Coupling collaborative control method for bolt-grouting support system in deep tunnels

Abstract

The present invention discloses a coupled collaborative control method for an anchor-grouting support system in a deep tunnel, which is characterized in that it includes the following steps: collecting the forces of grouting anchor rods and grouting anchor cables on the two sides, two shoulders and top plates of the tunnel excavation interval, the working face mining interval and the retained tunnel interval, and performing standardized dimensionless processing on the monitoring data, respectively calculating weight values and comprehensive evaluation indexes, establishing an average coupling degree model and an average coupling collaborative degree model, and evaluating the coupled collaborative control of the anchor-grouting support system in the deep tunnel; optimizing the anchor-grouting support parameters in the tunnel, and evaluating the coupled collaborative control of the anchor-grouting support system in different tunnel intervals to ensure the stability of the entire process of the deep tunnel.

Description

Technical Field

[0001] The present invention relates to the field of safety technology in underground engineering, and in particular to a coupling collaborative control method for a deep tunnel anchor-grouting support system. Background Art

[0002] The ground stress in deep tunnels is high, and the surrounding rock is affected by stress disturbance and advance pressure. The surrounding rock is loose and broken, and its self-bearing capacity is weak. The supporting components have no stable anchoring rock layer, and the supporting components cannot exert their support potential, causing the tunnel roof to sink, the bottom to bulge, and the two sides to squeeze inward. The tunnel is severely deformed, which directly affects the operation of the tunnel transportation equipment, the safety of the staff, and the normal mining of the working face.

[0003] Grouting anchor rods and grouting anchor cables are used to support the weak and broken surrounding rock, and the cement slurry is filled into the cracks to re-cement the broken rock into a whole, thereby improving the self-bearing capacity of the surrounding rock. Grouting anchor rods and grouting anchor cables are used to apply prestress to the cemented surrounding rock, thereby increasing the active support strength of the surrounding rock and enhancing the stability of the tunnel. Grouting anchor rods and grouting anchor cables work together to support and optimize the support parameters, giving full play to the support capacity of grouting anchor rods and grouting anchor cables. Therefore, the degree of coupling and coordination of the deep tunnel anchor-grouting support system determines the control effect of the deep tunnel anchor-grouting support and directly affects the stability of the deep tunnel.

[0004] The prior art has the following problems:

[0005] 1. Deep grouting support tunnels only use parameters such as displacement convergence to evaluate the tunnel control situation, but cannot evaluate the degree of coupling coordination between the grouting anchor rods and grouting anchor cables of the grouting support system;

[0006] 2. The anchor-grouting support parameters are determined in the tunnel excavation interval and cannot be dynamically adjusted according to the degree of coupling coordination between the grouting anchor rods and grouting anchor cables. Summary of the Invention

[0007] The purpose of the present invention is to overcome the deficiencies of the above-mentioned prior art and to provide a method for coupling and coordinated control of a deep tunnel anchor-grouting support system.

[0008] The technical solution provided by the present invention is: a coupled collaborative control method for a deep tunnel bolt-grouting support system, which is special in that it includes the following steps:

[0009] a. Install grouting anchors and grouting anchor cables on the sides, shoulders and roof of the tunnel, and install dynamometers for the grouting anchors and grouting anchor cables to collect the forces on the sides, shoulders and roof of the tunnel excavation interval, working face mining interval and retained entry interval;

[0010] b. Standardize the dimensionless force data of grouting bolts and grouting cables every day, every part and every interval, and use the entropy method to calculate the weight values of grouting bolts and grouting cables in the tunneling interval, working face mining interval and reserved entry interval;

[0011] c. Calculate the comprehensive evaluation index of grouting anchor rods and grouting anchor cables at different times, locations and intervals in deep tunnels, and establish the average coupling degree model of grouting anchor rods and grouting anchor cables;

[0012] d. Establish an average coupling coordination model of grouting anchor rods and grouting anchor cables, evaluate the coupling coordination of deep tunnel anchor-grouting support systems, compare and analyze the coupling coordination of deep tunnel excavation intervals, mining intervals and retained tunnel intervals, adjust deep tunnel anchor-grouting support parameters, and ensure the stability of the deep tunnel throughout the entire process.

[0013] Preferably, in step a, the grouting anchor rods and grouting anchor cable dynamometers of the two sides, two shoulders and top plate of the tunnel are on one monitoring section.

