CN112326945B - Deep roadway surrounding rock tight fracture shear excitation anti-reflection grouting test device and method - Google Patents
Deep roadway surrounding rock tight fracture shear excitation anti-reflection grouting test device and method Download PDFInfo
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- 238000012360 testing method Methods 0.000 title claims abstract description 88
- 239000011435 rock Substances 0.000 title claims abstract description 45
- 238000000034 method Methods 0.000 title claims abstract description 36
- 230000005284 excitation Effects 0.000 title claims abstract description 25
- 238000003825 pressing Methods 0.000 claims abstract description 25
- 239000003085 diluting agent Substances 0.000 claims abstract description 16
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims abstract description 16
- 235000019353 potassium silicate Nutrition 0.000 claims abstract description 15
- 238000010008 shearing Methods 0.000 claims abstract description 13
- 239000007788 liquid Substances 0.000 claims abstract description 9
- 238000006073 displacement reaction Methods 0.000 claims description 23
- 239000002002 slurry Substances 0.000 claims description 9
- 238000004519 manufacturing process Methods 0.000 claims description 8
- 239000011083 cement mortar Substances 0.000 claims description 4
- 238000007569 slipcasting Methods 0.000 claims description 4
- 230000008569 process Effects 0.000 description 17
- 238000009412 basement excavation Methods 0.000 description 8
- 229910000831 Steel Inorganic materials 0.000 description 5
- 238000012544 monitoring process Methods 0.000 description 5
- 238000007789 sealing Methods 0.000 description 5
- 239000010959 steel Substances 0.000 description 5
- 238000002347 injection Methods 0.000 description 4
- 239000007924 injection Substances 0.000 description 4
- 239000000243 solution Substances 0.000 description 4
- 229920001651 Cyanoacrylate Polymers 0.000 description 3
- MWCLLHOVUTZFKS-UHFFFAOYSA-N Methyl cyanoacrylate Chemical compound COC(=O)C(=C)C#N MWCLLHOVUTZFKS-UHFFFAOYSA-N 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 239000003292 glue Substances 0.000 description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 3
- 230000001276 controlling effect Effects 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 239000011521 glass Substances 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 238000010998 test method Methods 0.000 description 2
- 239000004115 Sodium Silicate Substances 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 230000001419 dependent effect Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000009792 diffusion process Methods 0.000 description 1
- 239000012530 fluid Substances 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 230000007246 mechanism Effects 0.000 description 1
- 230000035515 penetration Effects 0.000 description 1
- 230000035699 permeability Effects 0.000 description 1
- 230000009467 reduction Effects 0.000 description 1
- 230000001105 regulatory effect Effects 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 229910052911 sodium silicate Inorganic materials 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
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Abstract
The invention provides a deep roadway surrounding rock tight fracture shear excitation anti-reflection grouting test device and a method, wherein the device comprises a pressing unit arranged outside a fixed unit, a grouting unit connected with the fixed unit and a control unit connected with the pressing unit and the grouting unit; the method for carrying out shearing excitation anti-reflection grouting on the test block by using the device comprises the steps of operating a control panel, controlling a server to operate a pressurizing unit to apply pressure to the test block, and carrying out water glass diluent grouting and MC-S dual-liquid grouting on cracks sequentially. The device and the method provided by the invention solve the problems of small opening degree of a tight crack and difficult grouting by utilizing the lubricity of the water glass diluent and the criticality of the test block reaching the three-dimensional stress state.
Description
Technical Field
The invention belongs to the technical field of roadway surrounding rock control, and provides a deep roadway surrounding rock tight fracture shear excitation anti-reflection grouting test device and method, in particular to a deep roadway surrounding rock tight fracture shear excitation anti-reflection grouting test device and method which are performed by utilizing a shear excitation principle and can monitor fracture change.
