CN116559047A - Permeation experiment device and method for evaluating permeation coefficient and flow state - Google Patents
Permeation experiment device and method for evaluating permeation coefficient and flow state Download PDFInfo
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- CN116559047A CN116559047A CN202310511995.7A CN202310511995A CN116559047A CN 116559047 A CN116559047 A CN 116559047A CN 202310511995 A CN202310511995 A CN 202310511995A CN 116559047 A CN116559047 A CN 116559047A
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- 238000002474 experimental method Methods 0.000 title claims abstract description 37
- 238000000034 method Methods 0.000 title claims abstract description 29
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 67
- 239000002689 soil Substances 0.000 claims abstract description 55
- 238000006073 displacement reaction Methods 0.000 claims abstract description 39
- 238000012544 monitoring process Methods 0.000 claims abstract description 33
- 238000007596 consolidation process Methods 0.000 claims abstract description 23
- 238000011156 evaluation Methods 0.000 claims abstract description 5
- 230000035699 permeability Effects 0.000 claims description 32
- 239000004575 stone Substances 0.000 claims description 17
- 238000005070 sampling Methods 0.000 claims description 9
- 239000011800 void material Substances 0.000 claims description 9
- 230000035515 penetration Effects 0.000 claims description 8
- 230000000694 effects Effects 0.000 claims description 7
- 238000004364 calculation method Methods 0.000 claims description 6
- 238000005457 optimization Methods 0.000 claims description 6
- 238000012360 testing method Methods 0.000 claims description 5
- 239000012528 membrane Substances 0.000 claims description 4
- 239000011148 porous material Substances 0.000 claims description 4
- 238000004422 calculation algorithm Methods 0.000 claims description 3
- 238000004891 communication Methods 0.000 claims description 3
- 230000006835 compression Effects 0.000 claims description 3
- 238000007906 compression Methods 0.000 claims description 3
- 238000012804 iterative process Methods 0.000 claims description 3
- 238000013178 mathematical model Methods 0.000 claims description 3
- 238000001764 infiltration Methods 0.000 claims description 2
- 230000008595 infiltration Effects 0.000 claims description 2
- 238000013148 permeation assay Methods 0.000 claims 2
- 238000010998 test method Methods 0.000 claims 1
- 239000003673 groundwater Substances 0.000 abstract description 9
- 230000003204 osmotic effect Effects 0.000 description 3
- 230000001133 acceleration Effects 0.000 description 1
- 239000004927 clay Substances 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000001914 filtration Methods 0.000 description 1
- 239000012530 fluid Substances 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 238000004088 simulation Methods 0.000 description 1
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- 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
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- 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
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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
- Y02A10/00—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE at coastal zones; at river basins
- Y02A10/40—Controlling or monitoring, e.g. of flood or hurricane; Forecasting, e.g. risk assessment or mapping
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- Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
Abstract
The invention discloses a permeation experiment device and method and an assessment method of permeation coefficient and flow state, relating to the technical field of hydrogeology, wherein the permeation experiment device comprises: the seepage system is used for carrying out seepage experiments on the soil samples; the pressurized consolidation system is used for applying downward pressure on the soil sample in the seepage system so as to enable the soil sample to settle and consolidate; the intelligent monitoring system is used for monitoring the pressure change and displacement change of water at different positions in the soil sample in the experimental process. The invention also discloses a permeation experiment method and a permeation coefficient and flow state evaluation method, so that the scheme provided by the invention can realize permeation experiments on soil samples in the consolidation process, evaluate groundwater permeation flow states in different consolidation states, calculate the permeation coefficient of an aquifer and improve the accuracy of results.
Description
Technical Field
The invention relates to the technical field of hydrogeology, in particular to a permeation experiment device and method and a permeation coefficient and flow state evaluation method.
