides the difference j by the depth d1 of the support point to obtain the number n1 of the support point;

[0031] 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.

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

[0033] 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;

[0034] When k=1, the first buried depth points are Position p2, Position p2, The first position p2 and the n1th position p2, the first burial depth distance is

[0035] When k=2, the second buried depth points are Position p2, Position p2, The first position p2 and the position p2, where and Same, The position p2 has been set and will not be repeated. and No more repetition, the second burial depth distance is

[0036] Step 42: The cumulative coefficient k is accumulated continuously and so on. The burial depth points and burial depth distances are set according to step 41 until the positions p2 of all support points are set as burial depth points and then stop. In step 41, if the burial depth distance of the anchor reaches the depth d1 of the support point, stop increasing the burial depth distance. After all burial depth points are installed with anchors, the burial depth distances of all anchors are increased from the outermost edge of the positions p2 of all support points inward to the depth d1 of the support point. The implementation of the equivalent burial depth method can balance the stress distribution on the surface of the surrounding rock when the anchors are installed, and reduce the impact of the anchor support on the stress environment.

[0037] Furthermore, 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, which is greater than or equal to The stress data are marked as high stress areas;

[0039] Step 62: the calculation unit sets pressure relief holes in the high stress area of ​​the side of the stress model, and the spacing between the pressure relief holes is 800 mm. The side is the straight wall surface of the side of the tunnel. 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 of pressure relief holes n2 and the number of pressure relief grooves n3;

[0040] Step 63: Calculate the unit according to the formula The depth x1 of the pressure relief borehole is calculated. 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 tunnel.

[0041] Step 64: Calculate the unit according to the formula The width w2 and the depth x2 of the pressure relief groove are calculated. The appropriate width w2 and depth x2 of the pressure relief groove can relieve stress on the tunnel floor. Digging a groove in the middle of the tunnel floor is more conducive to floor pressure relief. However, considering the impact on the use of the tunnel, excavating pressure relief grooves on both sides of the tunnel is more conducive to the normal use of the tunnel. The pressure relief drilling holes on the sides and the floor pressure relief grooves should be implemented 3 days after the tunnel excavation.

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

[0043] 1. By analyzing the mechanical properties of surrounding rock samples, anchor rods are installed at the support points to perform primary support, thereby improving the safety of unstable surrounding rock areas in the tunnel.

[0044] 2. By collecting stress data to generate a stress model and opening pressure relief holes in the side and pressure relief grooves in the bottom plate, the displacement distance of the straight wall surface of the tunnel and the stress environment deep in the tunnel can be improved.

[0045] Of course, any product implementing the present invention does not necessarily need to achieve all of the advantages described above at the same time. BRIEF DESCRIPTION OF THE DRAWINGS

[0046] In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the accompanying drawings required for describing the embodiments will be briefly introduced below. Obviously, the accompanying drawings described below are only some embodiments of the present invention. For ordinary technicians in this field, other accompanying drawings can be obtained based on these accompanying drawings without paying creative work.

[0047] Figure 1 This is a flow chart of a method for monitoring and supporting non-uniform crushing and deformation of surrounding rock in deep soft rock tunnels according to the present invention;

[0048] Figure 2 A system block diagram of a computing unit and a mobile terminal of the present invention;

[0049] Figure 3 It is the displacement curve diagram of the present invention;

[0050] Figure 4 This is the maximum principal stress curve of the present invention. DETAILED DESCRIPTION

[0051] The following will be combined with the drawings in the embodiments of the present invention to clearly and completely describe the technical solutions in the embodiments of the present invention. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of the present invention.

[0052] See also Figure 1-Figure 4 The present invention provides a technical solution: a method for monitoring and supporting the non-uniform crushing deformation of surrounding rock in deep soft rock tunnels, such as Figure 1 As shown, the following steps are included:

[0053] Step 1: Tunnel surveying. Construction personnel use surveying tools to measure the tunnel data. The measurement data include tunnel height h1, tunnel length l1, tunnel deflection angle a1, tunnel width w1, tunnel subsurface depth h2, non-uniformly broken surrounding rock maximum length l2 and non-uniformly broken surrounding rock maximum height h3. The soft rock tunnel measurement data range applicable to subsequent steps 2 to 7 is as follows: tunnel subsurface depth h2 ≥ 800 meters, tunnel width 4 meters ≤ w1 < 4.5 meters, tunnel height 3.5 meters ≤ h1 < 4 meters;

[0054] The surveying tools include a laser guide, a theodolite and a laser rangefinder. The construction workers use the straightening method to measure the interior of the tunnel. The straightening method is a general measurement method for existing tunnel measurements. The measurement accuracy meets the measurement data requirements in step 1 and will not be repeated here. The surveying tools are existing engineering measurement tools on the market. They can meet the measurement requirements of step 1 without limiting the specific model.