Background
The damage and instability of surrounding rock of a deep roadway are usually caused by the fact that stress redistribution after rock excavation unloading induces crack expansion and penetration to form a macroscopic damage surface. The stability of the surrounding rock after deep roadway surrounding pressure excavation is greatly dependent on the geometry of the discontinuous fissures. Aiming at the problems of small opening degree of tight cracks and difficult grouting, although a learner adopts a plurality of cubic, cylindrical and other splitting test pieces to study the shearing excitation anti-reflection problem of rock materials at present, the method is basically carried out by a small-size model, and when the method is used for testing, the method generally has the real situation that cracks after excavation of roadway surrounding rocks cannot be well reduced, once the sealing is poor, the test under higher grouting pressure cannot be carried out, and the test process is difficult to monitor.
The Chinese patent application No. CN201910783182.7 discloses a method for designing vertical crack grouting of rock mass on a temporary slope, which comprises the steps of fitting and establishing the relation between the crack opening degree, the single-hole grouting amount and the maximum expansion pressure and the relation between the crack opening degree, the single-hole grouting amount and the diffusion range according to a rock mass vertical crack grouting model; acquiring vertical cracks of an actual slope-facing rock mass, the geometric dimension of the rock mass and the maximum expansion pressure allowed to be born by the vertical crack surface of the actual rock mass; and calculating the single-hole grouting amount, the grouting hole number and the grouting hole spacing according to the relation among the crack opening, the single-hole grouting amount and the maximum expansion pressure. The method only aims to reduce subjectivity of rock mass vertical fracture filling grouting and control grouting operation.
Therefore, a new method is necessary to be provided, so that the sealing process can be simplified, the stress state and the tight crack morphology of the deep roadway surrounding rock after excavation can be reduced to the maximum extent, the test method and the test equipment for the crack surrounding rock permeability-increasing grouting process can be accurately monitored, and grouting parameters such as grouting time, grouting pressure and the like can be finally determined and optimized.
Disclosure of Invention
In order to overcome the defects that in the prior art, the tight fracture opening is small, grouting is difficult, and the real situation of the fracture after excavation of the surrounding rock of the roadway cannot be well reduced, the device and the method for the deep surrounding rock tight fracture shear excitation anti-reflection grouting test are provided.
In order to solve the technical problems, the invention provides a technical scheme that the deep roadway surrounding rock tight fracture shear excitation anti-reflection grouting test device comprises a fixing unit, a pressing unit, a grouting unit and a control unit; the pressing unit is arranged outside the fixing unit, the grouting unit is connected with the fixing unit, and the control unit is connected with the pressing unit and the grouting unit; the pressure applying unit is characterized in that a sliding loading side plate is connected with a lateral pressure head, is arranged in the horizontal direction of the fixing unit, a spring bearing plate is connected with a normal pressure head, and is arranged in the vertical direction of the fixing unit; the lower end of the sliding loading side plate is in sliding connection with the fixing unit through a sliding roller, a roller bearing and a roller track.
Preferably, the grouting unit comprises grouting equipment, a high-strength grouting pipe and grouting holes, wherein one end of the high-strength grouting pipe is connected with the grouting equipment, and the other end of the high-strength grouting pipe is connected with the grouting holes.
Preferably, the grouting equipment is divided into a first grouting equipment and a second grouting equipment, and water glass diluent and MC-S double-liquid slurry are respectively injected into the grouting holes.
Preferably, the control unit comprises a sensor, a control panel and a server, wherein the sensor is electrically connected with the server, and the server is electrically connected with the control panel.
Preferably, the sensor comprises one or more of a normal displacement, a stress sensor, a lateral displacement, a stress sensor, a grouting pressure sensor and a fracture strain sensor.
Preferably, the grouting pressure sensor is divided into a first grouting pressure sensor and a second grouting pressure sensor, and the first grouting pressure sensor and the second grouting pressure sensor are respectively connected with the first grouting equipment and the second grouting equipment.
Preferably, the fracture strain sensor is connected with a displacement meter, the displacement meter is connected with the fixed unit, and the dislocation of the fracture of the test block in the fixed unit is monitored.