Background
The permeability coefficient is used to reflect the void media permeability and is the primary physical parameter for quantitative assessment of the groundwater flow process. The permeability coefficient refers to the flow rate of fluid passing through a void medium under a unit hydraulic gradient, is closely related to the porosity of the medium, is mainly obtained through an indoor permeameter, and is solved by using the following solving model:
wherein k is i，j The permeability coefficient of the sample between the pressure sensors selected for the period i; a is the sectional area of the sample; i i，j For the hydraulic gradient of the sample Δp i，j For the water pressure difference between any two pressure sensors of a sample, ρ is the density of water, g is the gravitational acceleration, and DeltaL i，j Is the distance between the corresponding two pressure sensors. By actually measuring p i，j And Q i The k can be obtained by taking the formula into consideration i，j 。
However, there are two assumption conditions for the existing device and the osmotic coefficient solving model, firstly, assuming that the porosity of the void medium is constant, and not considering the consolidation process of the soil, the acquired osmotic coefficient is suitable for the stratum near the earth surface, and the earth surface is not loaded (such as earth surface building) or is constant, in fact, according to the effective stress principle, the total stress is equal to the sum of the pore water pressure and the effective stress, when the earth surface load is increased, the total stress is increased, the effective stress is also increased, so that the volume of the medium is compressed, the porosity is reduced, and the osmotic coefficient is reduced; on the contrary, the volume of the medium is expanded, the porosity is increased, the permeability coefficient is increased, the total stress of the deep aquifer formed by the dead weight of the overlying stratum is relatively large, and when the pressure of underground water is reduced, the volume of the medium is compressed, and the permeability coefficient is reduced. Both of these effects can cause soil consolidation, induce ground subsidence, threaten safety of buildings, underground pipelines and the like, especially clay media, and secondly, the traditional penetration test device assumes that groundwater seepage meets darcy's law, in fact, under the same hydraulic gradient, the seepage law of media with different porosities can be different, when the porosity becomes smaller, groundwater can be subjected to low-speed non-darcy effects, and when the porosity becomes larger, groundwater can be subjected to high-speed non-darcy effects.
The ground subsidence process is slow and continuous and cannot be characterized by existing penetration test apparatus. For this reason, a new solution is urgently needed to solve the above-mentioned problems.
Disclosure of Invention
The invention aims to provide a permeation experiment device and method and a permeation coefficient and flow state evaluation method, so as to solve the problems in the prior art, realize permeation experiments on soil samples in the consolidation process, evaluate groundwater permeation flow states in different consolidation states, calculate the permeation coefficient of an aquifer and improve the accuracy of results.
In order to achieve the above object, the present invention provides the following solutions:
the invention provides a permeation experiment device, comprising:
the seepage system is used for carrying out seepage experiments on the soil samples;
a pressurized consolidation system for applying downward pressure to the soil sample in the seepage system to settle and consolidate it;
the intelligent monitoring system is used for monitoring pressure changes and displacement changes of water at different positions in the soil sample in the experimental process.
Preferably, the seepage system comprises a sample cavity, a water supply tank, a advection pump and a flow monitor, wherein permeable stones are arranged at the top and the bottom of the sample cavity, a soil sample is arranged between the two permeable stones, a water inlet is arranged at the top of the sample cavity, a water outlet is arranged at the bottom of the sample cavity, the flow monitor is arranged at the water inlet and the water outlet, and the advection pump can pump water in the water supply tank to the water inlet through a pipeline;
the pressurizing and solidifying system comprises a servo press and a pressurizing piston, wherein the pressurizing piston is positioned on the permeable stone above, and the servo press can drive the pressurizing piston to downwards press the permeable stone;
the intelligent monitoring system comprises a pressure sensor, a displacement sensor and a computer; the top of soil sample is provided with one pressure sensor, the lateral wall in sample chamber has set gradually a plurality of along the direction of height pressure sensor, displacement sensor set up in the top of pressure piston is used for monitoring pressure piston's vertical displacement, pressure sensor with displacement sensor all with computer communication connection.
Preferably, the circumferential outer wall of the pressurizing piston is in close contact with the inner wall of the sample cavity, and the pressurizing piston is provided with an air outlet and the water inlet.
Preferably, a filter membrane is arranged on the inner side wall of the sample cavity.
