CN111638170B - Two-way loading fractured rock visual fracturing grouting test device and method - Google Patents
Two-way loading fractured rock visual fracturing grouting test device and method Download PDFInfo
- Publication number
- CN111638170B CN111638170B CN202010529296.1A CN202010529296A CN111638170B CN 111638170 B CN111638170 B CN 111638170B CN 202010529296 A CN202010529296 A CN 202010529296A CN 111638170 B CN111638170 B CN 111638170B
- Authority
- CN
- China
- Prior art keywords
- grouting
- pressure
- steel plate
- rock mass
- fractured rock
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
- 239000011435 rock Substances 0.000 title claims abstract description 112
- 238000012360 testing method Methods 0.000 title claims abstract description 29
- 230000000007 visual effect Effects 0.000 title claims abstract description 20
- 238000000034 method Methods 0.000 title claims abstract description 15
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 115
- 239000010959 steel Substances 0.000 claims abstract description 115
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 37
- 239000007788 liquid Substances 0.000 claims abstract description 21
- 238000012544 monitoring process Methods 0.000 claims abstract description 14
- NIXOWILDQLNWCW-UHFFFAOYSA-N acrylic acid group Chemical group C(C=C)(=O)O NIXOWILDQLNWCW-UHFFFAOYSA-N 0.000 claims abstract description 12
- 239000002002 slurry Substances 0.000 claims abstract description 5
- 239000011440 grout Substances 0.000 claims description 23
- 238000007906 compression Methods 0.000 claims description 14
- 230000006835 compression Effects 0.000 claims description 13
- 230000001360 synchronised effect Effects 0.000 claims description 9
- 238000013461 design Methods 0.000 claims description 8
- 206010017076 Fracture Diseases 0.000 claims description 7
- 230000003014 reinforcing effect Effects 0.000 claims description 7
- 239000004568 cement Substances 0.000 claims description 6
- 208000010392 Bone Fractures Diseases 0.000 claims description 5
- 230000008859 change Effects 0.000 claims description 5
- 238000013508 migration Methods 0.000 claims description 5
- 230000005012 migration Effects 0.000 claims description 5
- 238000004140 cleaning Methods 0.000 claims description 3
- 238000002591 computed tomography Methods 0.000 claims description 3
- 239000002184 metal Substances 0.000 claims description 3
- 229940099259 vaseline Drugs 0.000 claims description 3
- 208000003044 Closed Fractures Diseases 0.000 claims description 2
- 208000002565 Open Fractures Diseases 0.000 claims description 2
- 238000010998 test method Methods 0.000 claims 7
- 238000007569 slipcasting Methods 0.000 claims 1
- 230000002457 bidirectional effect Effects 0.000 abstract description 7
- 230000000694 effects Effects 0.000 abstract description 5
- 230000008569 process Effects 0.000 abstract description 5
- 238000011160 research Methods 0.000 description 8
- 238000002474 experimental method Methods 0.000 description 5
- 230000001808 coupling effect Effects 0.000 description 3
- 238000010586 diagram Methods 0.000 description 3
- 238000009792 diffusion process Methods 0.000 description 3
- 239000011248 coating agent Substances 0.000 description 2
- 238000000576 coating method Methods 0.000 description 2
- 238000007596 consolidation process Methods 0.000 description 2
- 230000007246 mechanism Effects 0.000 description 2
- 230000009471 action Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000035515 penetration Effects 0.000 description 1
- 238000003825 pressing Methods 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
- 238000004088 simulation Methods 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
- 238000012800 visualization Methods 0.000 description 1
Images
Classifications
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N15/00—Investigating characteristics of particles; Investigating permeability, pore-volume, or surface-area of porous materials
- G01N15/08—Investigating permeability, pore-volume, or surface area of porous materials
- G01N15/082—Investigating permeability by forcing a fluid through a sample
- G01N15/0826—Investigating permeability by forcing a fluid through a sample and measuring fluid flow rate, i.e. permeation rate or pressure change
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N15/00—Investigating characteristics of particles; Investigating permeability, pore-volume, or surface-area of porous materials
- G01N15/08—Investigating permeability, pore-volume, or surface area of porous materials
- G01N15/0806—Details, e.g. sample holders, mounting samples for testing
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N23/00—Investigating or analysing materials by the use of wave or particle radiation, e.g. X-rays or neutrons, not covered by groups G01N3/00 – G01N17/00, G01N21/00 or G01N22/00
- G01N23/02—Investigating or analysing materials by the use of wave or particle radiation, e.g. X-rays or neutrons, not covered by groups G01N3/00 – G01N17/00, G01N21/00 or G01N22/00 by transmitting the radiation through the material
- G01N23/04—Investigating or analysing materials by the use of wave or particle radiation, e.g. X-rays or neutrons, not covered by groups G01N3/00 – G01N17/00, G01N21/00 or G01N22/00 by transmitting the radiation through the material and forming images of the material
- G01N23/046—Investigating or analysing materials by the use of wave or particle radiation, e.g. X-rays or neutrons, not covered by groups G01N3/00 – G01N17/00, G01N21/00 or G01N22/00 by transmitting the radiation through the material and forming images of the material using tomography, e.g. computed tomography [CT]
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/02—Details
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/08—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces
- G01N3/10—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces generated by pneumatic or hydraulic pressure
- G01N3/12—Pressure testing
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/0014—Type of force applied
- G01N2203/0016—Tensile or compressive
- G01N2203/0019—Compressive
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/0058—Kind of property studied
- G01N2203/006—Crack, flaws, fracture or rupture
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/02—Details not specific for a particular testing method
- G01N2203/025—Geometry of the test
- G01N2203/0256—Triaxial, i.e. the forces being applied along three normal axes of the specimen
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/02—Details not specific for a particular testing method
- G01N2203/026—Specifications of the specimen