As another aspect of the invention, the invention provides a deep roadway surrounding rock tight fracture shear excitation anti-reflection grouting method, which comprises the steps of manufacturing a non-through jointed rock body by cement mortar, and curing after the manufacturing is completed to be used as a test block; placing the test block into a fixed unit for shearing excitation anti-reflection grouting; the shearing excitation anti-reflection grouting is performed by firstly operating a control panel, and controlling a server to operate a pressurizing unit to apply pressure to a test block until the test block reaches a three-dimensional stress state to generate cracks; through operating the control panel, the control server operates the first grouting equipment to perform water glass diluent grouting on the cracks, and rock shearing and permeability improvement are induced; and then the control panel is operated to control the server to operate the second grouting equipment to perform ultra-fine cement-water glass double-slurry grouting on the cracks.
The invention has the beneficial effects that:
1) In the invention, the equipment and the method solve the problems of small opening degree of the tight crack and difficult grouting by utilizing the lubricity of the water glass diluent and the criticality of the test block reaching the three-dimensional stress state.
2) According to the invention, the test block is installed in the near-empty state, the working condition after the tunnel excavation is simulated, the crack opening and dislocation process of the test block can be clearly monitored, the purpose of monitoring the crack anti-reflection process is achieved, and the crack opening and anti-reflection process can be accurately recorded.
3) According to the invention, after the grouting pipe is inserted into the grouting hole, the cyanoacrylate glue is used for fixing the rubber belt around the crack, so that the situation that grouting liquid leaks outside even if the crack moves in a staggered manner is guaranteed, and the requirement of high grouting pressure is met.
Drawings
FIG. 1 is a schematic system diagram of an embodiment of the present invention;
FIG. 2 is a schematic diagram of a shear-excited anti-reflection grouting test device according to an embodiment of the present invention;
FIG. 3 is a top view of a test block holder according to the present invention;
FIG. 4 is a front view of a test block fixture according to the present invention;
FIG. 5 is a side view of a test block fixture according to the present invention;
FIG. 6 is a front view of a pressure side plate according to the present invention;
FIG. 7 is a schematic illustration of a test block of a pre-formed fracture used in the present invention;
reference numerals:
19-fixing unit: 1-a test block fixing device;
20-pressing unit: 2-sliding loading side plates, 3-spring bearing plates, 4-normal pressure heads and 5-lateral pressure heads;
21-grouting unit: 12-grouting equipment, 14-sliding rollers, 15-high-strength grouting pipes, 16-roller bearings, 17-grouting holes and 18-roller tracks;
22-control unit: 6-normal displacement, stress sensor, 7-lateral displacement, stress sensor, 8-grouting pressure sensor, 9-crack strain sensor, 10-displacement meter, 11-control panel, 13-server, 23-sensor.
Detailed Description
In order that the above-recited objects, features and advantages of the present invention will become more readily apparent, a more particular description of the invention will be rendered by reference to specific embodiments thereof which are illustrated in the appended drawings.
The term "high strength" in the "high strength grouting pipe", "high strength steel plate" and the like as used in the present invention means that the strength of the grouting pipe, the steel plate and the like can withstand the maximum pressure required for the test.
As used herein, "monitorable" means that the crack opening and dislocation are monitorable under conditions where the crack is covered throughout the test.
