CN116430004B - Grouting test device and method under hydraulic shear critical condition - Google Patents
Grouting test device and method under hydraulic shear critical condition Download PDFInfo
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- CN116430004B CN116430004B CN202310263405.3A CN202310263405A CN116430004B CN 116430004 B CN116430004 B CN 116430004B CN 202310263405 A CN202310263405 A CN 202310263405A CN 116430004 B CN116430004 B CN 116430004B
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- 238000012360 testing method Methods 0.000 title claims abstract description 81
- 238000000034 method Methods 0.000 title claims abstract description 11
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 70
- 238000002347 injection Methods 0.000 claims abstract description 68
- 239000007924 injection Substances 0.000 claims abstract description 68
- 239000002002 slurry Substances 0.000 claims abstract description 11
- 230000000149 penetrating effect Effects 0.000 claims abstract description 10
- 239000011435 rock Substances 0.000 claims description 21
- 238000012544 monitoring process Methods 0.000 claims description 12
- 238000003860 storage Methods 0.000 claims description 10
- 238000003825 pressing Methods 0.000 claims description 5
- 230000002093 peripheral effect Effects 0.000 claims description 4
- 238000010008 shearing Methods 0.000 claims description 3
- 230000006835 compression Effects 0.000 claims 2
- 238000007906 compression Methods 0.000 claims 2
- 238000007569 slipcasting Methods 0.000 claims 1
- 238000010998 test method Methods 0.000 abstract description 6
- 230000002787 reinforcement Effects 0.000 description 6
- 238000010276 construction Methods 0.000 description 4
- 238000006073 displacement reaction Methods 0.000 description 4
- 230000000694 effects Effects 0.000 description 3
- 239000011148 porous material Substances 0.000 description 3
- 238000010586 diagram Methods 0.000 description 2
- 238000002474 experimental method Methods 0.000 description 2
- 239000012530 fluid Substances 0.000 description 2
- 229910001369 Brass Inorganic materials 0.000 description 1
- 244000137852 Petrea volubilis Species 0.000 description 1
- 230000003213 activating effect Effects 0.000 description 1
- 230000006399 behavior Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000010951 brass Substances 0.000 description 1
- 238000007599 discharging Methods 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 238000011065 in-situ storage Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000005498 polishing Methods 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
- 238000000926 separation method Methods 0.000 description 1
- 238000004088 simulation Methods 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
- 230000003746 surface roughness Effects 0.000 description 1
- 230000000007 visual effect Effects 0.000 description 1
- 238000012800 visualization Methods 0.000 description 1
- 230000003313 weakening effect Effects 0.000 description 1
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- G—PHYSICS
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- G01N33/00—Investigating or analysing materials by specific methods not covered by groups G01N1/00 - G01N31/00
- G01N33/24—Earth materials
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- 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
- G01N3/24—Investigating strength properties of solid materials by application of mechanical stress by applying steady shearing forces
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- 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
- G01N2203/0025—Shearing
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Abstract
The application discloses a grouting test device and a test method under a hydraulic shear critical condition, wherein the grouting test device comprises a sample, an axial pressurizing system, a confining pressure loading system, a water injection circulating system and a grouting circulating system, wherein the sample is provided with a fault surface, and water injection holes and grouting holes penetrating through the fault surface are formed in the sample; the axial pressurizing system is used for applying axial pressure to the sample; the confining pressure loading system is used for applying confining pressure to the sample; the water injection circulation system is communicated with the water injection hole so as to apply water injection pressure to the sample and simulate a hydraulic shear test; the grouting circulation system is communicated with the grouting holes so as to apply grouting pressure to the sample and simulate a slurry injection test; the grouting process under the high-pressure high-ground stress condition of the fault fracture zone under the deep constant load condition can be simulated, and the relation between grouting and water-rich fault sliding behavior is simulated.
Description
Technical Field
The application relates to the technical field of grouting in geotechnical engineering, in particular to a grouting test device and a grouting test method under a hydraulic shear critical condition.