The invention also provides a permeation experiment method, which is carried out by using the permeation experiment device; the method comprises the following steps:
s1, checking whether each component in the experimental device can normally operate;
s2, preparing a sample, and placing the prepared soil sample in a sample cavity of a seepage system;
s3, starting the pressurizing and solidifying system in advance to pressurize and exhaust the soil sample;
s4, setting the pressurizing stress of each period of the pressurizing and solidifying system on a computer of the intelligent monitoring system, setting the final pressurizing stress as original ground stress, and setting the water pressure at the upper end of the soil sample at a advection pump port of the seepage system, wherein the water pressure is equal to the pore water pressure of the soil sample in an original state;
s5, setting a data acquisition period of the intelligent monitoring system, running the pressurizing and solidifying system, moving down the pressurizing and solidifying system according to the pressurizing mode set in the S4, and simultaneously recording pressure, displacement and quality data in real time by the computer;
s6, draining and solidifying, namely when the intelligent monitoring system monitors that the stress at the top of the soil sample reaches the original ground stress and the water pressure of the advection pump reaches the preset water pressure, and after the water pressure is stabilized for a certain time, opening a water outlet at the bottom end of the sample cavity to perform draining and solidifying, and simultaneously monitoring the real-time pressure, displacement and water outlet flow; measuring different moments t by intelligent monitoring system i Different positions x j Pressure p of (2) i,j Displacement x i And flow rate Q i 。
Preferably, in step S4, a loading mode of first linear pressurization and then constant pressure is adopted.
Preferably, the step S6 process is continued for a period of time until the pressure, displacement and quality are stable for a long time, and then the experiment is ended.
The invention also provides an assessment method of the permeability coefficient and the flow state, which is carried out by utilizing the experimental result obtained by the permeability experimental method; comprising the following steps:
s1, establishing a high-pressure Darcy-non-Darcy permeation control mathematical model:
e＝e 0 -C c (logσ'-logσ' 0 )＝e 0 -C k (logk v0 -logk v ) (3)
wherein q is the seepage velocity of the soil; z is a vertical spatial axis; epsilon z Is vertical strain; t is time; k (k) v Is the permeability coefficient; k (k) v0 Is the initial permeability coefficient; m is an empirical parameter; I. i l Respectively an actual hydraulic gradient and a critical hydraulic gradient;γ w the weight of water per unit volume; u is the hyperstatic pressure; e is the calculation time void ratio; e, e 0 Is the initial void ratio; c (C) c Is the compression index of the soil; sigma' is the effective stress at the moment of calculation; sigma'. 0 Is the initial effective stress; sigma '=sigma' 0 -u；k v0 For the beginningInitial permeability coefficient; c (C) k Is the permeability index of the soil; e (E) 0 The elastic modulus of the independent spring in the Merchant model; e (E) 1 And eta are the elastic modulus of a Kelvin body spring in the Merchant model and the viscosity coefficient of a Newton's viscosity pot respectively.
S2, an objective function adopted by the optimization model adopted in the step S1 is as follows:
wherein F represents an objective function, j represents the number of sampling points in the iterative process, i represents the number of stages,for the observation of the j-th sampling point pressure, < >>For the analog value of the j-th sampling point pressure, is->Observation value for j-th sample point displacement, < >>For the analog value of the j-th sample point displacement, mu i For the weighting factor of the i-th stage, Δf i Is the mean square error value of the ith stage. Q and Q i Related, q=q i And (3) carrying q into an S1 model, and fitting different moments t by adopting an optimization algorithm i Different positions x j Pressure p of (2) i，j And displacement x i Inversion of m and k v 。
S3, judging whether the non-Darcy flow exists or not, and judging whether the influence of the consolidation process on the permeability coefficient is obvious or not. If m=1 in the inversion result, thenIndicating that the fidaxl stream is absent; otherwise, it indicates that there is a non-darcy flow. If k in the inversion result v ＝k v0 The influence of the consolidation process on the permeability coefficient is not obvious; otherwise, the effect is significant.
