Mine underground grouting informatization dynamic regulation and control method

Abstract

The invention relates to the technical field of grouting control, and discloses a mine underground grouting informatization dynamic regulation and control method, which comprises the following steps of: determining a rock stratum fracture rate eta based on a rock stratum water absorption rate alpha obtained by a water pressure test; the designed grouting amount Q of a single hole is calculated on the basis of the rock stratum fracture rate, and in the calculation formula, lambda is the slurry loss coefficient, R is the diffusion radius, H is the length of a grouting section, beta is the effective filling coefficient, # imgabs 1 # is the slurry stone rate, lambda is larger than or equal to 1.2 and smaller than or equal to 1.5, and beta is larger than or equal to 0.8% and smaller than or equal to 0.9%; and during grouting, grouting parameters are dynamically regulated and controlled based on a P-Q curve method, P is the grouting pressure, and Q is the accumulated grouting amount. By means of the informatization dynamic regulation and control method for mine underground grouting, the grouting process can be accurately controlled, and the grouting effect is guaranteed.

Description

Technical Field

[0001] The present invention relates to the technical field of grouting control, and in particular to an information-based dynamic control method for underground grouting in a mine. Background Art

[0002] During the grouting construction of mine tunnel engineering, operators observe the pressure gauge and flow meter, or obtain the real-time grouting parameters through the online monitoring system, and perform corresponding operations according to the changes in the grouting parameters. The rationality of the operation depends on the experience of the operators and determines the effect of the grouting construction. Often due to the lack of experience of the operators, the pressure, flow and other parameters displayed by the grouting system cannot be used well, resulting in some misjudgments and operational errors, affecting the grouting effect. Summary of the invention

[0003] The present invention is made to solve the above-mentioned technical problems, and its purpose is to provide an information-based dynamic control method for underground grouting in mines, which can accurately control the grouting process.

[0004] In order to achieve the above object, the present invention provides a method for dynamic control of underground grouting in mines, comprising the following steps:

[0005] Based on the rock formation water absorption rate α obtained by the water pressure test, the rock formation fracture rate η is determined;

[0006] Calculate the designed grouting volume Q of a single hole based on the rock stratum fracture ratio 设 , the calculation formula is:

[0007]

[0008] In the formula, λ is the slurry loss coefficient, R is the diffusion radius, H is the length of the grouting section, and β is the effective filling coefficient. for the serous stone rate, 1.2≤λ≤1.5, 0.8%≤β≤0.9%;

[0009] During grouting, the grouting parameters are dynamically adjusted based on the PQ curve method, where P is the grouting pressure and Q is the cumulative grouting volume.

[0010] According to the above description and practice, the information-based dynamic control method for underground grouting in mines described in the present invention calculates a relatively accurate design grouting volume for a single hole based on the rock stratum fracture rate, and then uses the PQ curve method to dynamically control the grouting parameters, thereby realizing dynamic regulation and precise control of the grouting process. BRIEF DESCRIPTION OF THE DRAWINGS

[0011] Figure 1 The present invention is a flowchart of an information-based dynamic control method for underground grouting in a mine involved in one embodiment of the present invention.

[0012] Figure 2 It is a PQ curve coordinate diagram of the informatization dynamic control method of underground grouting in a mine involved in one embodiment of the present invention. DETAILED DESCRIPTION

[0013] The exemplary embodiments will now be described more fully with reference to the accompanying drawings. However, the exemplary embodiments can be implemented in many forms and should not be construed as limited to the examples set forth herein; rather, these embodiments are provided so that the disclosure will be more comprehensive and complete and fully convey the concepts of the exemplary embodiments to those skilled in the art. The described features, structures, or characteristics may be combined in any suitable manner in one or more embodiments.

[0014] In this embodiment, a method for dynamic control of underground grouting in mines is disclosed for accurately controlling the grouting process. Figure 1 As shown in the figure, the mine underground grouting information dynamic control method mainly includes the following three steps:

[0015] Step S1: Determine the rock formation fissure ratio η based on the rock formation water absorption rate α obtained from the water pressure test.

[0016] Before conducting the water pressure test, it is necessary to input parameters such as the depth of the water exploration hole and the final grouting pressure into the test equipment; during the water pressure test, it is necessary to record parameters such as pressure (MPa), flow rate (L / min), time (min) in the test equipment; finally, the rock formation water absorption rate α is output through the test equipment, and the rock formation water absorption rate = flow rate / water exploration hole depth, and the unit of rock formation water absorption rate is Lmin - 1 m -1 .

