CN111157428A - Method for measuring permeability of rock before and after grouting - Google Patents
Method for measuring permeability of rock before and after grouting Download PDFInfo
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- CN111157428A CN111157428A CN202010107062.8A CN202010107062A CN111157428A CN 111157428 A CN111157428 A CN 111157428A CN 202010107062 A CN202010107062 A CN 202010107062A CN 111157428 A CN111157428 A CN 111157428A
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- 239000011435 rock Substances 0.000 title claims abstract description 128
- 230000035699 permeability Effects 0.000 title claims abstract description 49
- 238000000034 method Methods 0.000 title claims abstract description 12
- 230000003204 osmotic effect Effects 0.000 claims description 22
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 22
- 238000013459 approach Methods 0.000 claims description 6
- 238000006073 displacement reaction Methods 0.000 claims description 6
- 238000002474 experimental method Methods 0.000 claims description 6
- 239000012530 fluid Substances 0.000 claims description 6
- 238000011065 in-situ storage Methods 0.000 claims description 6
- 238000012360 testing method Methods 0.000 abstract description 13
- 230000000694 effects Effects 0.000 abstract description 10
- IJGRMHOSHXDMSA-UHFFFAOYSA-N Atomic nitrogen Chemical compound N#N IJGRMHOSHXDMSA-UHFFFAOYSA-N 0.000 abstract description 6
- 230000007547 defect Effects 0.000 abstract description 4
- 239000007788 liquid Substances 0.000 abstract description 4
- 238000010998 test method Methods 0.000 abstract description 4
- 229910052757 nitrogen Inorganic materials 0.000 abstract description 3
- 230000035515 penetration Effects 0.000 abstract description 3
- 239000007789 gas Substances 0.000 description 32
- 239000011148 porous material Substances 0.000 description 3
- 238000005259 measurement Methods 0.000 description 2
- 238000007569 slipcasting Methods 0.000 description 2
- 230000002411 adverse Effects 0.000 description 1
- 238000009412 basement excavation Methods 0.000 description 1
- 238000010276 construction Methods 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 239000011440 grout Substances 0.000 description 1
- 229910052500 inorganic mineral Inorganic materials 0.000 description 1
- 238000002844 melting Methods 0.000 description 1
- 230000008018 melting Effects 0.000 description 1
- 239000011707 mineral Substances 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
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- G—PHYSICS
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- 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
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
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- Y02A90/30—Assessment of water resources
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Abstract
The invention discloses a method for measuring the permeability of rocks before and after grouting, which comprises the steps of respectively sleeving a manufactured rock sample to be measured on a left annular rubber sleeve and a right annular rubber sleeve, aligning air pipe connectors on the left annular rubber sleeve and the right annular rubber sleeve, connecting the air pipe connectors by using annular connecting buttons, inserting a lateral pressurizing air inlet pipeline and a lateral pressurizing air outlet pipeline into the air pipe connectors, placing the rock sample to be measured in a confining pressure chamber, and placing the rock sample between an upper air-permeable pressure plate and a lower air-permeable pressure plate for fixing; compared with the conventional test method, the method adopts nitrogen as the seepage medium to measure the axial and lateral permeability coefficients of the rock, avoids the slip effect generated by adopting liquid as the seepage medium, and solves the defects of long penetration test time and low test efficiency caused by compact gaps after grouting.
Description
Technical Field
The invention relates to the technical field of rock permeability tests, in particular to a method for measuring the permeability of rocks before and after grouting.
Background
The phenomenon of surrounding rock damage caused by stress field change due to excavation of some deep-buried tunnels is frequently encountered in geotechnical engineering, and the integrity and the stability of the generated cracks, joints and faults are seriously damaged. Rock seepage often exists in the cracks, so that adverse effects such as rock deformation, cracking, softening, argillization or melting are caused, and the mechanical properties of the rock are seriously threatened. At present, a grouting reinforcement method is commonly adopted in the engineering field to reinforce and block water for rock mass, but because the pores of the rock after grouting are compact, the conventional test method adopts water as a seepage medium, so that the defects of low seepage speed, long test time, low test efficiency and the like exist, and the slippage effect is generated due to low flow speed when liquid molecules close to the hole wall pass through the hole channel. Furthermore, rock is not a homogeneous medium, and the permeability coefficient is not only related to the mineral composition and internal structure, but also different permeability is caused by different permeation directions. Most of the prior art adopts water as a permeation medium to only carry out axial permeation measurement, and a test device for simultaneously carrying out axial and lateral permeability measurement on rocks by adopting gas is not available, so that a device for measuring the permeability of the rocks before and after grouting needs to be developed, and the change of the permeability before and after grouting is analyzed and compared by measuring the axial and lateral permeability of the rock samples under different permeation pressures and different confining pressures, so that the quality of the grouting effect is evaluated, and the internal structure of the rock sample is revealed.