- G01N2203/0298—Manufacturing or preparing specimens
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/02—Details not specific for a particular testing method
- G01N2203/06—Indicating or recording means; Sensing means
- G01N2203/0641—Indicating or recording means; Sensing means using optical, X-ray, ultraviolet, infrared or similar detectors
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2223/00—Investigating materials by wave or particle radiation
- G01N2223/10—Different kinds of radiation or particles
- G01N2223/101—Different kinds of radiation or particles electromagnetic radiation
- G01N2223/1016—X-ray
Abstract
The invention provides a visual split grouting test device and method for a bidirectional loading fractured rock mass, which are suitable for the field of geotechnical engineering. The device comprises a splitting steel plate box, a side pressure loading part, a grouting part, a stress monitoring part, a separated hydraulic jack and a high-speed camera. Axial pressure is applied through a loading device, lateral pressure is applied through water pressure by utilizing a lateral loading liquid sac, the scalability of the lateral loading liquid sac is combined with the characteristic of small rigidity of an axial pressure loading plate, and the corner effect of a loading fractured rock body is eliminated; moreover, the whole process of splitting grouting slurry transfer can be shot in real time by adopting a transparent acrylic plate; the rock samples are spliced according to different combinations to form a fractured rock mass, and fractures with different inclination angles in the rock mass are well simulated; the method solves the problem that the corner effect and invisibility in the loaded rock mass pattern are solved, and the fractured rock mass assembled in a spliced rock sample form is subjected to a fracture grouting test in a two-way stress state, so that the method has great significance for researching fracture grouting of the fractured rock mass.
Description
Technical Field
The invention relates to a grouting test device and method, in particular to a visual split grouting test device and method for a two-way loading fractured rock mass, which are suitable for physical simulation in the field of geotechnical engineering.
Background
The grouting theory is a basic theory under the multidisciplinary intersection, mainly relates to the disciplines of hydraulics, fractured rock mechanics, hydromechanics, consolidation mechanics and the like, mainly researches the flowing diffusion mode and the grouting consolidation mode of grouting grout in a rock body, and further theoretically establishes the relation among concerned grout parameters such as grout diffusion radius, grouting pressure, grout flow, grouting grout gel time and the like. At present, most scholars limit the research on penetration grouting and grout diffusion, and the research on existing split grouting is less. For the research of the fracturing grouting, most students use soil as a fracturing grouting object, and a few students research the fracturing grouting on rock masses.
Under the action of high pump pressure, some large cracks are filled with grout, the stress concentration at the end part of the cracks is greatly weakened or even disappears, the original crack expansion failure mechanism is changed, some closed cracks and small cracks which cannot be filled can be compressed or even closed, the elastic modulus and the strength of the surrounding rock are improved, some closed or weakly cemented cracks are split, a new crack grouting channel is formed, and finally, a crack grout concretion body framework is formed in the surrounding rock at a certain depth from a roadway to form a structural effect. The slurry-rock coupling effect is the key for researching the splitting grouting, and the process and the effect of the splitting grouting need to be effectively evaluated.
Disclosure of Invention
Aiming at the defects of the technology, the visualized fracturing grouting test device and method for the two-way loading fractured rock mass can simulate and analyze the fracturing grouting generation and slurry migration mechanism of fractured rock masses with different inclination angles under the two-way stress condition in a visualized fracturing grouting experiment of splicing combined fractured rock mass under the two-way stress condition.
In order to achieve the technical purpose, the visual splitting grouting test device for the bidirectional loading fractured rock body comprises a splitting steel plate box, a lateral pressure loading part, a grouting part, a stress monitoring part, a separated hydraulic jack and a high-speed camera, wherein:
the splitting steel plate box is internally provided with a fractured rock mass and comprises an axial compression loading plate, a steel plate frame, a hollow steel plate and a transparent acrylic plate; the steel plate frame is a metal box structure with the rest roofs as steel plates except the front roof, the fractured rock mass is arranged in the steel plate frame, an axial compression loading plate which completely covers the fractured rock mass and is matched with the fractured rock mass in size is arranged between the top surface of the steel plate frame and the fractured rock mass, a synchronous hydraulic cylinder of the separated hydraulic jack is arranged between the axial compression loading plate and the top surface of the steel plate frame, and the synchronous hydraulic cylinder is connected with a main body of the separated hydraulic jack through a pipeline; the transparent acrylic plate is fixed on one side of the front surface of the steel plate frame through a hollow steel plate, a threaded hole is formed in the center of the hollow steel plate, a grouting hole is formed in the center of the steel plate behind the steel plate frame, and a water inlet hole is formed in the center of the left steel plate;
the side pressure loading part comprises a side loading liquid bag, a side loading top plate, a pressurizing water inlet pipe, a pressure reducing valve, a manual pressurizing pump, a side pressure rubber gasket and a water inlet pipeline; the loading liquid bag is arranged in the steel plate frame, the loading liquid bag structure is matched with the left surface of the steel plate frame to just cover the left surface of the internal crack rock mass, the lateral loading liquid bag is fixed on the left surface of the steel plate frame by the lateral loading top plate, a lateral pressure rubber gasket is arranged between the steel plate frame and the lateral loading top plate, the manual pressure pump is connected with the pressure water inlet pipe through a water inlet pipeline, the pressure water inlet pipe penetrates through the left surface of the steel plate frame through a water inlet hole to be connected with the loading liquid bag, valves are arranged on the pressure water inlet pipe and the water inlet pipeline, and a pressure reducing valve is arranged on the water inlet pipeline between the two valves;