[0055] Step 2: Establish a spatial model. Construction personnel use mobile terminals to input measurement data into the computing unit. The computing unit executes a spatial simulation program to generate a spatial model. The computing unit then executes a sampling analysis program based on the measurement data to calculate the sampling point position p1, such as Figure 2 As shown, the port of the mobile terminal establishes wireless communication with the port of the computing unit;

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

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

[0058] Table 1 Mechanical properties parameters of surrounding rock samples

[0059]

[0060] Step 4: Initial support. Construction personnel use anchor rods to perform initial support on the tunnel roof and side according to the support point position p2, number n1 and depth d1. Construction personnel install dynamometers on the surface of anchor rods. The length of anchor rods used for initial support is 2.8 meters, and the distance between anchor rods is 800 mm. Initial support is performed using the equivalent burial depth method.

[0061] Step 5: Stress monitoring. Construction personnel input the stress data on the dynamometer into the calculation unit through the mobile terminal. The calculation unit establishes a stress distribution diagram. The horizontal coordinate of the stress distribution diagram is the depth d1 of the support point, and the vertical coordinate 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 the stress model.

[0062] Step 6: Strengthen support. The calculation unit executes the support strengthening program according to the stress model to obtain support data. The index 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 bottom plate pressure relief groove according to the support data. Before and after the side pressure relief borehole is opened, the construction personnel use surveying tools to measure the displacement distance of the straight wall surface on the side of the tunnel, and at the same time measure the distance between the displacement point and the arch base line of the tunnel. The arch base line of the tunnel refers to the dividing line between the arch part and the straight wall part of the tunnel. 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 base line of the tunnel to the calculation unit, and the calculation unit draws a displacement curve diagram, such as Figure 3 As shown in FIG. 1 , the dynamometer obtains stress data of anchor rods at different depths. Construction personnel input the stress data on the dynamometer into the calculation unit through the mobile terminal, and the calculation unit draws the maximum principal stress curve, as shown in FIG. Figure 4 As shown by Figure 3 and Figure 4 It can be seen intuitively that the pressure relief drilling hole is the pressure relief hole in the figure. Opening the pressure relief drilling hole in the side can effectively improve the displacement distance of the straight wall surface and the maximum principal stress of the roadway;

[0063] Step 7: Anchor grouting. The tunnel roof and side anchors are selected for reinforced support. The anchors are arranged in a square with a spacing of 800mm. A YMS22-1860 anchor cable with a length of 4.0-4.5m is added to the arch base line. Three anchors with lengths of 2.0-3.0m, 3.0m, and 2.0-3.0m and a spacing of 0.7m are arranged in the middle of the tunnel floor. Concrete is injected using a middle anchor with a length of 3.0m. The support process is completed after the concrete solidifies.

[0064] The space simulation program specifically includes the following steps:

[0065] 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;

[0066] 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;

[0067] 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;

[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 tunnel section. The non-uniformly broken surrounding rock area fits the edge of the simulation space to obtain a spatial model.

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

[0070] 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 of the non-uniformly broken surrounding rock to obtain a triangular area, and the calculation unit marks the triangular area as the sampling area b1, and jumps to step 26;

[0071] 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;

[0072] 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.

[0073] 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.

[0074] Step 27: The calculation unit counts the number f of cutting points of the survey length l3 in the sampling area b2, and the calculation unit calculates The cutting point is marked as sampling point position p1, and the program terminates.

[0075] 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 uses the formula Calculate the specific values ​​of the intermediate parameters g1 and g2;

[0077] Step 32: The calculation unit presets a correction coefficient β, and the calculation unit calculates a 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 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 the calculation unit divides the difference j by the depth d1 of the support point to obtain the number n1 of the support point;

[0080] 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.

[0081] The equivalent burial depth method specifically includes the following steps:

[0082] 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;

[0083] When k=1, the first buried depth points are Position p2, Position p2, The first position p2 and the n1th position p2, the first burial depth distance is

[0084] When k=2, the second buried depth points are Position p2, Position p2, The first position p2 and the position p2, where and Same, The position p2 has been set and will not be repeated. and No more repetition, the second burial depth distance is

[0085] Step 42: The cumulative coefficient k is continuously accumulated and the burial depth points and burial depth distances are set according to step 41 in this way until the positions p2 of all support points are set as burial depth points and then stop. In step 41, if the burial depth distance of the anchor rod reaches the depth d1 of the support point, 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 of the support point.

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

[0087] The above description is only a preferred specific implementation manner of the present invention, but the protection scope of the present invention is not limited thereto. Any technician familiar with the technical field can make equivalent replacements or changes according to the technical scheme and inventive concept of the present invention within the technical scope disclosed by the present invention, which should be covered by 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, and install a dynamometer on the surface of the anchor rods; 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.

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 measured 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 property parameters include strength cohesion c, internal friction angle φ, elastic modulus E and Poisson's ratio λ; the index 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.

3. 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.

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 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: The calculation unit presets a correction coefficient β, and calculates the correction coefficient β according to the formula β=1+0.5×λ; Step 33: The calculation unit calculates the depth d1 of the support point according to the formula d1=g1+g2+β×(g1×g2); 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.

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 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.

6. 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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