Disclosure of Invention
In order to solve the problems of low permeation speed, low test efficiency, slippage effect of liquid permeation media and the like caused by compact pore space of rocks after grouting, the invention is innovatively improved based on a full-automatic triaxial mechanical servo system, adopts gas to measure the axial and lateral permeation coefficients of rock samples under the conditions of different permeation pressures and different confining pressures, analyzes and compares the change of the permeability performance before and after grouting, thereby evaluating the grouting effect and revealing the internal structure of the rock samples.
The invention adopts the following technical scheme:
a device for measuring the permeability of rocks before and after grouting comprises a confining pressure chamber, wherein the bottom of the confining pressure chamber is fixedly arranged on a base, an axial pressurizing air inlet pipeline is arranged in the base, an osmotic pressure pump is connected to the axial pressurizing air inlet pipeline, a top plate at the top of the base is a lower air-permeable pressure plate, and the lower air-permeable pressure plate is positioned in the confining pressure chamber; the top of the confining pressure chamber is provided with an opening, the opening is fixedly connected with an axial pressure chamber, and a bottom plate of the axial pressure chamber is an upper ventilating pressure plate;
the rock sample to be tested is placed in the confining pressure chamber, the top end of the rock sample to be tested abuts against the upper breathable pressure plate, the bottom end of the rock sample to be tested abuts against the lower breathable pressure plate, the outer side wall of the rock sample to be tested is hermetically wrapped by the left annular rubber sleeve and the right annular rubber sleeve, air pipe connectors are uniformly arranged on the left annular rubber sleeve and the right annular rubber sleeve at intervals and are arranged along the axial direction of the rock sample to be tested, a lateral pressurizing air inlet pipeline is connected to the air pipe connector of the left annular rubber sleeve, a lateral pressurizing pump is connected to the lateral pressurizing air inlet pipeline, and a lateral pressurizing air outlet pipeline is connected to the air pipe connector of the right annular rubber sleeve;
an axial air pressure chamber is internally provided with an air pressure piston, the moving direction of the air pressure piston is parallel to the axis of the rock sample to be detected, the axial air pressure chamber above the air pressure piston is connected with an axial pressure pump through an air pipe, and the axial air pressure chamber below the air pressure piston is connected with an axial pressurizing air outlet pipeline; the confining pressure chamber is connected with a confining pressure pump through an air pipe, and the axial pressure pump, the confining pressure pump, the lateral pressurizing pump, the osmotic pressure pump and the gas flowmeter are all electrically connected with the computer control system through data lines.
Preferably, a connecting piece is fixedly connected between the base in the confining pressure chamber and the axial pressure chamber, an axial displacement sensor is arranged on the connecting piece, and the axial displacement sensor is electrically connected with the computer control system through a data line. And observing the axial deformation of the rock sample to be tested under different test conditions.
Preferably, an annular deformation meter is arranged on the outer side wall of the rock sample to be detected, and the annular deformation meter is electrically connected with the computer control system through a data line. And observing the radial deformation of the rock sample to be tested under different test conditions.
Preferably, one end of the lateral pressurizing air inlet pipeline and one end of the lateral pressurizing air outlet pipeline are inserted into the air pipe nozzle and fixedly connected through an annular connecting button.
Preferably, the axial pressurizing air inlet pipeline, the lateral pressurizing air inlet pipeline, the air pipe of the axial pressure chamber and the air pipe of the confining chamber are connected with a gas flowmeter and a valve. The air inflow is controlled by a gas flowmeter and a valve.