[0014] Preferably, in step b, the force data of the grouting anchor rod and the grouting anchor cable every day, every part and every interval are standardized and dimensionless, and the calculation formula is: , uij is the original force data of the grouting anchor rods and grouting anchor cables in the roadway every day, every part and every interval, in(uj) is the initial value of each grouting anchor rod and grouting anchor cable at the beginning of different intervals, max(uj) is the maximum value of each grouting anchor rod and grouting anchor cable in different intervals, i is the number of monitoring days, and j is the number of grouting anchor rods and grouting anchor cables in each interval;

[0015] The weight values of grouting anchor rods and grouting anchor cables in different parts of the tunnel in the excavation interval, working face mining interval and lane retention interval are , ej is the entropy value of grouting bolts and grouting cables in different parts of the tunnels in the excavation interval, working face mining interval and retaining interval, and m is the total number of monitoring days;

[0016] The entropy values of grouting anchor rods and grouting anchor cables in different parts of the tunnel in the excavation interval, working face mining interval and lane retention interval are , kij is the index proportion of tunnel grouting anchor rods and grouting anchor cables every day, at each location and in each interval;

[0017] The index proportion of the tunnel grouting anchor rod and grouting anchor cable per day, each part and each interval is .

[0018] Preferably, the comprehensive evaluation index of the grouting anchors in different sections of the roadway in step c is , the comprehensive evaluation index of grouting anchor cables in different sections of the tunnel is , n is the total number of grouting anchor cables.

[0019] Preferably, the average coupling degree model of the grouting anchor rod and the grouting anchor cable in step c is .

[0020] Preferably, the average coupling synergy model of the grouting anchor rod and the grouting anchor cable in step d is ,To evaluate the coupling synergy level of the deep tunnel anchor and grouting support system, δ and ε are the importance coefficients, i.e. the importance of grouting bolts and grouting cables.

[0021] Beneficial effects of the present invention:

[0022] 1. Use the average coupling synergy to evaluate the deep tunnel anchor-grouting support system, optimize the tunnel anchor-grouting support parameters, and give full play to the support potential of the anchor-grouting support components under reasonable support parameters;

[0023] 2. Evaluate the coupled collaborative control of the anchor-grouting support system in different sections of the tunnel, analyze the relationship between the coupling coordination degree and safety value of different sections, and adjust the interval anchor-grouting support parameters in a targeted manner to ensure the stability of the entire process in deep tunnels. BRIEF DESCRIPTION OF THE DRAWINGS

[0024] Figure 1 is a flow chart of the present invention;

[0025] Figure 2 Schematic diagram of the deep anchor-grouting support tunnel excavation section of the present invention;

[0026] Figure 3 Schematic diagram of the mining section of the deep anchor-grouting support tunnel of the present invention;

[0027] Figure 4 Schematic diagram of the reserved lane section of the deep anchor-grouting support tunnel according to the present invention.

[0028] In the figure: 1 coal seam, 2 working face, 3 goaf, 4 monitoring section, 5 heading tunnel, q heading interval, c working face mining interval, h retained tunnel interval. DETAILED DESCRIPTION

[0029] The present invention will be described in detail below with reference to the accompanying drawings.

[0030] like Figure 1 、 2 As shown in Figures 3 and 4, a deep tunnel anchoring and grouting support system of a coal mine is taken as an example. The deep tunnel anchoring and grouting support system includes a coal seam 1 and a goaf 3. A coupled collaborative control method for the deep tunnel anchoring and grouting support system includes the following steps:

[0031] The first step is to inject grouting anchors and grouting anchor cables into the sides, shoulders, and roof of the excavation tunnel 5, and install dynamometers for the grouting anchors and grouting anchor cables to collect the forces acting on the grouting anchors and grouting anchor cables in the tunnel excavation interval q, the working face 2 mining interval c, and the retained tunnel interval h.

[0032] After the excavation of the deep tunnel is completed, the tunnel shall be immediately supported by anchor grouting. Grouting anchor rods and grouting anchor cable dynamometers shall be installed on both sides, shoulders and roof of the tunnel. The dynamometers of grouting anchor rods and grouting anchor cable shall be located on the same monitoring section 4. The stress of grouting anchor rods and grouting anchor cables shall be collected at the same time every day to ensure the consistency of stress time of grouting anchor rods and grouting anchor cables.

[0033] The stress monitoring of grouting anchor rods and grouting anchor cables runs through the entire process of tunneling tunnel 5. The tunnel is divided into three different intervals: tunneling interval q, from the start of tunneling to the start of mining at working face 2; mining interval c, from the start of mining at working face 2 to mining at the monitoring section; and tunnel retention interval h, from mining at working face 2 to monitoring section 4 until the tunnel stabilizes after working face 2.