Example 1
As shown in fig. 1-7, the embodiment provides a deep roadway surrounding rock tight fracture shear excitation anti-reflection grouting test device, which fully reduces the form of roadway surrounding rock fracture, simplifies the sealing process, and can clearly observe the fracture to monitor the expansion process of the fracture. Specifically, the device includes, fixed unit 19, the unit 20 that applies pressure, slip casting unit 21 and control unit 22, and the four mutually support, has constituted controllable test block crack analog device to the crack that produces is shutoff, carries out the surrounding rock slip casting, guarantees the slip casting effect. Specifically, the pressing unit 20 is arranged outside the fixing unit 19, the grouting unit 21 is connected with the fixing unit 19, the control unit 22 is connected with the pressing unit 20 and the grouting unit 21, when the grouting device is used, a test block is placed in the fixing unit 19, the pressing unit 20 presses the test block to generate cracks, then the grouting unit 21 performs grouting on the cracks, surrounding rock grouting operation is completed, and grouting effect is guaranteed. In the use process, the control unit 22 controls the operation of the pressing unit 20 and the grouting unit 21, and intelligently and accurately controls the size of cracks and the grouting flow.
Further, in the pressing unit 20, the sliding loading side plate 2 is connected with the lateral pressing head 5, and is arranged in the horizontal direction of the fixing unit 19, the spring bearing plate 3 is connected with the normal pressing head 4, and is arranged in the vertical direction of the fixing unit 19, the lower end of the sliding loading side plate 2 is slidably connected with the fixing unit 19 through the sliding roller 14, the roller bearing 16 and the roller track 18, and can move according to the size of a test block and the pushing distance of the pressing head in the loading process, so that the test block can be pressed in different directions, the generation of cracks is promoted, namely, the lateral pressing head 5 can push the sliding loading side plate 2 to move along the direction of the pulley track 18, the normal pressing head 4 moves vertically, and the spring bearing plate 3 is extruded, and the purpose of pressure loading is achieved. The spring bearing plate 3 consists of a high-strength steel plate and a high-strength spring, and can ensure that the pressure is unchanged after the test block reaches the three-dimensional stress state and the water injection glass diluent slides. Preferably, the pressing unit 20 is further connected to a power source, such as a hydraulic press. Preferably, the fixing unit 19, the sliding loading side plate 2 and the spring bearing plate 3 are made of steel, the fixing unit 19 is formed by welding high-strength steel plates to form the test block fixing device 1, the test block fixing device is free of the occurrence of uneven stress of the test block in the test process caused by splicing equipment, the test block fixing device 1 and the sliding loading side plate 2 can move relatively, the test block can be placed between the test block fixing device 1 and the sliding loading side plate 2, and the position of the sliding loading side plate 2 can be adjusted according to the size of the test block.
Further, the grouting unit 21 comprises grouting equipment 12, a high-strength grouting pipe 15 and grouting holes 17, one end of the high-strength grouting pipe 15 is connected with the grouting equipment 12, and the other end of the high-strength grouting pipe is connected with the grouting holes 17, so that slurry in the grouting equipment 12 is injected to the grouting holes 17, multi-stage controllable constant seepage pressure and seepage flow control can be realized, and errors caused by unstable seepage pressure can be reduced in a test. Preferably, the grouting equipment 12 is divided into a first grouting equipment 12a and a second grouting equipment 12b, and water glass diluent and MC-S double-liquid slurry are respectively injected into the grouting holes 17, so that grouting effect is ensured. Grouting device 12 is a water pump that communicates with a container for storing grouting fluid. The grouting holes 17 are uniformly formed in the test block, and after the grouting pipe 15 is inserted into the grouting holes 17, the surface of the crack and the grouting pipe can be sealed by using a rubber belt and cyanoacrylate glue.
Further, the control unit 22 includes a sensor 23, a control panel 11 and a server 13, the sensor 23 is electrically connected with the server 13, the server 13 is electrically connected with the control panel 11, and when in use, the server 13 displays information on the control panel 11 according to signals output by the sensor 23, and the control panel 11 includes a PLC and a switch button led out by the PLC. The test staff sends instructions to the server 13 through operating the control panel 11, adjusts the pressure, and simultaneously or independently loads normal pressure and vertical pressure to press the test block.