[0017] The relationship between the rock formation fissure rate η and the rock formation water absorption rate α is shown in Table 1 below.

[0018] Table 1:

[0019]

[0020] Specifically, when α>10, η=5; when 9<α≤10, 4.34≤η<5; when 8<α≤9, 3.7≤η<4.34; when 7<α≤8, 3.06≤η<3.7; when 6<α≤7, 2.42≤η<3.06; when 5<α≤6, 1.78≤η<2.42; when 4<α≤5, 1.14≤η<1.78; when 3<α≤4, 0.5≤η<1.14; the unit of the rock formation fracture rate η is %.

[0021] According to Table 1 and the water pressure test, the value range of the rock formation fissure ratio η can be determined, which can be used to assist in calculating the subsequent design grouting volume.

[0022] In addition, the type of slurry required for grouting and the corresponding initial concentration θ can also be determined according to the rock formation fracture rate η 起始 The relationship between slurry type, initial concentration and rock formation fracture ratio η is shown in Table 2.

[0023] Table 2:

[0024]

[0025] Specifically, when α>10, cement-water glass double liquid slurry is used as the slurry, θ 起始 =1:1; when 7<α≤10, the slurry is single-liquid cement slurry, θ 起始 =1:1; when 5<α≤7, the slurry is single-liquid cement slurry, θ 起始 =2:1; when 3<α≤5, the slurry is single-liquid cement slurry or ultra-fine cement slurry, θ 起始 =3:1. The initial concentration of the slurry is the ratio of water to solute in the slurry.

[0026] Step S2: Calculate the designed grouting volume Q of a single hole based on the rock formation fracture ratio η 设 , the calculation formula is:

[0027]

[0028] In the formula, λ is the slurry loss coefficient, R is the diffusion radius, H is the length of the grouting section, and β is the effective filling coefficient. The serous stone rate is 1.2≤λ≤1.5, 0.8%≤β≤0.9%.

[0029] Specifically, the serous stone rate The relationship between the concentration θ of the slurry is: when θ = 3:1, When θ=2:1, When θ=1.5:1, When θ = 1:1, When θ=0.75:1, When θ=0.5:1, Among them, the serous stone rate The unit is %.

[0030] The formula can be used to obtain the design grouting volume of a single hole. In the actual operation process, since the slurry loss coefficient λ, the effective filling coefficient β and the rock formation fracture rate η all have a certain range of values, the design grouting volume of a single hole also has a maximum and minimum value. These two limit values ​​can be used to assist in monitoring and regulating the parameters of the grouting process. Therefore, the minimum design grouting volume Q of a single hole is also calculated before grouting. min and the maximum designed grouting volume Q max , the calculation formula is:

[0031]

[0032] In this embodiment, the grouting parameters are dynamically adjusted based on the PQ curve method, using the above minimum design grouting volume Q min and the maximum designed grouting volume Q max , the coordinate graph where the PQ curve is located can be divided into areas.

[0033] Step S3: During grouting, the grouting parameters are dynamically adjusted based on the PQ curve method, where P is the grouting pressure and Q is the accumulated grouting volume.

[0034] Specifically, if Figure 2 As shown, through the straight line P = P 终 , point (0,P 初 ) and (Q min ,P 终 ), point (0,P 初 ) and (Q max ,P 终 ) divides the coordinate graph into regions A, B, and C. Region A is the point (0,P 初 ) and (Q min ,P 终 ) and the straight line P=P 终 and the vertical axis, area B is the point (0,P 初 ) and (Q min ,P 终 ) and the straight line P=P 终 And the point (0,P 初 ) and (Q max ,P 终 ) is the area enclosed by the line connecting the two, and area C is the straight line P = P 终 , horizontal axis and point (0,P 初 ) and (Q max ,P 终 ), the vertical axis represents the grouting pressure, and the horizontal axis represents the cumulative grouting volume.

[0035] During grouting, the pressure in the grouting hole and the accumulated grouting volume are monitored in real time by the grouting monitoring equipment. 实时 ,P 实时 ) falls in area A, area B or area C, adjust the grouting parameters accordingly. 实时 ,P 实时 ) falls in area A, indicating that the upward pressure is faster; (Q 实时 ,P 实时 ) falls in area B, indicating normal grouting; (Q 实时 ,P 实时 ) falls in area A, indicating that the upward pressure is slow.