[0034] The stress monitoring of grouting anchor rods and grouting anchor cables runs through the entire process of the roadway. The roadway is divided into three different intervals: the roadway excavation interval q is from the start of roadway excavation to the start of mining at the working face; the working face mining interval c is from the start of mining at the working face to mining at the monitoring section; and the roadway retention interval h is from mining at the working face to the monitoring section until the roadway stabilizes after the working face.

[0035] Step 2: Standardize the dimensionless force data of grouting bolts and grouting cables every day, at each location, and in each interval, and use the entropy method to calculate the weight values of grouting bolts and grouting cables in the tunneling interval q, the working face 2 mining interval c, and the retained tunnel interval h.

[0036] The monitoring data of grouting anchor rods and grouting anchor cables are statistically analyzed, and the stress monitoring data of each grouting anchor rod and grouting anchor cable are separately collected. The monitoring data of grouting anchor rods and grouting anchor cables are sorted and summarized into three databases according to the three sections of the roadway, and finally the monitoring data set and database of grouting anchor rods and grouting anchor cables are formed;

[0037] The grouting anchor rod and grouting anchor cable monitoring data in the dataset and database are standardized and dimensionless, and the calculation formula is: , u ij The original monitoring data of the tunnel grouting anchor rods and grouting anchor cables every day, every part and every interval, in(u j ) is the initial value of each grouting anchor rod and grouting anchor cable at the beginning of different intervals, max(u j) The maximum value of each grouting anchor rod and grouting anchor cable in different intervals, i is the number of monitoring days, j is the number of grouting anchor rods and grouting anchor cables in each interval;

[0038] Using the standardized dimensionless monitoring data, calculate the index proportion of grouting anchor rods and grouting anchor cables for each day, each part and each interval. , It is the sum of dimensionless data of grouting anchor rods or grouting anchor cables per day within a certain range;

[0039] Using the ratio of grouting anchor rods and grouting anchor cables, the entropy values of grouting anchor rods and grouting anchor cables in the excavation interval q, the working face 2 mining interval c and the reserved roadway interval h are calculated. The entropy values are , k ij is the index ratio of grouting anchor rod and grouting anchor cable;

[0040] Using the entropy values of grouting bolts and grouting cables, the weight values of grouting bolts and grouting cables in the tunneling interval q, the working face mining interval c and the reserved tunnel interval h are calculated as follows: , e j is the entropy value of grouting bolts and grouting cables in deep tunnels;

[0041] Step 3: Calculate the comprehensive evaluation index of grouting anchor rods and grouting anchor cables at different times, locations, and intervals in the deep tunnel, and establish an average coupling degree model for grouting anchor rods and grouting anchor cables;

[0042] The comprehensive evaluation index of grouting anchors in different sections of deep tunnels is calculated using the weights and standard dimensionless values of grouting anchors and grouting cables. , the comprehensive evaluation index of grouting anchor cables in different intervals is ;

[0043] The average coupling degree model of grouting anchor rod and grouting anchor cable is: , f i is the comprehensive evaluation index of all grouting anchors within a certain range, g i is the comprehensive evaluation index of all grouting anchor cables within a certain interval, and m is the total number of monitoring days;

[0044] Step 4: Establish an average coupling coordination model for grouting bolts and grouting cables to evaluate the coupling coordination of the deep roadway anchor-grouting support system. Compare and analyze the coupling coordination of the deep roadway excavation interval q, the working face mining interval c, and the roadway retention interval h. Adjust the deep roadway anchor-grouting support parameters to ensure the stability of the deep roadway throughout the entire process.

[0045] The average coupling synergy model of grouting anchor rod and grouting anchor cable is: , δ, ε is an undetermined coefficient, which indicates the importance of grouting anchor rods and grouting anchor cables, and δ+ε=1. In the deep tunnel anchor-grouting support system, grouting anchor rods and grouting anchor cables have the same importance, δ=0.5, ε=0.5;

[0046] The average coupling synergy model of grouting bolts and grouting cables is used to evaluate the coupling synergy level of the deep roadway anchor-grouting support system. When 1≥p≥0.8, the deep roadway anchor-grouting support system is coordinated; when 0.5≥p>0.8, the deep roadway anchor-grouting support system is basically coordinated; when p<0.5, the deep roadway anchor-grouting support system is out of coordination.