Further, the sensor 23 comprises a normal displacement installed on the vertical pressure head 4, a stress sensor 6, a lateral displacement installed on the lateral pressure head 5, a stress sensor 7, a grouting pressure sensor 8 and a fracture strain sensor 9, the normal direction, the lateral pressure and the fracture variation degree of the test block are respectively regulated and controlled, the expansion degree of the fracture is controlled, the fracture strain sensor 9 is connected with a displacement meter 10, the displacement meter 10 is connected with a fixing unit 19, the expansion and the dislocation of the test block in the fracture permeability-increasing process of the fixing unit 19 can be monitored, and preferably, the displacement meter 10 is distributed on two sides of the prefabricated fracture of the test block. Preferably, the grouting pressure sensor 8 is divided into a first grouting pressure sensor 8a and a second grouting pressure sensor 8b, which are respectively connected with the first grouting device 12a and the second grouting device 12b, and respectively regulate and control the injection pressure of the water glass diluent and the MC-S double-liquid slurry. Preferably, the lateral stress, the displacement sensor 7, the normal stress, the displacement sensor 6 and the displacement sensor 9 connected with the displacement meter 10 are connected to the server 13, so that the server 13 can collect and analyze data.
Example 2
In an exemplary embodiment of the present invention, a method for using the deep roadway surrounding rock tight fracture shear excitation anti-reflection grouting test device is provided, and the deep roadway surrounding rock tight fracture shear excitation anti-reflection grouting test device as described in embodiment 1 is used, including the following steps:
1) Building a deep roadway surrounding rock tight fracture shear excitation anti-reflection grouting test device as described in the embodiment 1;
2) Manufacturing a non-through jointed rock body with a certain inclination angle and a certain roughness by using cement mortar, and curing after the manufacturing is finished to obtain a test block with a prefabricated crack and an injection hole 17;
3) And placing the test block, and performing a shearing excitation anti-reflection grouting test. When the test is carried out, the equipment can be fixed on the test bed, so that the stability and the operation are convenient.
The main components of the cement mortar material used for manufacturing the test block are cement and sand, water is added to be mixed uniformly according to a certain proportion, the test block is put into a corresponding mould to finish the manufacturing of the test block, and the test block can meet the test requirement after being maintained in a maintenance box. The prepared test block is shown in FIG. 7, the inclination angle of the crack is preferably 30-90 degrees, and the crack is communicated with the grouting hole 17.
Referring to fig. 2, in the test, a test block fixing device 1 is placed on a test bench to be fixed, after a test block is installed, shearing excitation anti-reflection grouting can be performed, a multifunctional control panel 11 is connected through a server 13, a pressing unit 200 is controlled to apply normal pressure and lateral pressure to the test block until the test block reaches a three-dimensional stress state, pressure loading is completed, the joint of a crack surface, a grouting pipe 15 and a grouting hole 17 is sealed by using a rubber belt and cyanoacrylate glue, and then the control panel 11 is used for controlling the server 13 to operate a first grouting device 12a to perform water glass diluent grouting on the crack to induce rock shearing anti-reflection; and then through the control panel 11, the control server 13 operates the second grouting equipment 12b to perform MC-S double-slurry grouting on the cracks. The water glass diluent has certain lubricity, and in the test, the water glass diluent is used as an anti-reflection liquid, and because the water glass has certain lubricity, after the pressure loading system is pressurized to reach a three-dimensional stress state of crack sliding, the water glass diluent is injected into the crack, after the injection, the crack in the three-dimensional stress state is induced to perform shear sliding, a rough surface of the tight crack is stimulated to slide, the crack is induced to open, and the anti-reflection purpose is achieved. And after the anti-reflection reaches a preset value, injecting MC-S double-liquid slurry into the cracks to achieve the purpose of anti-reflection grouting of surrounding rocks of the roadway.
The device in this embodiment is designed for loading a test block, and when in use, after the test block is placed in the fixing unit 19, the pressurizing unit 20 is used to pressurize the test block normally and laterally, the displacement meter 10 is used to monitor the dislocation of the crack, when the test block reaches a three-dimensional stress state, and the displacement distance monitored by the displacement meter 10 is greater than 0.7mm, the first grouting device 12a is controlled to inject glass diluent into the crack, the lubricity of the water glass diluent is utilized to induce crack sliding to perform anti-reflection on the crack, and when the opening degree reaches a predetermined level, the second grouting device 12b is controlled to inject MC-S double slurry.