Background
For a long time, fault slip instability has been attributed to fault weakening during slip, and even if extensive research work is done, grouting reinforcement remains a puzzle for the mechanism of controlling fault slip patterns. Grasping the fault sliding mechanical mechanism under grouting reinforcement condition is important to reduce the risk of fault sliding. At present, when the grouting theory is greatly developed, the following problems exist in the aspects of controllable grouting pressure, complex working conditions of high confining pressure and high water pressure, visualization of reinforcement effect of grouting separation layers and the like:
1. in construction engineering, because the working conditions are different, grouting pressurization always has no unified standard, and the grouting pressurization is determined by experience when being applied to site workers for construction, so that the error is large, and the expected grouting effect is not achieved easily due to misoperation.
2. Grouting tests are generally carried out under the condition of no water or still water (no water pressure), and larger in and out of the actual existence of engineering, so that test conclusion is too ideal to be directly applied to engineering practice, and even if the grouting tests are carried out under the flowing speed of the flowing water, the influence of the water pressure on the grouting tests is not considered.
3. The conditions that high water pressure and high confining pressure are simultaneously satisfied cannot be realized.
4. The necessary key parameters such as the slip distance, the slip speed, the critical slip grouting pressure and the like cannot be obtained in the grouting process.
5. The real-time influence process of the grouting pressure and the grouting pressurization rate on fault sliding under the condition of stable pore pressure cannot be observed in real time.
Therefore, a visual indoor simulated grouting test device is needed to simulate the actual engineering, further prove the feasibility of the theory and finally guide the construction of the actual engineering.
Disclosure of Invention
In order to solve the problems in the background art, the embodiment of the application provides a grouting test device and a grouting test method under a hydraulic shear critical condition, wherein the technical scheme is as follows:
the first aspect of the application provides a grouting test device under a hydraulic shear critical condition, which comprises a sample, an axial pressurizing system, a confining pressure loading system, a water injection circulating system and a grouting circulating system, wherein the sample is provided with a fault surface, and water injection holes and grouting holes penetrating through the fault surface are formed in the sample; the axial pressurizing system is used for applying axial pressure to the sample; the confining pressure loading system is used for applying confining pressure to the sample; the water injection circulation system is communicated with the water injection hole so as to apply water injection pressure to the sample and simulate a hydraulic shear test; the grouting circulation system is communicated with the grouting holes so as to apply grouting pressure to the sample and simulate a slurry injection test.
For example, in one embodiment, the hydraulic shear critical grouting test device further comprises a stress strain monitoring member located at the center of the fault plane for measuring vertical and horizontal strain of the test specimen and monitoring deformation of the test specimen during fault sliding.
For example, in the grouting test device under the hydraulic shear critical condition provided in one embodiment, the grouting test device further comprises an acoustic emission component, wherein the acoustic emission component is arranged on the outer peripheral surface of the test sample, and an acoustic emission event is recorded to monitor the slip velocity of the fracture surface of the test sample.
For example, in the grouting test device under the hydraulic shear critical condition provided in one embodiment, the water injection circulation system includes a water injection pump, a water storage tank, a water injection control valve and a water injection pressure gauge connected by pipelines, and the water injection pump and the water storage tank form a closed water circulation pipeline.
For example, in the grouting test device under the hydraulic shear critical condition provided in one embodiment, the grouting circulation system comprises a grouting pump, a grouting tank, a grouting control valve and a grouting pressure gauge which are connected through pipelines, and the grouting pump and the grouting tank form a closed slurry circulation pipeline.
For example, in the hydraulic shear critical grouting test device provided in one embodiment, the axial pressurizing system comprises a frame, a bearing component and a pressurizing component, wherein a confining pressure chamber is arranged in the frame, and the sample is positioned in the confining pressure chamber; the bearing assembly is provided with a bearing platform, is positioned at the bottom of the frame and is abutted with the confining pressure chamber; the pressure applying assembly has a ram located on top of the frame and extending into the confining pressure chamber to apply axial pressure to the sample.
For example, in the grouting test device under hydraulic shear critical conditions provided in one embodiment, the confining pressure loading system includes an oil injection pump, an oil storage tank, an oil injection control valve and an oil injection pressure gauge connected by pipelines, the oil injection pump and the oil storage tank form a closed oil circulation pipeline, an oil injection closed space communicated with the confining pressure loading system is provided in the confining pressure chamber, and confining pressure is applied to the sample by the oil injection pump.
For example, in the hydraulic shear critical condition grouting test device provided in one embodiment, the test sample is divided into an upper rock mass and a lower rock mass by the fracture surface, and the fracture surface is an inclined surface and forms an angle θ with the axial direction of the test sample.