A method for determining the permeability properties of rock before and after grouting, comprising the steps of:
firstly, respectively sleeving a manufactured rock sample to be tested on a left annular rubber sleeve and a right annular rubber sleeve, aligning air pipe connectors on the left annular rubber sleeve and the right annular rubber sleeve, connecting the air pipe connectors by using annular connecting buttons, inserting a lateral pressurizing air inlet pipeline and a lateral pressurizing air outlet pipeline into the air pipe connectors, placing the rock sample to be tested in a confining pressure chamber, and placing the rock sample to be tested between an upper air-permeable pressure plate and a lower air-permeable pressure plate for fixing;
step two, measuring the axial permeability; firstly, closing valves on a lateral pressurizing air inlet pipeline and a lateral pressurizing air outlet pipeline, and opening a confining pressure pump and an axial pressure pump to apply confining pressure to a rock sample to be tested to simulate the in-situ high-pressure state of the rock sample to be tested; when the confining pressure data displayed on the computer control system approaches to a set value and the up-down floating is stable, the axial pressurization is continued until the osmotic pressure set value is reached, and the flow rate is controlled; starting recording after 5-6 min, and recording t1Gas flow velocity value v of gas flowmeter on axial pressurizing gas inlet pipeline at momentjAnd the pressure value P displayed on the computer control system1And record t2Gas pressure value P on axial pressurization gas outlet pipeline displayed on time computer control system2(ii) a By Delta Qj＝vjA(t2-t1)，ΔPj＝P2-P1，Δtj＝t2-t1Calculating by a formula to obtain delta QjAnd Δ Pj；
By the formula
Calculating the axial permeability;
wherein, KjAt Δ t for rock samplesjAverage permeability (m) over time2) (ii) a Mu is viscosity coefficient of fluid, and is 1 × 10-3Pa · s (water temperature 20 ℃); delta QjIs Δ tjVolume of water flow permeating the rock sample over time (m 3); l is the water seepage length, namely the height (m) of the rock sample in the experiment; a is the cross-sectional area (m) of the rock sample2)；ΔPjIs the osmotic pressure difference (Pa), delta t of the upper end and the lower end of the rock samplejInterval time for recording points;
step three, measuring lateral permeability; firstly, pressurizing to a set value through an axial pressurizing system, enabling an air pressure piston to prop against an upper air-permeable pressure plate at the top of a rock sample to be tested, enabling the upper air-permeable pressure plate and a lower air-permeable pressure plate to be in rigid stress contact with the rock sample to be tested, then starting a confining pressure pump to add confining pressure to the rock sample to be tested, and simulating the in-situ high-pressure state of the rock sample; when confining pressure data displayed on a computer control system approaches to a set value and the up-and-down floating is stable, valves on a lateral pressurizing air inlet pipeline and a lateral pressurizing air outlet pipeline are opened, lateral pressurizing is carried out on a rock sample to be tested to reach an osmotic pressure set value, and the flow rate is controlled; starting recording after 5-6 min, and recording t3Gas flow velocity value v of gas flowmeter on axial pressurizing gas inlet pipeline at momentiAnd the pressure value P displayed on the computer control system3And record t4Gas pressure value P on axial pressurization gas outlet pipeline displayed on time computer control system4By Δ Qi＝viA(t4-t3)，ΔPi＝P4-P3，Δti＝t4-t3Calculating by a formula to obtain delta QiAnd Δ Pi；
By the formula
Calculating the lateral permeability;
wherein, KiAt Δ t for rock samplesiAverage permeability (m) over time2) (ii) a Mu is viscosity coefficient of fluid, and is 1 × 10-3Pa · s (water temperature 20 ℃); delta QiIs Δ tiVolume of water flow permeating the rock sample over time (m 3); l is the water seepage length, namely the height (m) of the rock sample in the experiment; a is the cross-sectional area (m) of the rock sample2)；ΔPiIs the osmotic pressure difference (Pa), delta t of the upper end and the lower end of the rock sampleiThe dot interval is recorded.
The invention has the technical effects that:
the device disclosed by the invention can measure the axial permeability and the lateral permeability of the rock by changing the axial and lateral pressurizing modes, and can well reveal the permeability and the internal pore distribution of the rock. Through the permeability of survey rock sample under different osmotic pressure and the different confined pressure circumstances, adopt the laminar flow to give down western's law survey the permeability of grout crack rock mass under the high pressure, the change of permeability before and after the analysis comparison slip casting to assess the quality of slip casting effect, and reveal rock sample inner structure, solved and buried rock engineering construction and practice in-process key scientific problem deeply.