Due to the complexity of the geologic structure and many other factors, there are many varying degrees of tight fissures in the excavation of roadway rock mass. The existence of cracks seriously affects the stability of surrounding rock, and the problem of difficult small crack space grouting exists in the grouting process of the surrounding rock cracks of the roadway. Aiming at the problems of small opening degree of a tight fracture, difficult grouting, difficult sealing and difficult monitoring in the test process, the invention provides a convenient and quick deep roadway surrounding rock tight fracture shearing excitation anti-reflection grouting test device with a monitorable fracture and a use method. According to the system and the test method, a shearing excitation principle is utilized, after the test block reaches a three-dimensional stress state, a diluted sodium silicate solution is injected into the tight fracture, the lubricity of the fracture is increased, the effective normal stress of the fracture is reduced, the slip dislocation of the fracture along the fracture direction is promoted, the anti-reflection of the tight fracture is realized, a precondition is provided for grouting of roadway surrounding rock, meanwhile, the monitoring of the fracture anti-reflection development process can be realized, and grouting parameters such as grouting time, grouting pressure and the like are finally determined and optimized. The device mainly comprises a test block fixing part, a pressure loading mechanism, a grouting system, a crack monitoring system, a sensor, a controller and the like, can maximize the crack form after excavation of the surrounding rock of the reduction roadway, and is used for observing and monitoring through the sensor and a server, so that the sealing process is simplified, and cracks can be clearly observed to monitor the expansion process of the cracks.
It should be noted that the above embodiments are only for illustrating the technical solution of the present invention and not for limiting the same, and although the present invention has been described in detail with reference to the preferred embodiments, it should be understood by those skilled in the art that the technical solution of the present invention may be modified or substituted without departing from the spirit and scope of the technical solution of the present invention, which is intended to be covered in the scope of the claims of the present invention.
Claims (2)
1. The utility model provides a deep tunnel surrounding rock closely crack shear excitation anti-reflection slip casting test device which characterized in that: comprises a fixing unit (19), a pressing unit (20), a grouting unit (21) and a control unit (22);
the pressing unit (20) is arranged outside the fixing unit (19), the grouting unit (21) is connected with the fixing unit (19), and the control unit (22) is connected with the pressing unit (20) and the grouting unit (21);
in the pressing unit (20), a sliding loading side plate (2) is connected with a lateral pressing head (5), is arranged in the horizontal direction of the fixing unit (19), and a spring bearing plate (3) is connected with a normal pressing head (4) and is arranged in the vertical direction of the fixing unit (19); the lower end of the sliding loading side plate (2) is in sliding connection with the fixed unit (19) through a sliding roller (14), a roller bearing (16) and a roller track (18);
the grouting unit (21) comprises grouting equipment (12), a high-strength grouting pipe (15) and grouting holes (17), one end of the high-strength grouting pipe (15) is connected with the grouting equipment (12), and the other end of the high-strength grouting pipe is connected with the grouting holes (17);
the grouting equipment (12) is divided into a first grouting equipment (12 a) and a second grouting equipment (12 b), and water glass diluent and MC-S double-liquid slurry are respectively injected into the grouting holes (17);
the control unit (22) comprises a sensor (23), a control panel (11) and a server (13), wherein the sensor (23) is electrically connected with the server (13), and the server (13) is electrically connected with the control panel (11);
the sensor (23) comprises one or more of normal displacement, a stress sensor (6), lateral displacement, a stress sensor (7), a grouting pressure sensor (8) and a fracture strain sensor (9);
the grouting pressure sensor (8) is divided into a first grouting pressure sensor (8 a) and a second grouting pressure sensor (8 b), and is respectively connected with the first grouting equipment (12 a) and the second grouting equipment (12 b); the fracture strain sensor (9) is connected with the displacement meter (10), the displacement meter (10) is connected with the fixing unit (19), and the dislocation of the fracture of the test block in the fixing unit (19) is monitored.