Compared with the prior art, the invention has the following technical effects:
the infiltration experiment device provided by the invention is provided with a pressurizing and solidifying system, wherein the pressurizing and solidifying system is used for applying downward pressure to a soil sample in a seepage system so as to enable the soil sample to settle and solidify; therefore, the penetration experiment device provided by the invention can realize penetration experiments on soil samples in the consolidation process.
In addition, the permeation experiment device provided by the invention can realize automatic monitoring of data, save time and manpower and avoid human errors in data monitoring.
The method for evaluating the permeability coefficient and the flow state can evaluate the groundwater seepage flow state under different consolidation states, calculate the permeability coefficient of the aquifer and improve the accuracy of the result.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings that are needed in the embodiments will be briefly described below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and other drawings may be obtained according to these drawings without inventive effort for a person skilled in the art.
FIG. 1 is a schematic structural diagram of a permeation experiment apparatus according to a first embodiment;
FIG. 2 is an analysis chart of experimental results;
in the figure: 1-a base; 2-sample chamber; 3-lower clamp; 4-a water outlet; 5-a flow monitor; 6, a supporting seat; 7-upper clamping hoop; 8-a pressure sensor; 9-filtering membrane; 10-permeable stone; 11-a pressurizing piston; 12-a servo press; 13-exhaust port; 14-a water inlet; 15-a displacement sensor; 16-a water supply tank; 17-advection pump; 18-valve; 19-a computer; 20-wiring of the displacement sensor; 21-tip pressure sensor wiring; 22-side wall pressure sensor wiring.
In FIG. 2, the horizontal axis represents t, time, and the vertical axis represents p/ρg, and pressure head.
Detailed Description
The following description of the embodiments of the present invention will be made clearly and completely with reference to the accompanying drawings, in which it is apparent that the embodiments described are only some embodiments of the present invention, but not all embodiments. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
The invention aims to provide a permeation experiment device and method and a permeation coefficient and flow state evaluation method, so as to solve the problems in the prior art, realize permeation experiments on soil samples in the consolidation process, evaluate groundwater permeation flow states in different consolidation states, calculate the permeation coefficient of an aquifer and improve the accuracy of results.
In order that the above-recited objects, features and advantages of the present invention will become more readily apparent, a more particular description of the invention will be rendered by reference to the appended drawings and appended detailed description.
Example 1
The embodiment provides a permeation experiment device, as shown in fig. 1, including: the seepage system is used for carrying out seepage experiments on the soil samples; the pressurized consolidation system is used for applying downward pressure on the soil sample in the seepage system so as to enable the soil sample to settle and consolidate; the intelligent monitoring system is used for monitoring the pressure change and displacement change of water at different positions in the soil sample in the experimental process.
The seepage system comprises a sample cavity 2, a water supply tank 16, a advection pump 17 and a flow monitor 5, wherein permeable stones 10 are arranged at the top and the bottom of the sample cavity 2, a soil sample is arranged between the two permeable stones 10, a water inlet 14 is arranged at the top of the sample cavity 2, a water outlet 4 is arranged at the bottom of the sample cavity, the flow monitor 5 is arranged at the water inlet 14 and the water outlet 4, and the advection pump 17 can pump water in the water supply tank 16 to the water inlet 14 through pipelines;
the pressurizing and solidifying system comprises a servo press 12 and a pressurizing piston 11, wherein the pressurizing piston 11 is positioned on the permeable stone 10 above, and the servo press 12 can drive the pressurizing piston 11 to downwards press the permeable stone 10;
the intelligent monitoring system comprises a pressure sensor 8, a displacement sensor 15 and a computer 19; the top of soil sample is provided with a pressure sensor 8, and the lateral wall of sample chamber 2 has set gradually a plurality of pressure sensors 8 along the direction of height, and displacement sensor 15 sets up in the top of pressurization piston 11 and is used for monitoring the vertical displacement of pressurization piston 11, and pressure sensor 8 and displacement sensor 15 all are connected with computer 19 communication.