Compared with the conventional test method, the method disclosed by the invention adopts nitrogen as a seepage medium to measure the axial and lateral permeability coefficients of the rock, so that the slippage effect generated by adopting liquid as the seepage medium is avoided, and the defects of long penetration test time and low test efficiency caused by compact gap after grouting are overcome.
Drawings
FIG. 1 shows the structure of a rock sample to be tested;
fig. 2 shows the overall structure of the device of the present invention.
Detailed Description
The invention is further elucidated with reference to the drawings and the detailed description.
As shown in fig. 1 and 2, a device for measuring the permeability of rock before and after grouting comprises a confining pressure chamber 23, wherein the bottom of the confining pressure chamber is fixedly arranged on a base 16, an axial pressurizing air inlet pipeline 7 is arranged in the base and supplies air to the base, an osmotic pressure pump 21 is connected to the axial pressurizing air inlet pipeline, a gas flowmeter and a valve 8 are connected to the axial pressurizing air inlet pipeline, a lower air-permeable pressure plate 17 is arranged on a top plate at the top of the base, and the lower air-permeable pressure plate is positioned in the confining pressure chamber; the top of the confining pressure chamber is provided with an opening, the opening is fixedly connected with an axial pressure chamber 10, and the bottom plate of the axial pressure chamber is an upper ventilating pressure plate 1; a connecting piece is fixedly connected between the base in the confining pressure chamber and the axial pressure chamber, and an axial displacement sensor 11 is arranged on the connecting piece;
the rock sample 2 to be tested is placed in the confining pressure chamber, the top end of the rock sample to be tested is abutted against the upper breathable pressure plate, the bottom end of the rock sample to be tested is abutted against the lower breathable pressure plate, the outer side wall of the rock sample to be tested is hermetically wrapped by the left annular rubber sleeve 4 and the right annular rubber sleeve 13, the left annular rubber sleeve 4 and the right annular rubber sleeve are uniformly provided with air pipe connectors 12 at intervals, the air pipe connectors are arranged along the axial direction of the rock sample to be tested, the air pipe connector of the left annular rubber sleeve is connected with a lateral pressurizing air inlet pipeline 6, the lateral pressurizing air inlet pipeline is connected with a lateral pressurizing pump 20, the lateral pressurizing air inlet pipeline is connected with a gas flowmeter and a valve 8, and the air pipe connector of the right annular rubber sleeve is;
an air pressure piston 9 is arranged in the axial air pressure chamber, the moving direction of the air pressure piston is parallel to the axis of the rock sample to be detected, the axial air pressure chamber above the air pressure piston is connected with an axial pressure pump 18 through an air pipe, a gas flowmeter 24 and a valve 8 are arranged on the air pipe, and an axial pressurizing air outlet pipeline 15 is connected on the axial air pressure chamber below the air pressure piston; the confining pressure chamber is connected with a confining pressure pump 19 through an air pipe, a gas flowmeter 24 and a valve 8 are arranged on the air pipe, an annular deformation meter 3 is arranged on the outer side wall of the rock sample to be detected, and the annular deformation meter, the axial displacement sensor, the axial pressure pump, the confining pressure pump, the lateral pressure pump, the osmotic pressure pump and the gas flowmeter are all electrically connected with a computer control system 25 through data lines.
The rock sample adopted by the application has a vertical or horizontal joint surface and is manufactured by grouting treatment. According to the International society of rock mechanics, cylindrical rock specimens are 50mm (r) by 100mm (l).
A method for determining the permeability properties of rock before and after grouting, comprising the steps of:
the test confining pressure values can be set to be 5MPa, 10MPa, 20MPa and 30 MPa; loading axial pressure of 8 MPa; loading rate: 2.75 MPa/min; the maximum osmotic pressure is 10MPa, and the osmotic pressure grades are 2.5MPa, 5MPa, 7.5MPa and 10 MPa; the loading rate is 1.0 MPa/min. In the present example, the following operations are performed under a confining pressure of 5MPa, a loading axial pressure of 8MPa, and an osmotic pressure of 10 MPa.