For example, in the hydraulic shear critical condition grouting test device provided in one embodiment, the water injection hole penetrating the lower rock body is provided on the lower rock body, the grouting hole penetrating the upper rock body is provided on the upper rock body, and the central lines of the water injection hole and the grouting hole are parallel to the axis of the sample.
The second aspect of the present application provides a method for testing a grouting test device under the hydraulic shear critical condition, which comprises the following steps: s1, preparing a sample, mounting the sample in a confining pressure chamber, and mounting a stress strain monitoring piece and an acoustic emission piece on the sample; s2, starting a confining pressure loading system, loading confining pressure on the sample to enable the sample to reach the expected confining pressure and keep constant; s3, starting an axial pressure loading system to load the axial pressure on the sample so as to obtain the shearing strength tau along the fault plane ss Then, the axial load was reduced to give a calculated shear stress of 0.92 τ ss And remain constant; s4, starting a water injection circulation system, and loading a constant water injection pressure on a sample; s5, starting a grouting circulation system, gradually increasing grouting pressurization rate and grouting pressure, and observing correlation between fault sliding and grouting pressure and grouting pressurization rate.
The grouting test device and the grouting test method under the hydraulic shear critical condition provided by some embodiments of the application have the beneficial effects that: the grouting device is simple in structure and novel in experimental method, can simulate the grouting process of the fault fracture zone under the condition of high water pressure and high ground stress under the condition of deep constant load, simulate the relation between grouting and water-rich fault sliding behaviors, explore the relation between grouting pressure and fault sliding modes, master grouting reinforcement rules under high water pressure and high surrounding pressure, and provide theoretical support for grouting reinforcement control of the deep water-rich fault fracture zone.
Drawings
In order to more clearly illustrate the embodiments of the present description or the technical solutions in the prior art, the drawings that are needed in the embodiments will be briefly described below, it being obvious that the drawings in the following description are only some embodiments of the present application, and that other drawings may be obtained according to these drawings without inventive effort for a person skilled in the art.
FIG. 1 is a schematic diagram of the overall structure of a grouting test device under a hydraulic shear critical condition;
FIG. 2 is a schematic diagram of the overall structure of the sample of the present application;
fig. 3 is a cross-sectional view of a sample of the present application.
Detailed Description
The following description of the embodiments of the present application will be made clearly and fully with reference to the accompanying drawings, in which it is evident that the embodiments described are only some, but not all, of the embodiments of the present application. All other embodiments, which can be made by one of ordinary skill in the art without undue burden from the present disclosure, are within the scope of the present disclosure.
Unless defined otherwise, technical or scientific terms used in this disclosure should be given the ordinary meaning as understood by one of ordinary skill in the art to which this disclosure belongs. The terms "first," "second," and the like, as used in this disclosure, do not denote any order, quantity, or importance, but rather are used to distinguish one element from another. The word "comprising" or "comprises", and the like, means that elements or items preceding the word are included in the element or item listed after the word and equivalents thereof, but does not exclude other elements or items. The terms "connected" or "connected," and the like, are not limited to physical or mechanical connections, but may include electrical connections, whether direct or indirect. "upper", "lower", "left", "right", etc. are used merely to indicate relative positional relationships, which may also be changed when the absolute position of the object to be described is changed.
The first aspect of the present application provides a grouting test device under hydraulic shear critical conditions, as shown in fig. 1, including a sample 10, an axial pressurization system 20, a confining pressure loading system 30, a water injection circulation system 40 and a grouting circulation system 50, wherein the sample 10 has a fault plane S, and a water injection hole a and a grouting hole B penetrating through the fault plane S are arranged on the sample 10; the axial pressurization system 20 is used for applying axial pressure to the sample 10; the confining pressure loading system 30 is used for applying confining pressure to the sample 10; the water injection circulation system 40 is communicated with the water injection hole A so as to apply water injection pressure to the sample 10 and simulate a hydraulic shear test; the grouting circulation system 50 communicates with the grouting holes B to apply grouting pressure to the test specimen 10, simulating a slurry injection test.
For example, in the hydraulic shear critical grouting test device provided in one embodiment, as shown in fig. 3, a stress-strain monitoring member 60 is further included at the center of the fracture surface S for measuring vertical and horizontal strain of the test specimen 10 and monitoring deformation of the test specimen 10 during fracture sliding.