[0047] The average coupling synergy model of grouting anchor rods and grouting anchor cables is used to compare and analyze the coupling synergy of deep tunnel excavation interval q, working face 2 mining interval c and retained roadway interval h; q >p c >p h >0.5, the deep tunnel anchor-grouting support system is basically coordinated as a whole, and the tunnel anchor-grouting support parameters do not need to be adjusted; p q >p c >0.5>p h， The anchor-grouting support system in the deep tunnel excavation section q and the mining section c is basically coordinated, while the anchor-grouting support system in the roadway retaining section h is out of balance. The anchor-grouting support parameters of the deep roadway in the roadway retaining section h are adjusted, and additional grouting anchor rods and grouting anchor cables are injected. q >0.5>p c >p h， The anchor-grouting support system in the deep tunnel excavation section q is basically coordinated, while the anchor-grouting support system in the mining section c and the roadway retaining section h is out of balance. The anchor-grouting support parameters in the deep tunnels in the mining section c and the roadway retaining section h are adjusted, and additional grouting anchor rods and grouting anchor cables are injected; 0.5>p q >p c >p h， The overall anchor-grouting support system of the deep tunnel is out of balance. The anchor-grouting support parameters of the entire tunnel process are adjusted, and additional grouting anchor rods and grouting anchor cables are injected to ensure the stability of the deep tunnel.

[0048] It is known from common technical knowledge that the present invention can be implemented by other embodiments that do not deviate from its essence or essential features. Therefore, in all respects, they are only illustrative and not exclusive. All modifications within the scope of the present invention or equivalent to the scope of the present invention are included in the present invention.

Claims

1. A coupled collaborative control method for deep tunnel bolt-grouting support system, characterized in that: The following steps are involved: a. Install grouting anchors and grouting anchor cables on the sides, shoulders and roof of the tunnel, and install dynamometers for the grouting anchors and grouting anchor cables to collect the forces on the sides, shoulders and roof of the tunnel excavation interval, working face mining interval and retained entry interval; b. Standardize the dimensionless force data of grouting bolts and grouting cables every day, every part and every interval, and use the entropy method to calculate the weight values of grouting bolts and grouting cables in the tunneling interval, working face mining interval and reserved entry interval; c. Calculate the comprehensive evaluation index of grouting anchor rods and grouting anchor cables at different times, locations and intervals in deep tunnels, and establish the average coupling degree model of grouting anchor rods and grouting anchor cables; d. Establish an average coupling coordination model for grouting bolts and grouting cables to evaluate the coupling coordination of the anchor-grouting support system in deep roadways. Compare and analyze the coupling coordination of the deep roadway excavation interval, mining interval, and retained roadway interval, and adjust the anchor-grouting support parameters in deep roadways to ensure stability throughout the entire process. In the step b, the force data of the grouting anchor rod and the grouting anchor cable are standardized and dimensionless, and the calculation formula is: , uij is the original force data of the grouting anchor rods and grouting anchor cables in the roadway every day, every part and every interval, in(uj) is the initial value of each grouting anchor rod and grouting anchor cable at the beginning of different intervals, max(uj) is the maximum value of each grouting anchor rod and grouting anchor cable in different intervals, i is the number of monitoring days, and j is the number of grouting anchor rods and grouting anchor cables in each interval; The weight values of grouting anchor rods and grouting anchor cables in different parts of the tunnel in the excavation interval, working face mining interval and lane retention interval are , ej is the entropy value of grouting bolts and grouting cables in different parts of the tunnels in the excavation interval, working face mining interval and retaining interval, and m is the total number of monitoring days; The entropy values of grouting anchor rods and grouting anchor cables in different parts of the tunnel in the excavation interval, working face mining interval and lane retention interval are , kij is the index proportion of tunnel grouting anchor rods and grouting anchor cables every day, at each location and in each interval; The index proportion of the tunnel grouting anchor rod and grouting anchor cable per day, each part and each interval is ; The comprehensive evaluation index of the grouting anchors in different sections of the tunnel in step c is , the comprehensive evaluation index of grouting anchor cables in different sections of the tunnel is , n is the total number of grouting anchor cables; The average coupling degree model of the grouting anchor rod and the grouting anchor cable in step c is: ; The average coupling synergy model of the grouting anchor rod and the grouting anchor cable in step d is: ,To evaluate the coupling synergy level of the deep tunnel anchor and grouting support system, δ and ε are the importance coefficients, i.e. the importance of grouting bolts and grouting cables.

2. The coupled coordinated control method of the deep tunnel bolting and grouting support system according to claim 1 is characterized in that: In the step a, the grouting anchor rods and grouting anchor cable dynamometers of the two sides, two shoulders and top plate of the tunnel are on one monitoring section. The coupled collaborative control method for the deep tunnel bolting and grouting support system according to claim 1 is characterized in that: In the step a, the grouting anchor rods and grouting anchor cable dynamometers of the two sides, two shoulders and top plate of the tunnel are on one monitoring section.

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