Firstly, respectively sleeving a manufactured rock sample to be tested on a left annular rubber sleeve and a right annular rubber sleeve, aligning air pipe connectors on the left annular rubber sleeve and the right annular rubber sleeve, connecting the left annular rubber sleeve and the right annular rubber sleeve by using an annular connecting button 5, inserting a lateral pressurizing air inlet pipeline 6 and a lateral pressurizing air outlet pipeline 14 into the air pipe connectors, placing the rock sample to be tested in a confining pressure chamber, and placing the rock sample to be tested between an upper air-permeable pressure plate and a lower air-permeable pressure plate for fixing;
step two, measuring the axial permeability; firstly, closing valves on a lateral pressurizing air inlet pipeline 6 and a lateral pressurizing air outlet pipeline 14, and opening a confining pressure pump 19 and an axial pressure pump 18 to apply confining pressure to a rock sample to be tested to simulate the in-situ high-pressure state of the rock sample to be tested; when confining pressure data displayed on a computer control system approaches to 5MPa and the up-and-down floating is stable, axial pressurization is continuously carried out to 10MPa, namely osmotic pressure is obtained, and the flow rate is controlled; starting recording after 5-6 min, and recording t1Gas flow velocity value v of gas flowmeter on axial pressurizing gas inlet pipeline at momentjAnd the pressure value P displayed on the computer control system1And record t2Gas pressure value P on axial pressurization gas outlet pipeline displayed on time computer control system2(ii) a By Delta Qj＝vjA(t2-t1)，ΔPj＝P2-P1，Δtj＝t2-t1Calculating by a formula to obtain delta QjAnd Δ Pj；
By the formula
Calculating the axial permeability;
wherein, KjAt Δ t for rock samplesjAverage permeability (m) over time2) (ii) a Mu is viscosity coefficient of fluid, and is 1 × 10-3Pa · s (water temperature 20 ℃); delta QjIs Δ tjVolume of water flow permeating the rock sample over time (m 3); l is the water seepage length, namely the height (m) of the rock sample in the experiment; a is the cross-sectional area (m) of the rock sample2)；ΔPjIs the osmotic pressure difference (Pa), delta t of the upper end and the lower end of the rock samplejInterval time for recording points;
step three, measuring lateral permeability; firstly, an axial pressurizing system is used for pressurizing 8MPa to ensure that an air pressure piston is jacked to the top of the rock sample to be measured to penetrate upwardsThe air pressure plate enables the upper air-permeable pressure plate and the lower air-permeable pressure plate to be in rigid stress contact with the rock sample to be tested, and then the confining pressure pump is started to add confining pressure to the rock sample to be tested, so that the in-situ high-pressure state of the rock sample is simulated; when confining pressure data displayed on a computer control system approaches to 5MPa and the up-and-down floating is stable, valves 8 on a lateral pressurizing air inlet pipeline and a lateral pressurizing air outlet pipeline are opened, lateral pressurizing is carried out on a rock sample 2 to be tested for 10MPa, namely, the osmotic pressure is obtained, and the flow rate is controlled; starting recording after 5-6 min, and recording t3Gas flow velocity value v of gas flowmeter on axial pressurizing gas inlet pipeline at momentiAnd the pressure value P displayed on the computer control system3And record t4Gas pressure value P on axial pressurization gas outlet pipeline displayed on time computer control system4By Δ Qi＝viA(t4-t3)，ΔPi＝P4-P3，Δti＝t4-t3Calculating by a formula to obtain delta QiAnd Δ Pi；
By the formula
Calculating the lateral permeability;
wherein, KiAt Δ t for rock samplesiAverage permeability (m) over time2) (ii) a Mu is viscosity coefficient of fluid, and is 1 × 10-3Pa · s (water temperature 20 ℃); delta QiIs Δ tiVolume of water flow permeating the rock sample over time (m 3); l is the water seepage length, namely the height (m) of the rock sample in the experiment; a is the cross-sectional area (m) of the rock sample2)；ΔPiIs the osmotic pressure difference (Pa), delta t of the upper end and the lower end of the rock sampleiThe dot interval is recorded.
And analyzing and comparing the change of the permeability of the rock sample before and after grouting so as to evaluate the grouting effect.