The penetration experiment device provided by the embodiment is provided with a pressurizing and solidifying system, wherein the pressurizing and solidifying system is used for applying downward pressure to a soil sample in the seepage system so as to enable the soil sample to settle and solidify; therefore, the penetration experiment device provided by the invention can realize penetration experiments on soil samples in the consolidation process.
In addition, the intelligent monitoring system can realize automatic monitoring of data, and the computer 19 controls the whole process, so that a nearly linear boosting trend can be realized; the pressure change condition in the simulation process can be dynamically monitored in real time, time and manpower are saved, and errors of manual monitoring are avoided.
In some embodiments, the circumferential outer wall of the pressurizing piston 11 is in close contact with the inner wall of the sample chamber 2, and the pressurizing piston 11 is provided with an air outlet 13 and a water inlet 14, and the water inlet 14 is the water inlet 14 at the top of the sample chamber 2.
In some embodiments, the inner side wall of the sample chamber 2 is provided with a filter membrane 9.
The sample chamber 2 forms in a barrel, the barrel is all uncovered from top to bottom, the barrel below is connected with base 1 through lower clamp 3, the top is connected with supporting seat 6 through last clamp 7, the delivery port 4 has been seted up on the base 1, 1 top surfaces of base are used for supporting permeable stone 10, permeable stone 10 covers on delivery port 4, supporting seat 6 is sleeve column structure, install pressurization piston 11 and the permeable stone 10 of top in it can slide from top to bottom, this sets up and is convenient for assemble whole device, can install pressurization piston 11 and the permeable stone 10 of top in supporting seat 6 before during the installation again with supporting seat 6 through last clamp 7 in the barrel top.
Example two
The embodiment also provides a permeation experiment method, which is carried out by using the permeation experiment device in the first embodiment; the method comprises the following steps:
s1, checking whether each component in the experimental device can normally operate;
s2, preparing a sample, and placing the prepared soil sample into a sample cavity 2 of a seepage system;
s3, starting a pressurizing and solidifying system in advance to pressurize and exhaust the soil sample;
s4, setting the pressurizing stress of the pressurizing and solidifying system at each period on a computer 19 of the intelligent monitoring system, setting the final pressurizing stress as original ground stress, and setting the water pressure at the upper end of the soil sample at the port of a advection pump 17 of the seepage system, wherein the water pressure is equal to the pore water pressure of the soil sample in the original state;
in order to avoid sample impact deformation caused by too high pressurizing speed, the pressurizing stress set by the computer 19 adopts a loading mode of firstly linearly pressurizing and then constant pressure;
s5, setting a data acquisition period of the intelligent monitoring system, running the pressurizing and solidifying system, moving the pressurizing and solidifying system downwards according to the pressurizing mode set in the S4, and simultaneously recording pressure, displacement and quality data in real time by the computer 19;
s6, draining and solidifying, namely when the intelligent monitoring system monitors that the stress at the top of the soil sample reaches the original ground stress and the water pressure of the advection pump 17 reaches the preset water pressure, and after the water pressure is stable for a certain time, opening a water outlet 4 at the bottom end of the sample cavity 2 to perform draining and solidifying, and simultaneously monitoring the real-time pressure, displacement and water outlet flow; measuring different moments t by intelligent monitoring system i Different positions x j Pressure p of (2) i,j Displacement x i And flow rate Q i 。
And step S6, the process continues for a period of time until the pressure, the displacement and the quality are stable and unchanged for a long time, and then the experiment is ended.