the grouting part comprises a grouting pipe, a small transparent rubber waterproof gasket, a large transparent rubber gasket, a grouting pipe reinforcing nut, a pressure transmitter, a flowmeter, a grouting pump, a grouting pipeline and a valve; the grouting pump is connected with a grouting pipe through a grouting pipeline, valves are arranged at two ends of the grouting pipeline, a pressure transmitter and a flowmeter are respectively arranged on the grouting pipeline, the pressure transmitter is connected with a paperless recorder through a line, the grouting pipe penetrates through the head of a grouting hole in the back of the steel plate frame and is fixed with a threaded hole in the center of the hollowed-out steel plate in a threaded manner, the tail end of the grouting pipe left at the outer side in the back of the steel plate frame is fixed through a grouting pipe reinforcing nut, the head of the grouting pipe falls into the front steel plate and is blocked, the grouting pipe penetrates through a fractured rock mass and is provided with a plurality of grout outlet holes in a perforated pipe structure, and valves are arranged at the joint of the grouting pipeline, the grouting pipe and the grouting pump;
the stress monitoring part comprises a plurality of pressure boxes, a data processor and a computer; the pressure boxes are fixed below the steel plate frame, the left side of the steel plate frame is in contact with the fractured rock mass, rubber circular gaskets are arranged on the contact surfaces of the pressure boxes and the steel plate frame, and all the lines of the pressure boxes are connected with a computer through a data processor; the high-speed camera is arranged in front of the transparent acrylic plate which is arranged right opposite to the steel plate frame.
The fractured rock mass is formed by mutually assembling a plurality of small samples, the preset position of the grouting pipe is just positioned at the joint of the small samples, and all the pressure boxes are arranged at the central position of the small sample contact surface.
The small patterns in the fractured rock mass are formed by cutting a whole rock mass or formed by grinding and combining a plurality of different patterns.
The small patterns are same in size, and are combined in different arrangement modes to simulate natural fractures at different inclination angles, the fractured rock body (1) is combined according to different arrangement modes, and at least six cutting modes exist, wherein alpha is 0 degrees and beta is 0 degrees, alpha is 0 degrees and beta is 30 degrees, alpha is 0 degrees and beta is 45 degrees, alpha is 0 degrees and beta is 60 degrees, alpha is 30 degrees and beta is 30 degrees, and alpha is 45 degrees and beta is 45 degrees; alpha represents the inclination angle of the horizontal crack and the horizontal direction, and beta represents the inclination angle of the vertical crack and the vertical direction.
The small waterproof transparent rubber gasket and the large transparent rubber gasket are sequentially arranged between the back of the steel plate frame provided with the grouting hole and the fractured rock mass, and the small waterproof transparent rubber gasket and the large transparent rubber gasket are also sequentially arranged between the steel plate frame and the hollowed-out steel plate, so that the fracturing grouting under high pressure is realized.
The hollow steel plate is connected with the steel plate frame through butt plates and bolt holes.
An experimental method of a visual split grouting test device for a bidirectional loading fractured rock mass comprises the following steps:
s1, firstly, cutting the prepared rock mass test piece according to an arrangement and combination mode to form a small test piece, then coating vaseline on the surface of the small test piece, and arranging the small test piece in a steel plate frame according to a designed combination mode to form a fractured rock mass;
s2, mounting the splitting steel plate box, the lateral pressure loading part, the grouting part, the stress monitoring part, the separated hydraulic jack and the high-speed camera in place;
s3, slowly moving the axial pressure loading plate by using a separated hydraulic jack so as to apply axial pressure to the fractured rock mass, simultaneously injecting water into the lateral loading liquid bag by using a manual pressure pump so as to pressurize the fractured rock mass without lateral dead angles, keeping the axial pressure and the lateral pressure synchronously increased and the axial pressure not less than the lateral pressure, and stopping synchronously pressurizing the axial pressure and the lateral pressure when the pressure reaches a designed value;
s4, continuously pressurizing the axle pressure by changing the loading rate of the axle pressure until the axle pressure reaches a design value;
s5 grouting by using a manual grouting pump, recording the change of grouting pressure by using a paperless recorder, monitoring the stress change of a small sample at the boundary of a fractured rock mass by using a pressure box, recording the grouting amount according to a grouting test piece by using a flowmeter, and shooting once at intervals by using a high-speed camera until the grouting pressure suddenly drops, judging that the fractured rock mass is split into an open fracture from a closed fracture, stopping grouting, and closing all valves on a grouting pipeline;
s6, removing the grouting pipe in the grouting part and a device outside a valve close to the grouting pipe, keeping the grout bearing pressure in the fractured rock mass, placing for about a day, disassembling and cleaning the device after the grout is solidified, maintaining the assembled fractured rock mass for ten days, observing the fracturing condition of the fractured rock mass, and further carrying out deep research on the fracturing migration condition of the grout in the fractured rock mass by utilizing CT scanning.
The design reference value for stopping synchronous pressurization of the axial pressure and the lateral pressure is 3MPa, and the design reference values for applying the axial pressure to the fractured rock mass (1) are 3MPa, 6MPa, 9MPa, 12MPa and 15 MPa.