Wherein the stress-strain monitor 60 measures the axial stress using an internal sensor with an accuracy of + -0.05 MPa. During the whole experiment, the fault strain monitoring section was located at the center of the rock sample 10, specifically, two pairs of orthogonal strain gauges were connected at the center of the fault plane of the upper and lower rock masses 11 and 12 for measuring vertical and horizontal strain of the test sample 10, and 4 strain gauges were stuck at a position 3mm from the sawing fault to monitor deformation during sliding.
For example, in the hydraulic shear critical grouting test device provided in one embodiment, as shown in fig. 2, the grouting test device further includes an acoustic emission member 70 disposed on the outer peripheral surface of the test specimen 10, and records an acoustic emission event to monitor the slip velocity of the fracture surface S of the test specimen 10.
In order to record the acoustic emission event at the same time, 16 piezoelectric transducers included in the brass housing were directly mounted on the outer peripheral surface of the test piece 10, and the omnidirectional coverage of the AE event was ensured.
For example, in the hydraulic shear critical grouting test device provided in one embodiment, as shown in fig. 1, the water injection circulation system 40 includes a water injection pump 41, a water storage tank 42, a water injection control valve 43 and a water injection pressure gauge 44 connected by pipelines, and the water injection pump 41 and the water storage tank 42 form a closed water circulation pipeline.
Wherein, the water injection circulation system 40 is used for simulating experimental hydraulic shearing, and the sample 10 adopts a non-drainage condition.
For example, in the hydraulic shear critical grouting test device provided in one embodiment, as shown in fig. 1, the grouting circulation system 50 includes a grouting pump 51, a grouting tank 52, a grouting control valve 53 and a grouting pressure gauge 54 connected by pipelines, and the grouting pump 51 and the grouting tank 52 form a closed slurry circulation pipeline.
Wherein the grouting circulation system 50 provides grouting pressure and slurry, and the sample 10 adopts a non-slurry discharging condition.
For example, in the hydraulic shear critical grouting test device provided in one embodiment, as shown in fig. 1, the axial pressurization system 20 includes a frame 21, a bearing component 22 and a pressing component 23, a confining pressure chamber Q is provided in the frame 21, and the sample 10 is located in the confining pressure chamber Q; the bearing assembly 22 is provided with a bearing platform, is positioned at the bottom of the frame 21 and is abutted with the confining pressure chamber Q; the pressing assembly 23 has a ram located on top of the frame 21 and extending into the confining pressure chamber Q to apply axial pressure to the test specimen 10.
Wherein the axial pressurization system 20 is used for axially pressurizing the sample 10, and adopts normal displacement loading,
for example, in the grouting test device under hydraulic shear critical conditions provided in one embodiment, as shown in fig. 1, the confining pressure loading system 30 includes an oil pump 31, an oil tank 32, an oil injection control valve 33 and an oil injection pressure gauge 34 connected by pipelines, the oil pump 31 and the oil tank 32 form a closed oil circulation pipeline, an oil injection closed space W communicating with the confining pressure loading system 30 is provided in the confining pressure chamber Q, and confining pressure is applied to the sample 10 by the oil pump 31.
Wherein the confining pressure loading system 30 provides high confining pressure strength of the pseudo triaxial.
For example, in the hydraulic shear critical grouting test device provided in one embodiment, as shown in fig. 2, the sample 10 is divided into the upper rock mass 11 and the lower rock mass 12 by the fracture surface S, and the fracture surface S is an inclined surface and forms an angle θ with the axial direction of the sample 10.
For example, in the hydraulic shear critical grouting test device according to one embodiment, as shown in fig. 2 to 3, the water injection hole a penetrating the lower rock body 12 is provided in the lower rock body 12, the grouting hole B penetrating the upper rock body 11 is provided in the upper rock body 11, and the center lines of the water injection hole a and the grouting hole B are parallel to the axis of the sample 10.