Example III
The present embodiment provides a method for evaluating a permeability coefficient and a flow state, as shown in fig. 2, by using the experimental result obtained by the permeability experimental method described in the second embodiment; comprising the following steps:
s1, establishing a high-pressure Darcy-non-Darcy permeation control mathematical model:
e＝e 0 -C c (logσ'-logσ' 0 )＝e 0 -C k (logk v0 -logk v ) (3)
wherein q is the seepage velocity of the soil; z is a vertical spatial axis; epsilon z Is vertical strain; t is time; k (k) v Is the permeability coefficient; k (k) v0 Is the initial permeability coefficient; m is an empirical parameter; I. i l Respectively an actual hydraulic gradient and a critical hydraulic gradient;γ w the weight of water per unit volume; u is the hyperstatic pressure; e is the calculation time void ratio; e, e 0 Is the initial void ratio; c (C) c Is the compression index of the soil; sigma' is the effective stress at the moment of calculation; sigma'. 0 Is the initial effective stress; sigma '=sigma' 0 -u；k v0 Is the initial permeability coefficient; c (C) k Is the permeability index of the soil; e (E) 0 The elastic modulus of the independent spring in the Merchant model; e (E) 1 And eta are the elastic modulus of Kelvin body spring in Merchant model and the viscosity of Newton viscosity pot respectivelyHysteresis coefficient.
S2, an objective function adopted by the optimization model adopted in the step S1 is as follows:
wherein F represents an objective function, j represents the number of sampling points in the iterative process, i represents the number of stages,for the observation of the j-th sampling point pressure, < >>For the analog value of the j-th sampling point pressure, is->Observation value for j-th sample point displacement, < >>For the analog value of the j-th sample point displacement, mu i For the weighting factor of the i-th stage, Δf i Is the mean square error value of the ith stage. Q and Q i Related, q=q i And (3) carrying q into an S1 model, and fitting different moments t by adopting an optimization algorithm i Different positions x j Pressure p of (2) i，j And displacement x i Inversion of m and k v 。
S3, judging whether the non-Darcy flow exists or not, and judging whether the influence of the consolidation process on the permeability coefficient is obvious or not. If m=1 in the inversion result, it indicates that the non-darcy flow does not exist; otherwise, it indicates that there is a non-darcy flow. If k in the inversion result v ＝k v0 The influence of the consolidation process on the permeability coefficient is not obvious; otherwise, the effect is significant.
The method for evaluating the permeability coefficient and the flow state can evaluate the groundwater seepage flow state under different consolidation states, calculate the permeability coefficient of the aquifer, and improve the accuracy of the result.
The principles and embodiments of the present invention have been described in detail with reference to specific examples, which are provided to facilitate understanding of the method and core ideas of the present invention; also, it is within the scope of the present invention to be modified by those of ordinary skill in the art in light of the present teachings. In view of the foregoing, this description should not be construed as limiting the invention.
Claims (8)
1. The utility model provides a infiltration experimental apparatus which characterized in that: comprising the following steps:
the seepage system is used for carrying out seepage experiments on the soil samples;
a pressurized consolidation system for applying downward pressure to the soil sample in the seepage system to settle and consolidate it;
the intelligent monitoring system is used for monitoring pressure changes and displacement changes of water at different positions in the soil sample in the experimental process.
2. The permeation testing device according to claim 1, wherein: the seepage system comprises a sample cavity, a water supply tank, a advection pump and a flow monitor, wherein permeable stones are arranged at the top and the bottom of the sample cavity, a soil sample is arranged between the two permeable stones, a water inlet is arranged at the top of the sample cavity, a water outlet is arranged at the bottom of the sample cavity, the flow monitor is arranged at the water inlet and the water outlet, and the advection pump can pump water in the water supply tank to the water inlet through a pipeline;
the pressurizing and solidifying system comprises a servo press and a pressurizing piston, wherein the pressurizing piston is positioned on the permeable stone above, and the servo press can drive the pressurizing piston to downwards press the permeable stone;
the intelligent monitoring system comprises a pressure sensor, a displacement sensor and a computer; the top of soil sample is provided with one pressure sensor, the lateral wall in sample chamber has set gradually a plurality of along the direction of height pressure sensor, displacement sensor set up in the top of pressure piston is used for monitoring pressure piston's vertical displacement, pressure sensor with displacement sensor all with computer communication connection.
3. The permeation testing device according to claim 2, wherein: the circumferential outer wall of the pressurizing piston is tightly contacted with the inner wall of the sample cavity, and the pressurizing piston is provided with an air outlet and a water inlet.
4. The permeation testing device according to claim 2, wherein: and a filter membrane is arranged on the inner side wall of the sample cavity.