[0036] The specific grouting parameter adjustment method is: when monitoring the grouting pressure P and cumulative grouting volume Q of a single grouting hole, record the values ​​once every minute.

[0037] If (Q 实时 ,P 实时 ) remains in zone A for 1 hour, indicating that the pressure is rising rapidly and the slurry concentration needs to be lowered, or a preset amount of water glass needs to be injected before injecting the slurry.

[0038] If (Q 实时 ,P 实时 ) remains in zone C for 1 hour, indicating that the pressure is increasing slowly and the slurry concentration needs to be increased.

[0039] If (Q 实时 ,P 实时 ) is in zone A for 2 hours continuously, indicating that the pressure is too fast and the grouting material needs to be adjusted. The adjustment order is cement-water glass double-liquid slurry, single-liquid cement slurry, and ultra-fine cement slurry. Among them, under the same grouting parameters, when cement-water glass double-liquid slurry, single-liquid cement slurry, and ultra-fine cement slurry are used for grouting, the pressure rate decreases in turn. Therefore, when cement-water glass double-liquid slurry is used for grouting, if the pressure is too fast, the slurry type can be replaced with single-liquid cement slurry. If the pressure is still too fast, the slurry type can continue to be replaced with ultra-fine cement slurry.

[0040] If (Q 实时 ,P 实时 ) remains in zone C for 2 hours, indicating that the pressure is too slow. If there is no improvement after further increasing the slurry concentration, the slurry needs to be adjusted to cement-water glass slurry.

[0041] If (Q 实时 ,P 实时 ) is in zone C for 4 hours continuously, indicating that the pressure is extremely slow and it is necessary to change to intermittent grouting. During the grouting process, stop grouting for a period of time and wait for the grouting liquid to fully penetrate and stabilize before grouting again.

[0042] The above is the control method for a single grouting hole. If there are n grouting holes in a construction area, the control method for each hole is the same as the above method. The difference is that according to the grouting sequence, the minimum design grouting amount Q of each grouting hole is i_min and the maximum designed grouting volume Q i_max The value of is different. Specifically,

[0043]

[0044] Where n is the number of grouting holes, i is the number of grouting holes according to the grouting sequence, i = 1, 2, 3, ... n, Q 实累 It is the actual cumulative grouting volume of the first i-1 grouting holes.

[0045] The minimum design grouting volume Q of each grouting hole can be obtained through this formula i_min and the maximum designed grouting volume Q i_max By using the above-mentioned control method during grouting, the grouting process can be accurately controlled to ensure the grouting effect.

[0046] It will be apparent to those skilled in the art that the invention is not limited to the details of the exemplary embodiments described above and that the invention can be implemented in other specific forms without departing from the spirit or essential features of the invention. Therefore, the embodiments should be considered exemplary and non-limiting in all respects, and the scope of the invention is defined by the appended claims rather than the foregoing description, and it is intended that all variations falling within the meaning and scope of the equivalent elements of the claims be included in the invention. Any reference numeral in a claim should not be considered as limiting the claim to which it relates.

Claims

1. A method for dynamic control of underground grouting in mines, characterized in that: include: Based on the rock formation water absorption rate α obtained by the water pressure test, the rock formation fracture rate η is determined; Calculate the designed grouting volume Q of a single hole based on the rock stratum fracture ratio 设 , the calculation formula is: In the formula, λ is the slurry loss coefficient, R is the diffusion radius, H is the length of the grouting section, and β is the effective filling coefficient. for the serous stone rate, 1.2≤λ≤1.5, 0.8%≤β≤0.9%; During grouting, the grouting parameters are dynamically adjusted based on the PQ curve method, where P is the grouting pressure and Q is the cumulative grouting volume.

2. The method for dynamic control of underground grouting in mines according to claim 1, characterized in that: The relationship between the rock formation fissure rate η and the rock formation water absorption rate α is: When α>10, η=5; When 9<α≤10, 4.34≤η<5; When 8<α≤9, 3.7≤η<4.34; When 7<α≤8, 3.06≤η<3.7; When 6<α≤7, 2.42≤η<3.06; When 5<α≤6, 1.78≤η<2.42; When 4<α≤5, 1.14≤η<1.78; When 3<α≤4, 0.5≤η<1.14; In the formula, the unit of rock formation crack rate η is %, and the unit of rock formation water absorption rate α is Lmin -1 m -1 .