The second aspect of the present application provides a method for testing a grouting test device under the hydraulic shear critical condition, which comprises the following steps:
s1, preparing a sample 10, mounting the sample 10 in a confining pressure chamber Q, and mounting a stress-strain monitoring element 60 and an acoustic emission element 70 on the sample 10;
specifically, a sandstone sample is taken from the periphery of a crack of a fault fracture zone, a cylindrical standard sample with the diameter of 50 multiplied by 100mm is prepared by on-site in-situ drilling and coring, the sawing fracture direction and the cylindrical shaft form a fixed included angle theta to obtain a fault plane S, and superfine sand paper is used for polishing to manufacture the sawing fault, so that the sawing fault is ensured to have relatively flat and smooth surface roughness, and the influence of the roughness is reduced. Then, boreholes having a diameter of 1.5mm parallel to the core axis were drilled at both ends of the upper and lower rock masses 11 and 12 to promote fluid flow from the borehole region to the fault plane. After the stress-strain monitoring piece 60 and the acoustic emission piece 70 are installed on the test specimen 10, the sawing test specimen is taken by using rubber gloves to avoid the entry of sealing oil, and the slip distance, the slip speed and the critical slip grouting pressure are obtained through the stress-strain monitoring piece 60 and the acoustic emission piece 70.
S2, starting the confining pressure loading system 30 to load the confining pressure sigma on the sample 3 Allowing it to reach the desired confining pressure and remain constant;
s3 activating the axial pressure loading system 20 to apply an axial load sigma to the specimen at a displacement rate of 1 μm/S 1 To obtain shear strength tau along the fault plane ss Then, the axial load was reduced at a displacement rate of 0.05 μm/s, so that the calculated shear stress τ=0.92 τ ss The position of the axial hydraulic cylinder is kept unchanged from the moment, and the normal displacement loading is adopted, so that the real effect can be simulated;
s4, starting the water injection circulation system 40, loading constant water injection pressure on the sample 10 to enable the pore pressure P p Maintaining constant the initial pressure;
s5, when the confining pressure and the shaft pressure are kept constant, starting the grouting circulation system 50, opening the grouting pressure valve 53, injecting the slurry, and during the slurry injection process, confining pressure sigma 3 Axial pressure sigma 1 And water pressure P p The grouting pressure is kept constant, the grouting pressure is gradually increased from zero, the grouting pressurizing rate is gradually increased, and the correlation between fault sliding and the grouting pressure and the grouting pressurizing rate is observed.
Specifically, the grouting pressure is gradually increased from zero, the grouting speed in the test is kept unchanged, the water injection and grouting stages last for 10 minutes, the fluid pressure is gradually increased by 2MPa, each step lasts for 1 minute, and P p Each was kept constant for 9 minutes.
Shear stress τ and effective normal stress σ resolved on saw fracture plane S n Calculated by the following formula:
τ＝(σ 1 -σ 3 )sinθcosθ
σ' n ＝(σ 3 -Pp)+(σ 1 -σ 3 )sin 2 θ。
the grouting test device and the test method under the hydraulic shear critical condition are particularly applied to deep high-hydraulic high-ground stress fault grouting reinforcement simulation, high hydraulic pressure and high confining pressure are provided simultaneously, the real-time influence process of grouting pressure and grouting pressurizing rate on fault sliding under the condition of stable pore pressure is observed in real time, actual engineering is simulated as much as possible through a repeatability test, the feasibility of theory is further verified, and the grouting test device and the grouting test method are finally used for guiding the construction of the actual engineering.
Although embodiments of the present application have been disclosed above, it is not limited to the details and embodiments shown, it is well suited to various fields of use for the application, and further modifications may be readily made by those skilled in the art without departing from the general concepts defined by the claims and the equivalents thereof, and the application is therefore not limited to the specific details and illustrations shown and described herein.
Claims (10)
1. The utility model provides a slip casting test device under hydraulic shear critical condition which characterized in that includes:
the sample is provided with a fault plane, the fault plane is an inclined plane, an included angle between the fault plane and the axial direction of the sample is theta, and a water injection hole and a grouting hole penetrating through the fault plane are formed in the sample;
an axial compression system for applying an axial compression σ to said sample 1 ；
Confining pressure loading system for applying confining pressure sigma to the sample 3 ；
A water injection circulation system communicated with the water injection hole for applying water injection pressure P to the sample p Simulating a hydraulic shear test;
the grouting circulation system is communicated with the grouting holes so as to apply grouting pressure to the sample and simulate a slurry injection test;
the shear stress tau and the effective normal stress sigma resolved on the fault plane n Calculated by the following formula:
τ＝(σ 1 -σ 3 )sinθcosθ
σ' n ＝(σ 3 -Pp)+(σ 1 -σ 3 )sin 2 θ。
2. the hydraulic shear critical condition grouting testing device of claim 1, further comprising a stress strain monitoring member located at the center of the fault plane for measuring vertical and horizontal strain of the test specimen and monitoring deformation of the test specimen during fault sliding.