5. A penetration test method is characterized in that: performing an experiment using the permeation experiment apparatus according to any one of claims 1 to 4; the method comprises the following steps:
s1, checking whether each component in the experimental device can normally operate;
s2, preparing a sample, and placing the prepared soil sample in a sample cavity of a seepage system;
s3, starting the pressurizing and solidifying system in advance to pressurize and exhaust the soil sample;
s4, setting the pressurizing stress of each period of the pressurizing and solidifying system on a computer of the intelligent monitoring system, setting the final pressurizing stress as original ground stress, and setting the water pressure at the upper end of the soil sample at a advection pump port of the seepage system, wherein the water pressure is equal to the pore water pressure of the soil sample in an original state;
s5, setting a data acquisition period of the intelligent monitoring system, running the pressurizing and solidifying system, moving down the pressurizing and solidifying system according to the pressurizing mode set in the S4, and simultaneously recording pressure, displacement and quality data of a sample in real time by the computer;
s6, draining and fixingWhen the intelligent monitoring system monitors that the stress at the top of the soil sample reaches the original ground stress and the water pressure of the advection pump reaches the preset water pressure, and after the water pressure is stable for a certain time, a water outlet at the bottom end of the sample cavity is opened for drainage consolidation, and simultaneously, the real-time pressure, displacement and water outlet flow are monitored; measuring different moments t by intelligent monitoring system i Different positions x j Pressure p of (2) i,j Displacement x i And flow rate Q i 。
6. The permeation assay of claim 5, wherein: in the step S4, a loading mode of firstly linear pressurization and then constant pressure is adopted.
7. The permeation assay of claim 5, wherein: and step S6, the process continues for a period of time until the pressure, displacement and sample quality are stable and unchanged for a long time, and then the experiment is ended.
8. An evaluation method of permeability coefficient and flow state is characterized in that: evaluating the experimental results obtained by the permeation experimental method according to any one of claims 5 to 7; comprising the following steps:
s1, establishing a high-pressure Darcy-non-Darcy permeation control mathematical model:
wherein q is the seepage velocity of the soil; z is a vertical spatial axis; epsilon z Is vertical strain; t is time; k (k) v Is the permeability coefficient; k (k) v0 Is the initial permeability coefficient; m is an empirical parameter; I. i l Respectively an actual hydraulic gradient and a critical hydraulic gradient;γ w the weight of water per unit volume; u is the hyperstatic pressure; e is the calculation time void ratio; e, e 0 Is the initial void ratio; c (C) c Is the compression index of the soil; sigma' is the effective stress at the moment of calculation; sigma'. 0 Is the initial effective stress; sigma '=sigma' 0 -u；C k Is the permeability index of the soil; e (E) 0 The elastic modulus of the independent spring in the Merchant model; e (E) 1 And eta are the elastic modulus of a Kelvin body spring in the Merchant model and the viscosity coefficient of the Newton viscous kettle respectively;
s2, an objective function adopted by the optimization model adopted in the step S1 is as follows:
wherein F represents an objective function, j represents the number of sampling points in the iterative process, i represents the number of stages,for the observation of the j-th sampling point pressure, < >>For the analog value of the j-th sampling point pressure, is->Observation value for j-th sample point displacement, < >>For the analog value of the j-th sample point displacement, mu i For the weighting factor of the i-th stage, Δf i Is the mean square error value of the ith stage; q and Q i Related, q=q i And (3) carrying q into an S1 model, and fitting different moments t by adopting an optimization algorithm i Different positions x j Pressure p of (2) i，j And displacement x i Inversion of m and k v ；
S3, judging whether the non-Darcy flow exists or not, and judging whether the influence of the consolidation process on the permeability coefficient is obvious or not; if m=1 in the inversion result, it indicates that the non-darcy flow does not exist; otherwise, it indicates that there is a non-darcy flow; if k in the inversion result v ＝k v0 The influence of the consolidation process on the permeability coefficient is not obvious; otherwise, the effect is significant.
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