Has the advantages that:
1) the experimental device can realize the splitting grouting experiment under the condition of bidirectional stress under different lateral coefficients, study the influence of the lateral coefficients on the splitting grouting and study the rock-grout coupling effect;
2) the experimental device realizes the visualization of the splitting grouting process by adopting the transparent acrylic plate, and is beneficial to researching the splitting grouting slurry migration process;
3) the fractured rock mass adopted by the experimental device is formed by splicing samples in different combination modes, the change of fracture inclination angles can be realized by adjusting the splicing method, and the influence of different fracture inclination angles on fracturing grouting under the condition of certain lateral coefficient stress can be researched;
4) the invention greatly enriches the research in the field of visual fractured rock mass grouting experiments under stress conditions;
5) performing visual splitting grouting under a two-way stress condition, visually observing the opening of a closed crack and the further closing evolution of a crack close to the closed crack in the splitting grouting process, and effectively evaluating the splitting grouting effect; applying pressure to the fractured rock body by adopting bidirectional stress, researching the influence of a lateral coefficient on the fracturing grouting, and revealing a slurry-rock coupling effect; researching the influence degree of a fracture inclination angle on split grouting through a fractured rock mass combined in different splicing modes; the visual split grouting research is systematically and comprehensively carried out in the aspects of lateral coefficients, fracture inclination angles and grouting pressure.
Drawings
FIG. 1 is a schematic structural diagram of a visual split grouting test device for a bidirectional loading fractured rock mass according to the invention;
FIG. 2 is a schematic structural view of a grouting part of the present invention;
FIG. 3 is a schematic view of the structure of the hollowed-out steel plate of the present invention;
FIG. 4 is a schematic diagram of a splicing surface of a steel plate frame according to the present invention;
FIG. 5 is a diagram of the combination of the fractured rock mass samples of the invention.
Wherein, 1-fractured rock mass, 2-axial compression loading plate, 3-steel plate frame, 4-hollowed steel plate, 5-lateral compression liquid sac, 6-lateral loading top plate, 7-compression water inlet pipe, 8-pressure reducing valve, 9-valve, 10-manual pressure pump, 11-lateral compression rubber gasket, 12-grouting pipe, 13-small transparent rubber gasket, 14-large transparent rubber gasket, 15-grouting pipe reinforcing nut, 16-grouting pipe thread, 17-bolt hole, 18-grouting pipe top thread hole, 19-grout outlet, 20-butt plate, 21-sealing ring, 22-lateral compression loading part, 23-grouting part, 24-split steel plate box, 25-transparent acrylic plate, 26-pressure transmitter, 27-flowmeter, 28-grouting pump, 29-grouting pipe, 30-water inlet pipe, 31-paperless recorder, 32-stress monitoring part, 33-high-speed camera, 34-pressure box, 35-data processor, 36-computer, 37-separated hydraulic jack, 38-rubber ring gasket.
Detailed Description
The invention is described in further detail below with reference to the figures and the specific examples.
The visual splitting grouting test device for the two-way loading fractured rock mass shown in figure 1 comprises a splitting steel plate box 24, a side pressure loading part 22, a grouting part 23, a stress monitoring part 32, a separated hydraulic jack 37 and a high-speed camera 33, wherein:
the fractured rock mass 1 is arranged in the fractured steel plate box 24, and the fractured steel plate box comprises an axial compression loading plate 2, a steel plate frame 3, a hollow steel plate 4 and a transparent acrylic plate 25; the steel plate frame 3 is a metal box structure with the rest roofs as steel plates except the front roof, the fractured rock mass 1 is arranged in the steel plate frame 3, an axial compression loading plate 2 which completely covers the fractured rock mass 1 and is matched with the fractured rock mass 1 in size is arranged between the top surface of the steel plate frame 3 and the fractured rock mass 1, a synchronous hydraulic cylinder of a separated hydraulic jack 37 is arranged between the axial compression loading plate 2 and the top surface of the steel plate frame 3, and the synchronous hydraulic cylinder is connected with a separated hydraulic jack main body through a pipeline; the transparent acrylic plate 25 is fixed on one front surface of the steel plate frame 3 through the hollow steel plate 4, the hollow steel plate 4 is connected with the steel plate frame 3 through the butt plate 20 and the bolt hole 17 by bolts, the center of the hollow steel plate 4 is provided with the threaded hole 18, the center of the steel plate behind the steel plate frame 3 is provided with the grouting hole, and the center of the steel plate on the left side is provided with the water inlet hole;
the side pressure loading part 22 comprises a side loading liquid bag 5, a side loading top plate 6, a pressurizing water inlet pipe 7, a pressure reducing valve 8, a valve 9, a manual pressurizing pump 10, a side pressure rubber gasket 11 and a water inlet pipeline 30; the loading liquid sac 5 is arranged in the steel plate frame 3, the loading liquid sac structure is matched with the left surface of the steel plate frame 3 and just covers the left surface of the fractured rock mass 1, the lateral loading liquid sac 5 is fixed on the left surface of the steel plate frame 3 through the lateral loading top plate 6, a lateral pressure rubber gasket 11 is arranged between the steel plate frame 3 and the lateral loading top plate 6, the manual pressure pump 10 is connected 7 with the pressure water inlet pipe through a water inlet pipeline 30, the pressure water inlet pipe 7 penetrates through the left surface of the steel plate frame 3 through a water inlet hole and is connected with the loading liquid sac 5, valves 9 are arranged on the pressure water inlet pipe 7 and the water inlet pipeline 30, and a pressure reducing valve 8 is arranged on the water inlet pipeline 30 between the two valves 9;