3. The hydraulic shear critical condition grouting testing device according to claim 1, further comprising an acoustic emission member provided on the outer peripheral surface of the test specimen, and recording acoustic emission events to monitor the slip velocity of the test specimen fault plane.
4. The hydraulic shear critical condition grouting test device according to claim 1, wherein the water injection circulation system comprises a water injection pump, a water storage tank, a water injection control valve and a water injection pressure gauge which are connected through pipelines, and the water injection pump and the water storage tank form a closed water circulation pipeline.
5. The hydraulic shear critical condition grouting test device according to claim 1, wherein the grouting circulation system comprises a grouting pump, a grouting tank, a grouting control valve and a grouting pressure gauge which are connected through pipelines, and the grouting pump and the grouting tank form a closed slurry circulation pipeline.
6. The hydraulic shear critical condition grouting testing device of claim 1, wherein the axial pressurization system comprises:
a frame, wherein a confining pressure chamber is arranged in the frame, and the sample is positioned in the confining pressure chamber;
the bearing assembly is provided with a bearing platform, is positioned at the bottom of the frame and is abutted with the confining pressure chamber;
and the pressing assembly is provided with a pressing head and is positioned at the top of the frame, and the pressing head stretches into the confining pressure chamber to apply axial pressure to the sample.
7. The hydraulic shear critical condition grouting test device according to claim 6, wherein the confining pressure loading system comprises an oil injection pump, an oil storage tank, an oil injection control valve and an oil injection pressure gauge which are connected through pipelines, the oil injection pump and the oil storage tank form a closed oil circulation pipeline, an oil injection closed space communicated with the confining pressure loading system is arranged in the confining pressure chamber, and confining pressure is applied to the sample through the oil injection pump.
8. The hydraulic shear critical condition grouting testing device according to claim 1, wherein the test sample is divided into an upper rock mass and a lower rock mass by the fracture surface.
9. The hydraulic shear critical condition grouting testing device according to claim 8, wherein the water injection hole penetrating the lower rock body is provided on the lower rock body, the grouting hole penetrating the upper rock body is provided on the upper rock body, and the central lines of the water injection hole and the grouting hole are parallel to the axis of the sample.
10. The method for testing a grouting testing device under hydraulic shear critical conditions as claimed in any of claims 1-9, comprising the steps of:
s1, preparing a sample, mounting the sample in a confining pressure chamber, and mounting a stress strain monitoring piece and an acoustic emission piece on the sample;
s2, starting a confining pressure loading system, loading confining pressure on the sample to enable the sample to reach the expected confining pressure and keep constant;
s3, starting an axial pressure loading system to load the axial pressure on the sample so as to obtain the shearing strength tau along the fault plane ss Then, the axial load was reduced to give a calculated shear stress of 0.92 τ ss And remain constant;
s4, starting a water injection circulation system, and loading a constant water injection pressure on a sample;
s5, starting a grouting circulation system, gradually increasing grouting pressurization rate and grouting pressure, and observing correlation between fault sliding and grouting pressure and grouting pressurization rate.
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| CN105842424A (en) * | 2016-05-20 | 2016-08-10 | 山东科技大学 | Three-dimensional stress fluid coupling grouting test system and method |
| CN108507879A (en) * | 2018-02-08 | 2018-09-07 | 山东科技大学 | Microfissure triaxial stress seepage flow grouting test system and its application method |
| CN108761040A (en) * | 2018-06-04 | 2018-11-06 | 龙岩学院 | Slurry filling imitation device with pressure and its application method in a kind of restricted clearance |
| CN109882183A (en) * | 2019-02-28 | 2019-06-14 | 西安科技大学 | A kind of rich water loose crushing coal and rock grouting reinforcement experimental provision and effect evaluation method |
| CN112461668A (en) * | 2020-11-06 | 2021-03-09 | 武汉大学 | Test method for researching hydraulic fracturing induced fault activation |
| CN114152554A (en) * | 2021-12-03 | 2022-03-08 | 中国矿业大学 | Hydraulic shear stimulation hot dry rock reservoir permeability increasing simulation experiment system and experiment method |
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