The conventional test method adopts water as a seepage medium, and the method adopts gas to measure the axial and lateral permeability of the rock, the seepage gas can be nitrogen, the state is stable, and the defects of long penetration test time and low efficiency caused by compact gaps after grouting are overcome.
Claims (6)
1. The device for measuring the permeability of the rock before and after grouting is characterized by comprising a confining pressure chamber, wherein the bottom of the confining pressure chamber is fixedly arranged on a base, an axial pressurizing air inlet pipeline is arranged in the base, an osmotic pressure pump is connected to the axial pressurizing air inlet pipeline, a top plate at the top of the base is a lower air-permeable pressure plate, and the lower air-permeable pressure plate is positioned in the confining pressure chamber; the top of the confining pressure chamber is provided with an opening, the opening is fixedly connected with an axial pressure chamber, and a bottom plate of the axial pressure chamber is an upper ventilating pressure plate;
the rock sample to be tested is placed in the confining pressure chamber, the top end of the rock sample to be tested abuts against the upper breathable pressure plate, the bottom end of the rock sample to be tested abuts against the lower breathable pressure plate, the outer side wall of the rock sample to be tested is hermetically wrapped by the left annular rubber sleeve and the right annular rubber sleeve, air pipe connectors are uniformly arranged on the left annular rubber sleeve and the right annular rubber sleeve at intervals and are arranged along the axial direction of the rock sample to be tested, a lateral pressurizing air inlet pipeline is connected to the air pipe connector of the left annular rubber sleeve, a lateral pressurizing pump is connected to the lateral pressurizing air inlet pipeline, and a lateral pressurizing air outlet pipeline is connected to the air pipe connector of the right annular rubber sleeve;
an axial air pressure chamber is internally provided with an air pressure piston, the moving direction of the air pressure piston is parallel to the axis of the rock sample to be detected, the axial air pressure chamber above the air pressure piston is connected with an axial pressure pump through an air pipe, and the axial air pressure chamber below the air pressure piston is connected with an axial pressurizing air outlet pipeline; the confining pressure chamber is connected with a confining pressure pump through an air pipe, and the axial pressure pump, the confining pressure pump, the lateral pressurizing pump, the osmotic pressure pump and the gas flowmeter are all electrically connected with the computer control system through data lines.
2. The device for measuring the permeability of the rock before and after grouting according to claim 1, wherein a connecting piece is fixedly connected between the base in the confining pressure chamber and the axial pressure chamber, an axial displacement sensor is arranged on the connecting piece, and the axial displacement sensor is electrically connected with a computer control system through a data line.
3. The device for measuring the permeability of the rock before and after grouting according to claim 2, wherein an annular deformer is arranged on the outer side wall of the rock sample to be measured and is electrically connected with a computer control system through a data line.
4. The device for measuring the permeability of the rock before and after grouting according to claim 1, wherein one end of the lateral pressurizing air inlet pipeline and one end of the lateral pressurizing air outlet pipeline are inserted into the air pipe connector and are fixedly connected through an annular connecting button.
5. The apparatus of claim 1, wherein the gas flow meter and the valve are connected to the axial pressurized gas inlet pipe, the lateral pressurized gas inlet pipe, the gas pipe of the axial gas pressure chamber and the gas pipe of the confining pressure chamber.