2. A method for performing deep roadway surrounding rock tight fracture shear excitation anti-reflection grouting by using the device of claim 1, which is characterized in that: comprising the steps of (a) a step of,
(1) Manufacturing a non-through jointed rock body by using cement mortar, and curing after the manufacturing is completed to serve as a test block;
(2) Placing the test block into a fixing unit (19) for shearing excitation anti-reflection grouting;
the shearing excitation anti-reflection grouting is performed by firstly using a control panel (11), and a control server (13) operates a pressing unit (20) to apply pressure to a test block until the test block reaches a three-dimensional stress state to generate cracks; the control server (13) operates the first grouting equipment (12 a) to perform water glass diluent grouting on the cracks through the control panel (11), so that rock shearing and anti-reflection are induced; and then the control panel (11) controls the server (13) to operate the second grouting equipment (12 b) to perform ultra-fine cement-water glass double-liquid grouting on the cracks.
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| CN202011221302.3A CN112326945B (en) | 2020-11-05 | 2020-11-05 | Deep roadway surrounding rock tight fracture shear excitation anti-reflection grouting test device and method |
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| CN202011221302.3A CN112326945B (en) | 2020-11-05 | 2020-11-05 | Deep roadway surrounding rock tight fracture shear excitation anti-reflection grouting test device and method |
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| CN102419303B (en) * | 2011-08-15 | 2013-03-13 | 山东科技大学 | Crack grouting visualization tester under complex conditions |
| CN103033458A (en) * | 2012-12-24 | 2013-04-10 | 长江水利委员会长江科学院 | Indoor test system and test method for seepage characteristics of jointed rock mass |
| CN103277120B (en) * | 2013-06-19 | 2015-08-05 | 西安科技大学 | A kind of non-fully deeply freeze vertical thaw after water burst prevention and controls |
| CN104316447A (en) * | 2014-10-28 | 2015-01-28 | 中国矿业大学 | Fractured rock mass stress and seepage coupled testing system and method |
| CN105928853B (en) * | 2016-04-14 | 2019-04-02 | 中国科学院武汉岩土力学研究所 | It is a kind of examine tunnel broken surrounding rock grouting after block-water effect test method |
| CN106018748B (en) * | 2016-06-27 | 2018-01-23 | 山东科技大学 | A kind of Single Fracture rock mass fluid structurecoupling pilot system and test method |
| CN205719785U (en) * | 2016-06-28 | 2016-11-23 | 山东科技大学 | A kind of actual triaxial testing apparatus for simulating crack propagation |
| CN108445193B (en) * | 2018-06-04 | 2020-01-07 | 东北大学 | Grouting test system for prefabricated crack-containing rock mass under excavation stress and use method |
| CN109211668B (en) * | 2018-09-20 | 2021-07-16 | 中国矿业大学 | Coal-rock combination mining unloading test device and method |
| CN110108852B (en) * | 2019-04-26 | 2021-07-06 | 武汉科技大学 | Loading-controllable and size-adjustable analog simulation test device |
| CN110687253B (en) * | 2019-09-29 | 2020-08-25 | 武汉大学 | Rock sample internal crack manufacturing and grouting effect quantitative evaluation method |
| CN111638171B (en) * | 2020-06-12 | 2022-05-17 | 中国矿业大学 | Three-dimensional stress loading fractured rock mass splitting-infiltration grouting test device and method |
| CN111855441B (en) * | 2020-09-04 | 2024-06-14 | 福州大学 | Circulation shear test device under constant normal stiffness condition and application method thereof |
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2020
- 2020-11-05 CN CN202011221302.3A patent/CN112326945B/en active Active
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