the grouting part 23 comprises a grouting pipe 12, a small transparent rubber waterproof gasket 13, a large transparent rubber gasket 14, a grouting pipe reinforcing nut 15, a pressure transmitter 26, a flowmeter 27, a grouting pump 28, a grouting pipeline 29 and a valve 9; the grouting pump 28 is connected with the grouting pipe 12 through a grouting pipe 29, valves 9 are arranged at two ends of the grouting pipe 29, a pressure transmitter 26 and a flow meter 27 are respectively arranged on the grouting pipe 29, the pressure transmitter 26 is connected with a paperless recorder 31 through a line, the grouting pipe 12 penetrates through the head of the grouting hole at the back of the steel plate frame 3 and is fixed with a threaded hole 18 at the center of the hollowed-out steel plate 4 in a threaded manner, a small transparent rubber waterproof gasket 13 and a large transparent rubber gasket 14 are sequentially arranged between the back of the grouting hole of the steel plate frame 3 and the fractured rock mass 1, the small transparent rubber waterproof gasket 13 and the large transparent rubber gasket 14 are also sequentially arranged between the steel plate frame 3 and the hollowed-out steel plate 4, so that the split grouting under high pressure is realized, the tail end of the grouting pipe 12 left at the outer side of the back of the steel plate frame 3 is fixed through a grouting pipe reinforcing nut 15, the head of the grouting pipe 12 falls into the front steel plate to be blocked, the grouting pipe 12 penetrates through the fractured rock mass 1 and is of a perforated pipe structure and provided with a plurality of grout outlet holes 19, and a valve 9 is arranged at the joint of the grouting pipeline 29, the grouting pipe 12 and the grouting pump 28;
the stress monitoring portion 32 includes a plurality of pressure cells 34, a data processor 35, and a computer 36; the pressure boxes 34 are fixed below the steel plate frame 3, the left side of the steel plate frame is in contact with the fractured rock mass 1, rubber ring gaskets 38 are arranged on the steel plate contact surfaces of the pressure boxes 34 and the steel plate frame 3, and all the lines of the pressure boxes 34 are connected with a computer 36 through a data processor 35; the high-speed camera 33 is arranged in front of the transparent acrylic plate 25 which is installed right opposite to the steel plate frame 3.
The fractured rock mass 1 is formed by mutually assembling a plurality of small samples, the preset position of the grouting pipe 12 is just positioned at the joint of the mutually assembled small samples, and all the pressure boxes 34 are arranged at the central positions of the contact surfaces of the small samples; the small patterns in the fractured rock mass 1 are formed by cutting a whole rock mass or by grinding and combining a plurality of different patterns; the small pieces are same in size, and are combined in different arrangement modes to simulate natural fractures at different inclination angles, the fractured rock body 1 is combined according to different arrangement modes, and at least six cutting modes exist, wherein alpha is 0 degrees beta, beta is 30 degrees, alpha is 0 degrees beta is 45 degrees, alpha is 0 degrees beta is 60 degrees, alpha is 30 degrees beta is 30 degrees, and alpha is 45 degrees beta; alpha represents the inclination angle of the horizontal crack and the horizontal direction, and beta represents the inclination angle of the vertical crack and the vertical direction.
An experimental method of a visual split grouting test device for a bidirectional loading fractured rock mass comprises the following steps:
s1, firstly, cutting the prepared rock mass test piece according to an arrangement and combination mode to form a small test piece, then coating vaseline on the surface of the small test piece, and arranging the small test piece in the steel plate frame 3 according to a designed combination mode to form a fractured rock mass 1;
s2, mounting the splitting steel plate box 24, the lateral pressure loading part 22, the grouting part 23, the stress monitoring part 32, the separated hydraulic jack 37 and the high-speed camera 33 in place;
s3, slowly moving the axial pressure loading plate 2 by using the separated hydraulic jack 37 so as to apply axial pressure to the fractured rock mass 1, injecting water into the lateral loading liquid bag 5 by using the manual pressure pump 10 so as to pressurize the fractured rock mass 1 without lateral dead angles, keeping the axial pressure and the lateral pressure synchronously increased and the axial pressure not less than the lateral pressure, and stopping the synchronous pressurization of the axial pressure and the lateral pressure when the pressure reaches the design value of 3 MPa; grouting is carried out by adopting cement grout with the water cement ratio of 0.6-0.8 and adopting superfine cement;
s4, continuously pressurizing the axial pressure until the design value is 3MPa, 6MPa, 9MPa, 12MPa or 15MPa by changing the loading rate of the axial pressure;
s5 grouting by using a manual grouting pump 28, recording grouting pressure changes by using a paperless recorder 31, monitoring stress changes of small samples at the boundary of the fractured rock mass 1 by using a pressure box 24, recording grouting amount according to a grouting test piece by using a flowmeter 27, simultaneously shooting once at intervals of 0.5 by using a high-speed camera 33 until grouting pressure suddenly drops, judging that the fractured rock mass 1 is split from a closed crack into an open crack at the moment, stopping grouting, and closing all valves 9 on a grouting pipeline 29;
s6, removing a grouting pipe in the grouting part and a device outside the valve 9 close to the grouting pipe 12, and cleaning the removed equipment; the grout which keeps bearing pressure in the fractured rock mass 1 is placed for about 20 days, the device is disassembled and cleaned after the grout is solidified, the assembled fractured rock mass 1 ten-day test piece is maintained, the fracturing condition of the fractured rock mass 1 is observed, and further the fracturing migration condition of the grout in the fractured rock mass 1 can be deeply researched by utilizing CT scanning.