6. A method for measuring the permeability of rock before and after grouting, which is characterized by comprising the following steps:
firstly, respectively sleeving a manufactured rock sample to be tested on a left annular rubber sleeve and a right annular rubber sleeve, aligning air pipe connectors on the left annular rubber sleeve and the right annular rubber sleeve, connecting the air pipe connectors by using annular connecting buttons, inserting a lateral pressurizing air inlet pipeline and a lateral pressurizing air outlet pipeline into the air pipe connectors, placing the rock sample to be tested in a confining pressure chamber, and placing the rock sample to be tested between an upper air-permeable pressure plate and a lower air-permeable pressure plate for fixing;
step two, measuring the axial permeability; firstly, closing valves on a lateral pressurizing air inlet pipeline and a lateral pressurizing air outlet pipeline, and opening a confining pressure pump and an axial pressure pump to apply confining pressure to a rock sample to be tested to simulate the in-situ high-pressure state of the rock sample to be tested; when the confining pressure data displayed on the computer control system approaches to a set value and the up-down floating is stable, the axial pressurization is continued until the osmotic pressure set value is reached, and the flow rate is controlled; starting recording after 5-6 min, and recording t1Gas flow velocity value v of gas flowmeter on axial pressurizing gas inlet pipeline at momentjAnd the pressure value P displayed on the computer control system1And record t2Gas pressure value P on axial pressurization gas outlet pipeline displayed on time computer control system2(ii) a By Delta Qj＝vjA(t2-t1)，ΔPj＝P2-P1，Δtj＝t2-t1Calculating by a formula to obtain delta QjAnd Δ Pj；
By the formula
Calculating the axial permeability;
wherein, KjAt Δ t for rock samplesjAverage permeability (m) over time2) (ii) a Mu is viscosity coefficient of fluid, and is 1 × 10- 3Pa · s (water temperature 20 ℃); delta QjIs Δ tjVolume of water flow (m) permeating through a rock sample over time3) (ii) a L is the water seepage length, namely the height (m) of the rock sample in the experiment; a is the cross-sectional area (m) of the rock sample2)；ΔPjIs the osmotic pressure difference (Pa), delta t of the upper end and the lower end of the rock samplejInterval time for recording points;
step three, measuring lateral permeability; firstly, pressurizing to a set value through an axial pressurizing system, enabling an air pressure piston to prop against an upper air-permeable pressure plate at the top of a rock sample to be tested, enabling the upper air-permeable pressure plate and a lower air-permeable pressure plate to be in rigid stress contact with the rock sample to be tested, then starting a confining pressure pump to add confining pressure to the rock sample to be tested, and simulating the in-situ high-pressure state of the rock sample; when confining pressure data displayed on a computer control system approaches to a set value and the up-and-down floating is stable, valves on a lateral pressurizing air inlet pipeline and a lateral pressurizing air outlet pipeline are opened, lateral pressurizing is carried out on a rock sample to be tested to reach an osmotic pressure set value, and the flow rate is controlled; starting recording after 5-6 min, and recording t3Gas flow velocity value v of gas flowmeter on axial pressurizing gas inlet pipeline at momentiAnd the pressure value P displayed on the computer control system3And record t4Axial pressurizing air outlet pipeline air supply displayed on time computer control systemValue of body pressure P4By Δ Qi＝viA(t4-t3)，ΔPi＝P4-P3，Δti＝t4-t3Calculating by a formula to obtain delta QiAnd Δ Pi；
By the formula
Calculating the lateral permeability;
wherein, KiAt Δ t for rock samplesiAverage permeability (m) over time2) (ii) a Mu is viscosity coefficient of fluid, and is 1 × 10- 3Pa · s (water temperature 20 ℃); delta QiIs Δ tiVolume of water flow (m) permeating through a rock sample over time3) (ii) a L is the water seepage length, namely the height (m) of the rock sample in the experiment; a is the cross-sectional area (m) of the rock sample2)；ΔPiIs the osmotic pressure difference (Pa), delta t of the upper end and the lower end of the rock sampleiThe dot interval is recorded.
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| CN111157428B CN111157428B (en) | 2024-07-26 |
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| CN114295788A (en) * | 2021-12-30 | 2022-04-08 | 重庆大学 | Device and method for simulating advance plugging test of harmful gas in tunnel surrounding rock |
| CN114718060A (en) * | 2022-05-05 | 2022-07-08 | 湖南科技大学 | Wing-type inflatable anchor pipe and construction method thereof |
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| CN105866004A (en) * | 2016-05-19 | 2016-08-17 | 湖南科技大学 | Device and method for measuring permeability coefficient of rock |
| CN212134435U (en) * | 2020-02-21 | 2020-12-11 | 河海大学 | Device for measuring permeability of rock before and after grouting |
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| CN105866004A (en) * | 2016-05-19 | 2016-08-17 | 湖南科技大学 | Device and method for measuring permeability coefficient of rock |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114295788A (en) * | 2021-12-30 | 2022-04-08 | 重庆大学 | Device and method for simulating advance plugging test of harmful gas in tunnel surrounding rock |
| CN114718060A (en) * | 2022-05-05 | 2022-07-08 | 湖南科技大学 | Wing-type inflatable anchor pipe and construction method thereof |
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