3. The method for dynamic control of underground grouting in mines according to claim 2, characterized in that: The type of slurry and the initial concentration of the slurry θ 起始 The relationship with the rock layer water absorption rate α is: When α>10, the slurry is cement-water glass double liquid slurry, θ 起始 =1:1; When 7<α≤10, the slurry is a single-liquid cement slurry, θ 起始 =1:1; When 5<α≤7, the slurry is a single-liquid cement slurry, θ 起始 =2:1; When 3<α≤5, the slurry is a single-liquid cement slurry or an ultra-fine cement slurry, θ 起始 =3:1; The initial concentration of the slurry is the ratio of water to solute in the slurry.

4. The method for dynamic control of underground grouting in mines according to claim 3, characterized in that: The serous stone rate The relationship with the concentration θ of the slurry is: When θ=3:1, When θ=2:1, When θ=1.5:1, When θ = 1:1, When θ=0.75:1, When θ=0.5:1, In the formula, serous stone rate The unit is %.

5. The method for dynamic control of underground grouting in mines according to claim 1, characterized in that: Before grouting, the minimum design grouting volume Q of a single hole is also calculated. min and the maximum designed grouting volume Q max , In the coordinate graph, through the straight line P = P 终 , point (0,P 初 ) and (Q min ,P 终 ), point (0,P 初 ) and (Q max ,P 终 ) divides the coordinate graph into areas A, B, and C. Area A is the point (0,P 初 ) and (Q min ,P 终 ) and the straight line P=P 终 and the vertical axis, area B is the point (0,P 初 ) and (Q min ,P 终 ) and the straight line P=P 终 And the point (0,P 初 ) and (Q max ,P 终 ) is the area enclosed by the line connecting the two, and area C is the straight line P = P 终 , horizontal axis and point (0,P 初 ) and (Q max ,P 终 ), the vertical axis represents the grouting pressure, and the horizontal axis represents the cumulative grouting volume; During grouting, monitor the grouting pressure P and the cumulative grouting volume Q. 实时 ,P 实时 ) In the case of area A, area B or area C, the grouting parameters are adjusted accordingly, where (Q 实时 ,P 实时 ) In zone A, it indicates that the upward pressure is faster; (Q 实时 ,P 实时 ) in zone B indicates normal grouting; (Q 实时 ,P 实时 ) in zone A indicates that the upward pressure is slow.

6. The method for dynamic control of underground grouting in mines according to claim 5, characterized in that: When there are n grouting holes, the minimum design grouting amount Q of each grouting hole is i_min and the maximum designed grouting volume Q i_max ,in Where n is the number of grouting holes, i is the number of grouting holes according to the grouting sequence, i = 1, 2, 3, ... n, Q 实累 It is the actual cumulative grouting volume of the first i-1 grouting holes.

7. The method for dynamic control of underground grouting in mines according to claim 5 or 6, characterized in that: When monitoring the grouting pressure P and cumulative grouting volume Q of a single grouting hole, the values ​​are recorded once a minute, where If (Q 实时 ,P 实时 ) is in zone A for 1 hour continuously, indicating that the pressure is rising rapidly, and the slurry concentration needs to be lowered, or a preset amount of water glass needs to be injected before injecting the slurry; If (Q 实时 ,P 实时 ) remains in zone C for 1 hour, indicating that the pressure is increasing slowly and the slurry concentration needs to be increased.

8. The method for dynamic control of underground grouting in mines according to claim 7, characterized in that: If (Q 实时 ,P 实时 ) is in zone A for 2 hours continuously, indicating that the pressure is too fast and the grouting material needs to be adjusted. The adjustment order is cement-water glass double liquid slurry, single liquid cement slurry, and ultra-fine cement slurry; If (Q 实时 ,P 实时 ) remains in zone C for 2 hours, indicating that the pressure is too slow. If there is no improvement after further increasing the slurry concentration, the slurry needs to be adjusted to cement-water glass slurry.

9. The method for dynamic control of underground grouting in mines according to claim 8, characterized in that: If (Q 实时 ,P 实时 ) remained in zone C for 4 hours, indicating that the upward pressure was extremely slow and it was necessary to change to intermittent grouting method.

Images