Claims (7)
1. A two-way loading fractured rock visual fracturing grouting test method is characterized by comprising the following steps: the visual split grouting test device of two-way loading fractured rock mass that it used includes split steel sheet case (24), side pressure loading part (22), slip casting part (23), stress monitoring part (32), disconnect-type hydraulic jack (37) and high-speed camera (33), wherein:
the fractured rock mass (1) is arranged in the fractured steel plate box (24), and the fractured steel plate box (24) comprises an axial compression loading plate (2), a steel plate frame (3), a hollow steel plate (4) and a transparent acrylic plate (25); the steel plate framework (3) is a metal box structure with five surfaces except the front surface as steel plates, the fractured rock mass (1) is arranged in the steel plate framework (3), an axial compression loading plate (2) which completely covers the fractured rock mass (1) and is matched with the fractured rock mass in size is arranged between the top surface of the steel plate framework (3) and the fractured rock mass (1), a synchronous hydraulic cylinder of a separated hydraulic jack (37) is arranged between the axial compression loading plate (2) and the top surface of the steel plate framework (3), and the synchronous hydraulic cylinder is connected with a separated hydraulic jack main body through a pipeline; the transparent acrylic plate (25) is fixed in front of the steel plate frame (3) through the hollow steel plate (4), a threaded hole (18) is formed in the center of the hollow steel plate (4), a grouting hole is formed in the center of the steel plate behind the steel plate frame (3), and a water inlet hole is formed in the center of the steel plate on the left;
the lateral pressure loading part (22) comprises a lateral loading liquid bag (5), a lateral loading top plate (6), a pressurizing water inlet pipe (7), a pressure reducing valve (8), a valve (9), a manual pressurizing pump (10), a lateral pressure rubber gasket (11) and a water inlet pipeline (30); the loading liquid sac (5) is arranged in a steel plate frame (3), the loading liquid sac structure is matched with the left surface of the steel plate frame (3) and just covers the left surface of an internal fracture rock body (1), the lateral loading liquid sac (5) is fixed on the left surface of the steel plate frame (3) through a lateral loading top plate (6), a lateral pressure rubber gasket (11) is arranged between the steel plate frame (3) and the lateral loading top plate (6), a manual pressure pump (10) is connected with a pressure water inlet pipe (7) through a water inlet pipeline (30), the pressure water inlet pipe (7) penetrates through the left surface of the steel plate frame (3) through a water inlet hole and is connected with the loading liquid sac (5), valves (9) are arranged on the pressure water inlet pipe (7) and the water inlet pipeline (30), and a pressure reducing valve (8) is arranged on the water inlet pipeline (30) between the two valves (9);
the grouting part (23) comprises a grouting pipe (12), a small transparent rubber waterproof gasket (13), a large transparent rubber gasket (14), a grouting pipe reinforcing nut (15), a pressure transmitter (26), a flowmeter (27), a grouting pump (28), a grouting pipeline (29) and a valve (9); the grouting pump (28) is connected with the grouting pipe (12) through a grouting pipeline (29), valves (9) are arranged at two ends of the grouting pipeline (29), a pressure transmitter (26) and a flow meter (27) are respectively arranged on the grouting pipeline (29), the pressure transmitter (26) is connected with a paperless recorder (31) through a line, the grouting pipe (12) penetrates through a grouting hole in the back of the steel plate frame (3), the grouting pipe is fixed with a threaded hole (18) in the center of a hollowed steel plate (4) in a threaded manner, the tail end of a grouting pipe (12) left on the outer side of the rear part of a steel plate frame (3) is fixed through a grouting pipe reinforcing nut (15), the steel plate with the head part falling into the front part of the grouting pipe (12) is plugged, the grouting pipe (12) penetrates through a fractured rock body (1), the structure of the perforated pipe is provided with a plurality of grout outlet holes (19), and the joints of a grouting pipeline (29), a grouting pipe (12) and a grouting pump (28) are provided with valves (9);
the stress monitoring part (32) comprises a plurality of pressure boxes (34), a data processor (35) and a computer (36); the pressure boxes (34) are fixed below the steel plate frame (3) and the left side of the steel plate frame is in contact with the fractured rock mass (1), rubber ring gaskets (38) are arranged on the steel plate contact surfaces of the pressure boxes (34) and the steel plate frame (3), and the lines of the pressure boxes (34) are connected with a computer (36) through a data processor (35); the high-speed camera (33) is arranged in front of the transparent acrylic plate (25) which is opposite to the steel plate frame (3);
the method comprises the following specific steps:
s1, cutting the prepared rock mass test piece according to the arrangement and combination mode to form a small test piece, smearing Vaseline on the surface of the small test piece, and arranging the small test piece in the steel plate frame (3) according to the designed combination mode to form the fractured rock mass (1);
s2, mounting the splitting steel plate box (24), the lateral pressure loading part (22), the grouting part (23), the stress monitoring part (32), the separated hydraulic jack (37) and the high-speed camera (33) in place;
s3, slowly moving the axial pressure loading plate (2) by using the separated hydraulic jack (37) so as to apply axial pressure to the fractured rock mass (1), simultaneously injecting water into the lateral loading liquid bag (5) by using the manual pressure pump (10) to pressurize the fractured rock mass (1) without lateral dead angles, keeping the axial pressure and the lateral pressure synchronously increased and the axial pressure not less than the lateral pressure, and stopping synchronously pressurizing the axial pressure and the lateral pressure when the pressure reaches a designed value; the slurry is cement slurry with a water-cement ratio of 0.6-0.8, and superfine cement is adopted;
s4, continuously pressurizing the axle pressure by changing the loading rate of the axle pressure until the axle pressure reaches a design value;
s5, grouting by using a manual grouting pump (28), recording the change of grouting pressure by using a paperless recorder (31), monitoring the stress change of a small sample at the boundary of a fractured rock body (1) by using a pressure box (34), recording the grouting amount by using a flowmeter (27) according to a grouting test piece, simultaneously shooting once every 0.5S by using a high-speed camera (33) until the grouting pressure suddenly drops, judging that the fractured rock body (1) is split into an open fracture from a closed fracture at the moment, stopping grouting, and closing all valves (9) on a grouting pipeline (29);
s6, removing a grouting pipe in the grouting part and devices outside a valve (9) close to the grouting pipe (12), and cleaning the removed devices; the grout keeping the pressure bearing in the fractured rock mass (1) is placed for about 20 days, the device is disassembled and cleaned after the grout is solidified, the assembled fractured rock mass (1) is maintained for ten days, the fracturing condition of the fractured rock mass (1) is observed, and further the fracturing migration condition of the grout in the fractured rock mass (1) can be deeply researched by utilizing CT scanning.
2. The visual split grouting test method for the two-way loading fractured rock mass according to claim 1, characterized by comprising the following steps: the fractured rock mass (1) is formed by mutually assembling a plurality of small samples, the preset position of the grouting pipe (12) is just positioned at the joint of the mutually assembled small samples, and all the pressure boxes (34) are arranged at the central position of the contact surface of the small samples.
3. The visual split grouting test method for the two-way loading fractured rock mass according to claim 2, characterized in that: the small patterns in the fractured rock mass (1) are formed by cutting a whole rock mass or formed by grinding and combining a plurality of different patterns.
4. The visual split grouting test method for the two-way loading fractured rock mass according to claim 2, characterized in that: the small patterns are same in size and are combined in different arrangements to simulate natural fissures at different inclination angles, and the fractured rock mass (1) is combined in different arrangements, and at least six cutting ways exist, wherein the cutting ways are alpha =0 degrees beta =0 degrees, alpha =0 degrees beta =30 degrees, alpha =0 degrees beta =45 degrees, alpha =0 degrees beta =60 degrees, alpha =30 degrees beta =30 degrees, and alpha =45 degrees beta =45 degrees; alpha represents the inclination angle of the horizontal crack and the horizontal direction, and beta represents the inclination angle of the vertical crack and the vertical direction.
5. The visual split grouting test method for the two-way loading fractured rock mass according to claim 1, characterized by comprising the following steps: a small transparent rubber waterproof gasket (13) and a large transparent rubber gasket (14) are sequentially arranged between the back of the steel plate frame (3) provided with the grouting hole and the fractured rock mass (1), and the small transparent rubber waterproof gasket (13) and the large transparent rubber gasket (14) are also sequentially arranged between the steel plate frame (3) and the hollowed-out steel plate (4), so that the fracturing grouting under high pressure is realized.
6. The visual split grouting test method for the two-way loading fractured rock mass according to claim 1, characterized by comprising the following steps: the hollow steel plate (4) is connected with the steel plate frame (3) through butt plates (20) and bolt holes (17) in a bolt mode.
7. The visual split grouting test method for the two-way loading fractured rock mass according to claim 1, which is characterized by comprising the following steps: the design reference value for stopping synchronous pressurization of the axial pressure and the lateral pressure is 3MPa, and the design reference values for applying the axial pressure to the fractured rock mass (1) are 3MPa, 6MPa, 9MPa, 12MPa and 15 MPa.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010529296.1A CN111638170B (en) | 2020-06-11 | 2020-06-11 | Two-way loading fractured rock visual fracturing grouting test device and method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010529296.1A CN111638170B (en) | 2020-06-11 | 2020-06-11 | Two-way loading fractured rock visual fracturing grouting test device and method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN111638170A CN111638170A (en) | 2020-09-08 |
| CN111638170B true CN111638170B (en) | 2021-09-21 |
Family
ID=72328835
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202010529296.1A Active CN111638170B (en) | 2020-06-11 | 2020-06-11 | Two-way loading fractured rock visual fracturing grouting test device and method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN111638170B (en) |
Families Citing this family (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112697652A (en) * | 2020-11-30 | 2021-04-23 | 云南建设投资控股集团有限公司 | Experimental device for be used for indoor simulation soil body splitting slip casting |
| CN113504095B (en) * | 2021-07-08 | 2023-09-01 | 河南神火煤电股份有限公司 | Method for testing cementing strength of crack grouting interface of extremely soft mudstone |
| CN113654817A (en) * | 2021-07-20 | 2021-11-16 | 中国矿业大学 | Multifunctional three-dimensional similar material simulation test system |
| CN114166720A (en) * | 2021-12-07 | 2022-03-11 | 西南石油大学 | Method for testing flow conductivity of reservoir fracturing fracture |
| CN114152510B (en) * | 2021-12-28 | 2023-12-22 | 中国海洋大学 | Dynamic water grouting reinforcement model test device and test method for water-rich broken rock layer |
| CN114397238A (en) * | 2022-01-24 | 2022-04-26 | 中国矿业大学 | Coal-rock mass three-dimensional visual grouting test device and use method |
| CN115015251B (en) * | 2022-06-01 | 2024-03-12 | 青岛理工大学 | Visual three-dimensional crack grouting experiment system and method under multiple acting forces |
| CN115266476A (en) * | 2022-07-13 | 2022-11-01 | 河南理工大学 | Coal rock fracture visual grouting device and test method |
| CN115127930A (en) * | 2022-08-31 | 2022-09-30 | 山西焦煤集团有限责任公司 | Device and method for dynamically measuring leakage limit of grouting material |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1945268A (en) * | 2006-10-23 | 2007-04-11 | 中国矿业大学(北京) | Real three shaft pressure box |
| CN103266888A (en) * | 2013-05-21 | 2013-08-28 | 中国石油大学(华东) | System and method for visualization fracturing simulation experiment |
| CN108287230A (en) * | 2018-03-09 | 2018-07-17 | 中国矿业大学(北京) | Fissured waterbearing stratum multiple holes grouting reinforces Multifunctional crab formula testing stand |
| CN109211754A (en) * | 2018-09-29 | 2019-01-15 | 中国矿业大学 | A kind of Permeability Oe Coal And Porous Rock And Fractured Rock measurement device and method |
| CN109540788A (en) * | 2018-12-03 | 2019-03-29 | 湖南大学 | Simulation ground pressure acts on the test method and system of lower ground and anchoring body adhesive property |
| CN109682688A (en) * | 2019-01-14 | 2019-04-26 | 浙江大学 | Hypergravity two dimension strata model experimental provision and method |
| CN109855974A (en) * | 2019-02-27 | 2019-06-07 | 重庆大学 | Cover stress and deformation characteristic test method based on analog simulation pilot system |
| CN111257538A (en) * | 2020-02-20 | 2020-06-09 | 武汉大学 | Fractured rock mass grouting simulation visualization test system and method considering stress effect |
-
2020
- 2020-06-11 CN CN202010529296.1A patent/CN111638170B/en active Active
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1945268A (en) * | 2006-10-23 | 2007-04-11 | 中国矿业大学(北京) | Real three shaft pressure box |
| CN103266888A (en) * | 2013-05-21 | 2013-08-28 | 中国石油大学(华东) | System and method for visualization fracturing simulation experiment |
| CN108287230A (en) * | 2018-03-09 | 2018-07-17 | 中国矿业大学(北京) | Fissured waterbearing stratum multiple holes grouting reinforces Multifunctional crab formula testing stand |
| CN109211754A (en) * | 2018-09-29 | 2019-01-15 | 中国矿业大学 | A kind of Permeability Oe Coal And Porous Rock And Fractured Rock measurement device and method |
| CN109540788A (en) * | 2018-12-03 | 2019-03-29 | 湖南大学 | Simulation ground pressure acts on the test method and system of lower ground and anchoring body adhesive property |
| CN109682688A (en) * | 2019-01-14 | 2019-04-26 | 浙江大学 | Hypergravity two dimension strata model experimental provision and method |
| CN109855974A (en) * | 2019-02-27 | 2019-06-07 | 重庆大学 | Cover stress and deformation characteristic test method based on analog simulation pilot system |
| CN111257538A (en) * | 2020-02-20 | 2020-06-09 | 武汉大学 | Fractured rock mass grouting simulation visualization test system and method considering stress effect |
Also Published As
| Publication number | Publication date |
|---|---|
| CN111638170A (en) | 2020-09-08 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN111638170B (en) | Two-way loading fractured rock visual fracturing grouting test device and method | |
| CN110296928B (en) | Device and method for simulating visual fracture seepage by using magnetofluid | |
| CN108386177B (en) | Real-time monitoring experiment system and method for three-dimensional multilayer multi-well fracturing support crack | |
| Niu et al. | Experimental study on crack coalescence behavior of double unparallel fissure-contained sandstone specimens subjected to freeze-thaw cycles under uniaxial compression | |
| CN111638171B (en) | Three-dimensional stress loading fractured rock mass splitting-infiltration grouting test device and method | |
| CN110346216B (en) | Coal rock triaxial loading test device and method under condition of simulated tunneling disturbance | |
| Lee et al. | Laboratory study of borehole breakouts in Lac du Bonnet granite: a case of extensile failure mechanism | |
| CN104963673A (en) | Visualization experiment device for simulating temporary plugging of hydraulic fractures by fiber diversion agent | |
| CN105784976B (en) | A kind of method of testing using rock mass dynamic unloading effect tester for testing | |
| Zhang et al. | Impact of the distance between pre-existing fracture and wellbore on hydraulic fracture propagation | |
| CN106644836A (en) | Visual fracturing grouting model testing device and testing method thereof | |
| CN209542309U (en) | A kind of large scale true triaxial hydraulic fracturing simulation test device | |
| Horszczaruk et al. | Bond strength of underwater repair concretes under hydrostatic pressure | |
| CN110646294B (en) | Rock mechanical test equipment for simulating water-immersed weakening of water bank slope rock on single side and use method thereof | |
| CN109540769B (en) | Bending seepage test device and test method based on acoustic emission detection technology | |
| Sun et al. | Experimental study on seepage characteristics of large size rock specimens under three-dimensional stress | |
| CN107727569B (en) | A kind of test method for testing rock and concrete binding interface tensile strength | |
| Prasanna et al. | Laboratory experiments on floating saline ice block breakage in ice-to-ice contact | |
| Zhang et al. | Experimental investigation on hydraulic fracturing in cement mortar with tensile stress | |
| CN113848123A (en) | Method for testing surrounding rock and lining structure under unequal confining pressure and water pressure | |
| CN112304660A (en) | Grouting slurry diffusion device for simulating shield tail clearance and test method | |
| CN115019618B (en) | High-temperature water-rich weak stratum tunnel curtain grouting excavation model test device and method | |
| CN106124380A (en) | A kind of similarity simulation experiment is measured the device and method of coal column breathability | |
| Price | The effects of confining pressure on the post-yield deformation characteristics of rocks | |
| CN204405502U (en) | A kind of native stone joint portion contact scour test unit |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |