CN111257193A - Device for porous medium water holding property and penetration test and application thereof - Google Patents
Device for porous medium water holding property and penetration test and application thereof Download PDFInfo
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Abstract
The device comprises a porous medium earth pillar, an air inlet pipeline and an air inlet pipeline which are communicated with the upper end surface of the porous medium earth pillar, and an air outlet pipeline which is communicated with the lower end surface of the porous medium earth pillar and the lower side wall of the porous medium earth pillar; the inlet end of the inlet pipe is arranged in the air box, a first air delivery pump and a third pressure gauge are sequentially arranged along the airflow direction on the inlet end, the inlet end of the inlet pipe is arranged in the water box, a first peristaltic pump, a first flowmeter and a first pressure gauge are sequentially arranged along the water flow direction on the inlet end, a second pressure gauge, a second flowmeter, a second peristaltic pump and a turbidity meter are sequentially arranged along the water flow direction on the outlet pipe, and a fourth pressure gauge and a second air delivery pump are sequentially arranged along the airflow direction on the outlet pipe. The invention is light, easy to assemble and convenient to move, can simultaneously measure the water retention characteristics including saturation, permeability, liquid pressure and the like, and can better guide construction and meet the engineering calculation requirements.
Description
Technical Field
The invention relates to a device for a porous medium water retention property and a penetration test and application thereof.
Background
The water-holding properties (saturation, permeability, fluid pressure, etc.) of porous media (soil, permeable materials, rock, etc.) are important parameters in engineering calculations; the problem of stone migration in the process of grouting, concrete pouring and the like is an important index for judging the strength of concrete. At present, most of test instruments are porous medium water-holding characteristics or stone migration devices.
Disclosure of Invention
The invention aims to provide a device for a porous medium water retention property and penetration test and application thereof, and solves the technical problem that the porous medium water retention property test equipment in the prior art is single in function.
In order to achieve the purpose, the invention adopts the following technical scheme:
an apparatus for use in water retention and penetration testing of porous media, characterized by: the device comprises a porous medium earth pillar, an air inlet pipeline and a water inlet pipeline which are communicated with the upper end surface of the porous medium earth pillar, and an air outlet pipeline which is communicated with the lower end surface of the porous medium earth pillar and the lower side wall of the porous medium earth pillar; the air inlet end of the air inlet pipeline is arranged in the air box, a first air delivery pump and a third pressure gauge are sequentially arranged along the airflow direction on the air inlet pipeline, the water inlet end of the water inlet pipeline is arranged in the water box, a first peristaltic pump, a first flowmeter and a first pressure gauge are sequentially arranged along the water flow direction on the water inlet pipeline, a water inlet hose is arranged between the first pressure gauge and the porous medium soil column on the water inlet pipeline, a second pressure gauge, a second flowmeter, a second peristaltic pump and a turbidity meter are arranged along the water flow direction on the water outlet pipeline, a fourth pressure gauge and a second air delivery pump are sequentially arranged along the airflow direction on the air outlet pipeline, and an air inlet hose is arranged between the fourth pressure gauge and the second air delivery pump on the air outlet pipeline.
Further preferably, a semi-permeable membrane is arranged on a gas outlet of the porous medium soil column communicated with the gas outlet pipeline.
Furthermore, the inner diameter of the porous medium soil column is 60-100 mm, the height of the porous medium soil column is 300-500 mm, the wall thickness of the porous medium soil column is 8-15 mm, and the porous medium soil column is made of glass fiber reinforced plastics.
Furthermore, a water stop clip is arranged on the water inlet hose, and an air stop clip is arranged on the air inlet hose.
More preferably, the air inlet pipeline, the water outlet pipeline and the air outlet pipeline are communicated with the porous medium soil column through pipe hoops.
A method for obtaining soil-water characteristic curve of porous medium by using the device of claim 1, which comprises the following steps:
(a) filling a porous medium soil column: in the filling process of the soil column, a complete water saturation state is ensured, after filling is finished, the first peristaltic pump, the second peristaltic pump, the first air conveying pump and the second air conveying pump are closed, and the water inlet hose and the air inlet hose are respectively subjected to water stopping and air stopping through the water stopping clamp and the air stopping clamp;
(b) calculating initial pore water pressure: adjusting the first peristaltic pump and the second peristaltic pump to the same rotating speed as required, and recording the values of the first flowmeter, the second flowmeter, the first pressure gauge and the second pressure gauge as v after the first pressure gauge and the second pressure gauge are stabilizedq1,0、vq2,0、P1,0And P2,0At the moment, the water seepage speed in the porous medium is constant, the gradient of the pore water pressure is constant according to the formula (1), and the initial pore air pressure P in the porous mediumg,0＝0Pa，
In the formula, Sw is saturated with waterDegree of neutralization; v. ofwThe actual seepage velocity vector of pore water in the porous medium is shown; u. ofwRespectively are pore horizontal uniform seepage velocity vectors on the section of the porous medium; mu.swIs the viscosity coefficient of pore water; k is the permeability of the porous medium, is related to the porosity and is the inherent property of the porous medium; krwPore water relative permeability;
ρwpore water density; pwPore water pressure; g is the acceleration of gravity, m/s2(ii) a n is the porosity of the porous medium;
then, an initial pore water pressure of p is obtainedw,0：
Wherein L is the length of the porous medium; z is the distance from the penetration position of the suspended particles to the top of the porous medium soil column; pw,0Is the initial pore water pressure in the porous medium; p1,0The pore water pressure value of the pressure gauge-1 at the moment is recorded initially; p2,0The pore water pressure value of the pressure gauge-2 at the moment is recorded initially;
(c) calculating the average saturation of the porous water, the pore air pressure and the whole porous medium in the porous medium: opening the first air delivery pump and the air inlet hose, adjusting the rotating speed of the second peristaltic pump to be larger than that of the first peristaltic pump, and simultaneously recording the changes v of the first flowmeter and the second flowmeter along with timeq1,1(t)、vq2,1(t), starting the second air pump and closing the air inlet hose when the time of starting recording is recorded as the time when t is 0s and the fluid at the air inlet hose to be switched is changed from water to air, and adjusting the second air pump to the required power; after the first pressure gauge, the second pressure gauge, the third pressure gauge and the fourth pressure gauge are stabilized, the value of each pressure gauge is recorded as P1,1、P2,1、P3,1And P4,1Recording the time when all pressure gauges are stable as t ═ t0At the moment s, the stable seepage velocity of the pore water is recorded as vqWhen the porous medium is porous water andthe pore gas pressure was:
wherein L is the length of the porous medium; z is the distance from the penetration position of the suspended particles to the top of the porous medium soil column; pw,1To achieve the set saturation (i.e. all gauges were stable during the test, t ═ t-0Time of day) average pore water pressure; pg,1To the average pore gas pressure at which the set saturation is reached; p1,1Is t ═ t0Pore water pressure value of the pressure gauge-1 at the moment; p2,1Is t ═ t0Pore water pressure value of the pressure gauge-2 at that moment; p3,1Is t ═ t0Pore gas pressure value of the pressure gauge-3 at the moment; p4,1Is t ═ t0Pore gas pressure value of the pressure gauge-4 at the moment;
the average saturation of the porous medium as a whole is
In the formula, Vw and V are respectively the pore water volume and the total volume of the porous medium when the porous medium is completely saturated; t time variable; v. ofq1,1(t)、vq2,1(t) is the function of the change of the flowmeter-1 and the flowmeter-2 with time from the moment starting to record the moment 0 to the end of the test respectively; t is t0The time when all the pressure gauges are stable, namely the time when the set saturation is reached;
the relation of saturation, matrix suction and matrix suction head can be known from soil mechanics knowledge, and the matrix suction at different positions in a stable state is known as formula (3) and formula (4)
Wherein L is a porous mediumA length; z is the distance from the penetration position of the suspended particles to the top of the porous medium soil column; p1,1Is t ═ t0Pore water pressure value of the pressure gauge-1 at the moment; p2,1Is t ═ t0Pore water pressure value of the pressure gauge-2 at that moment; p3,1Is t ═ t0Pore gas pressure value of the pressure gauge-3 at the moment; p4,1Is t ═ t0Pore gas pressure value of the pressure gauge-4 at the moment;
if steady state, if the inlet pressure P is3,1Pressure P of water inlet1,1The difference being equal to the outlet pressure P4,1With the pressure P of the water outlet2,1Difference, then substrate suction at different positions becomes
Pc,1(z)＝P3,1-P1,1＝P4,1-P2,1(7)
According to the relation between the relative saturation calculation formula and the matrix suction head and the formula (7), the saturation at different positions in the porous medium is the same; when the test process is considered to be a one-dimensional seepage process, the formula (3) is substituted into the formula (1)
In the formula, SDIs the cross-sectional area of the porous medium; u. ofwRespectively is a pore horizontal average seepage velocity vector and a pore gas average seepage velocity vector on the section of the porous medium; k is the permeability (m) of the porous medium2) Porosity-related, intrinsic properties of the porous media; l is the porous medium length; pwPore water pressure; v. ofwActual seepage velocity vector of pore water in the porous medium; v. ofqThe steady seepage velocity of pore water;
(d) calculating corresponding saturation degrees under different water outlet, air inlet and air treatment rates; changing the speed of the second peristaltic pump, simultaneously adjusting the power of the first air delivery pump and the second air delivery pump until the substrate suction in the formula (7) is different, and calculating to obtain corresponding saturation through the formula (1);
(e) obtaining a soil-water characteristic curve of the porous medium: repeating the step (d) to obtain different stable statesSaturation value, matrix suction value and pore water seepage velocity vq；
According to the relation between the relative saturation and the matrix suction head, the parameter T of the corresponding porous medium in VG models with different filling particle sizes, different porosities and different temperatures can be obtained by adopting a least square method parameter fitting methodα、Tn、Tm；
And (3) obtaining a parameter L in the porous medium permeability K and VG models by a parameter fitting method according to the relation between the relative permeability and saturation of the pore water and the relation between the seepage velocity and the permeability of the porous medium and the relative permeability of the pore water in the formula (8), so as to obtain the soil-water characteristic curve of the porous medium.
A method for conducting suspended particle penetration experiments using the apparatus of claim 1, wherein: the porous medium in the porous medium soil column is in a saturated state, and the method comprises the following steps:
a. the filling process of the porous medium soil column needs to ensure a complete water saturation state, after the filling is finished, the first peristaltic pump, the second peristaltic pump, the first air conveying pump and the second air conveying pump are closed, and the water inlet hose and the air inlet hose are respectively subjected to water stopping and air stopping through the water stopping clamp and the air stopping clamp;
b. starting the first peristaltic pump and the second peristaltic pump simultaneously, adjusting the peristaltic pumps to the required rotating speed, and recording the values of the first pressure gauge and the second pressure gauge as P after the first pressure gauge and the second pressure gauge are stabilized1,1And P2,1And simultaneously recording the stable seepage velocity of pore water as vq(ii) a Obtaining an initial void pressure Pw.1；
c. Opening a water inlet hose, injecting a suspended particle solution with a certain concentration by using an injector, simultaneously taking a water outlet solution, recording the t as 0s at the moment, and indirectly calculating by using a turbidity meter to obtain the penetration concentration C of the suspended particles at the bottom of the porous mediumi,L(t)；
d. Repeating the steps a-b, and carrying out suspended particle penetration tests with different injection concentrations and pore water seepage speeds;
e. using C obtained in step Ci,L(t), v obtained by the formula (8)wBy usingThe parameter optimization method adjusts the related calculation parameters of the following formula (9), adopts a least square method to carry out fitting evaluation, and finally finds the optimal solution of the parameters, thereby obtaining penetration test parameter values with different injection concentrations and pore water seepage speeds;
in the formula, kNFIs the equilibrium coefficient in the adsorption and desorption process; rhobIs the volume dry density, pb＝(1-n)ρs(ii) a n is the porosity of the soil body; ciIs the solute concentration, which represents the concentration of suspended particles in the fluid;<vw>is pore water velocity tensor; sw is the water saturation; t is a time variable; z is the distance from the suspended particle penetration site to the top of the column of porous media.
A method of conducting a suspended particle penetration test using the apparatus of claim 1: the porous medium in the porous medium soil column is in an unsaturated state, and the method comprises the following steps:
a, ensuring a complete water saturation state in the filling process of the porous medium soil column, closing a first peristaltic pump, a second peristaltic pump, a first air delivery pump and a second air delivery pump after filling is finished, and stopping water and air through a water stop clamp and an air stop clamp respectively by a water inlet hose and an air inlet hose;
b. starting the first peristaltic pump and the second peristaltic pump simultaneously, adjusting the peristaltic pumps to the required rotating speed, and recording the values of the first pressure gauge and the second pressure gauge as P after the first pressure gauge and the second pressure gauge are stabilized1,1And P2,1And simultaneously recording the stable seepage velocity of pore water as vq(ii) a Obtaining an initial void pressure Pw.1；
c. Opening a water inlet hose, injecting a suspended particle solution with a certain concentration by using an injector, simultaneously taking a water outlet solution, recording the t as 0s at the moment, and indirectly calculating by using a turbidity meter to obtain the penetration concentration C of the suspended particles at the bottom of the porous mediumi,L(t)；
d. Repeating the steps a-b, and carrying out suspended particle penetration tests with different injection concentrations and pore water seepage speeds;
e. using C obtained in step Ci,L(t) average saturation S obtained by the formula (5)w,1V obtained by the formula (8)w. Adjusting the related calculation parameters of the formula (9) by using a parameter optimization method, performing fitting evaluation by using a least square method, and finally finding out the optimal solution of the parameters so as to obtain penetration test parameter values with different injection concentrations and pore water seepage speeds; through numerical simulation analysis and calculation, parameters are obtained by utilizing the seepage differential equation of formula pore water and pore gas, the coupling model of formula (10) and test fitting, and the test result of pollutant penetration concentration and the numerical analysis result can be compared and verified by utilizing experimental data, so that the suspended particle penetration test under the unsaturated condition is completed;
in the formula: rhobIs the bulk dry density; n is the porosity of the soil body; k is a radical ofNFIs the equilibrium coefficient in the adsorption and desorption process; t is a time variable; sw is the water saturation; ciConcentration of solute representing the concentration of suspended particles in the fluid αdIs hydrodynamic dispersivity;<vw>is the pore water velocity tensor.
Compared with the prior art, the invention has the following characteristics and beneficial effects:
the invention can effectively and quickly obtain the permeability coefficient of the porous medium, the related parameters of the VG model and the migration rule of stone in concrete, and can better guide construction. The invention has simple and light structure, low manufacturing cost and strong practicability, and can play a role in popularizing and using in terms of the water holding property and penetration test of the porous medium.
The invention is light, easy to assemble and convenient to move, can simultaneously measure the water retention characteristics including saturation, permeability, liquid pressure and the like, and can better guide construction and meet the engineering calculation requirements.
Drawings
FIG. 1 is a schematic diagram of the structure of the apparatus used for the water retention characteristics and penetration test of porous media.
Detailed Description
In order to make the technical means, innovative features, objectives and functions realized by the present invention easy to understand, the present invention is further described below.
The examples described herein are specific embodiments of the present invention, are intended to be illustrative and exemplary in nature, and are not to be construed as limiting the scope of the invention. In addition to the embodiments described herein, those skilled in the art will be able to employ other technical solutions which are obvious based on the disclosure of the claims and the specification of the present application, and these technical solutions include technical solutions which make any obvious replacement or modification for the embodiments described herein.
The device for the water holding property and penetration test of the porous medium comprises a porous medium earth pillar 1, an air inlet pipeline 2 and an air inlet pipeline 3 which are communicated with the upper end surface of the porous medium earth pillar 1, and an air outlet pipeline 4 which is communicated with the lower end surface of the porous medium earth pillar 1 and an air outlet pipeline 5 on the lower side wall, wherein the air inlet pipeline 2 and the air inlet pipeline 3 are communicated with the upper end surface of the porous medium earth pillar 1; the air inlet end of the air inlet pipeline 2 is arranged in the air box 6, a first air delivery pump 7 and a third pressure gauge 8 are sequentially arranged on the air inlet pipeline in the air flow direction, the water inlet end of the water inlet pipeline 3 is arranged in the water box 9, a first peristaltic pump 10, a first flowmeter 11 and a first pressure gauge 12 are sequentially arranged on the water inlet pipeline in the water flow direction, a water inlet hose 19 is arranged on the water inlet pipeline 3 and between the first pressure gauge 12 and the porous medium earth pillar 1, a second pressure gauge 15, a second flowmeter 16, a second peristaltic pump 17 and a turbidity meter 18 are arranged on the water outlet pipeline 4 in the water flow direction, a fourth pressure gauge 13 and a second air delivery pump 14 are sequentially arranged on the air outlet pipeline 5 in the air flow direction, an air inlet hose 20 is arranged on the air outlet pipeline 5 and between the fourth pressure gauge 13 and the second air delivery pump 14, a semipermeable membrane is arranged on an air outlet of the porous medium earth pillar 1 communicated with the, the height is 300-500 mm, the wall thickness is 8-15 mm, the material is glass steel, the last stagnant water clamp that is equipped with of water inlet hose 19 is equipped with the stagnant water clamp on the air inlet hose 20, is equipped with the stagnant air clamp on the air inlet hose 20, and inlet channel 2, inlet channel 3, outlet conduit 4 and outlet conduit 5 all communicate with porous medium earth pillar 1 through ferrule and porous medium earth pillar 1.
A method for obtaining soil-water characteristic curve of porous medium by using the device of claim 1, which comprises the following steps:
(a) filling a porous medium soil column (1): in the filling process of the soil column, the complete water saturation state is ensured, after the filling is finished, the first peristaltic pump 10, the second peristaltic pump 17, the first air transmission pump 7 and the second air transmission pump 8 are closed, and the water inlet hose 19 and the air inlet hose 20 are respectively subjected to water stopping and air stopping through a water stopping clamp and an air stopping clamp;
(b) calculating initial pore water pressure: adjusting the first peristaltic pump 10 and the second peristaltic pump 17 to the same required rotating speed, and after the first pressure gauge 12 and the second pressure gauge 15 are stabilized, recording the values of the first flow meter 11, the second flow meter 16, the first pressure gauge 12 and the second pressure gauge 15 as vq1,0、vq2,0、P1,0And P2,0At the moment, the water seepage speed in the porous medium is constant, the gradient of the pore water pressure is constant according to the formula (1), and the initial pore air pressure P in the porous mediumg,0＝0Pa，
Wherein Sw is the water saturation; v. ofwThe actual seepage velocity vector of pore water in the porous medium is shown; u. ofwRespectively are pore horizontal uniform seepage velocity vectors on the section of the porous medium; mu.swIs the viscosity coefficient of pore water; k is the permeability of the porous medium, is related to the porosity and is the inherent property of the porous medium; krwPore water relative permeability;
ρwpore water density; pwPore water pressure; g is the acceleration of gravity, m/s2(ii) a n is the porosity of the porous medium;
then, an initial pore water pressure of p is obtainedw,0：
Wherein L is the length of the porous medium; z is the distance from the penetration position of the suspended particles to the top of the porous medium soil column; pw,0Is the initial pore water pressure in the porous medium; p1,0The pore water pressure value of the pressure gauge-1 at the moment is recorded initially; p2,0The pore water pressure value of the pressure gauge-2 at the moment is recorded initially;
(c) calculating the average saturation of the porous water, the pore air pressure and the whole porous medium in the porous medium: opening the first air delivery pump 7 and the air inlet hose 20, adjusting the rotating speed of the second peristaltic pump 17 to be higher than that of the first peristaltic pump 10, and simultaneously recording the changes v of the first flowmeter 11 and the second flowmeter 16 along with the timeq1,1(t)、vq2,1(t), starting to record the moment as the moment when t is 0s, starting the second air delivery pump 8 and closing the air inlet hose 20 when the fluid at the air inlet hose 20 to be switched is changed from water to air, and adjusting the second air delivery pump 8 to the required power; after the first pressure gauge 12, the second pressure gauge 15, the third pressure gauge 8 and the fourth pressure gauge 13 are stabilized, the value of each pressure gauge is recorded as P1,1、P2,1、P3,1And P4,1Recording the time when all pressure gauges are stable as t ═ t0At the moment s, the stable seepage velocity of the pore water is recorded as vqAt this time, the pore water and pore air pressure in the porous medium are:
wherein L is the length of the porous medium; z is the distance from the penetration position of the suspended particles to the top of the porous medium soil column; pw,1To achieve the set saturation (i.e. all gauges were stable during the test, t ═ t-0Time of day) average pore water pressure; pg,1To the average pore gas pressure at which the set saturation is reached; p1,1Is t ═ t0Pore water pressure value of the pressure gauge-1 at the moment; p2,1Is t ═ t0Pore of pressure gauge-2 at timeA water pressure value; p3,1Is t ═ t0Pore gas pressure value of the pressure gauge-3 at the moment; p4,1Is t ═ t0Pore gas pressure value of the pressure gauge-4 at the moment;
the average saturation of the porous medium as a whole is
In the formula, Vw and V are respectively the pore water volume and the total volume of the porous medium when the porous medium is completely saturated; t time variable; v. ofq1,1(t)、vq2,1(t) is the function of the change of the flowmeter-1 and the flowmeter-2 with time from the moment starting to record the moment 0 to the end of the test respectively; t is t0The time when all the pressure gauges are stable, namely the time when the set saturation is reached;
the relation of saturation, matrix suction and matrix suction head can be known from soil mechanics knowledge, and the matrix suction at different positions in a stable state is known as formula (3) and formula (4)
Wherein L is the length of the porous medium; z is the distance from the penetration position of the suspended particles to the top of the porous medium soil column; p1,1Is t ═ t0Pore water pressure value of the pressure gauge-1 at the moment; p2,1Is t ═ t0Pore water pressure value of the pressure gauge-2 at that moment; p3,1Is t ═ t0Pore gas pressure value of the pressure gauge-3 at the moment; p4,1Is t ═ t0Pore gas pressure value of the pressure gauge-4 at the moment;
if steady state, if the inlet pressure P is3,1Pressure P of water inlet1,1The difference being equal to the outlet pressure P4,1With the pressure P of the water outlet2,1Difference, then substrate suction at different positions becomes
Pc,1(z)＝P3,1-P1,1＝P4,1-P2,1(7)
According to the relation between the relative saturation calculation formula and the matrix suction head and the formula (7), the saturation at different positions in the porous medium is the same; when the test process is considered to be a one-dimensional seepage process, the formula (3) is substituted into the formula (1)
In the formula, SDIs the cross-sectional area of the porous medium; u. ofwRespectively is a pore horizontal average seepage velocity vector and a pore gas average seepage velocity vector on the section of the porous medium; k is the permeability (m) of the porous medium2) Porosity-related, intrinsic properties of the porous media; l is the porous medium length; pwPore water pressure; v. ofwActual seepage velocity vector of pore water in the porous medium; v. ofqThe steady seepage velocity of pore water;
(d) calculating corresponding saturation degrees under different water outlet, air inlet and air treatment rates; changing the speed of the second peristaltic pump 17, adjusting the power of the first air delivery pump 7 and the second air delivery pump 8 at the same time until the substrate suction in the formula (7) is different, and calculating to obtain the corresponding saturation through the formula (1);
(e) obtaining a soil-water characteristic curve of the porous medium: repeating the step (d) to obtain saturation values, matrix suction values and pore water seepage velocities v under different stable statesq；
According to the relation between the relative saturation and the matrix suction head, the parameter T of the corresponding porous medium in VG models with different filling particle sizes, different porosities and different temperatures can be obtained by adopting a least square method parameter fitting methodα、Tn、Tm；
And (3) obtaining a parameter L in the porous medium permeability K and VG models by a parameter fitting method according to the relation between the relative permeability and saturation of the pore water and the relation between the seepage velocity and the permeability of the porous medium and the relative permeability of the pore water in the formula (8), so as to obtain the soil-water characteristic curve of the porous medium.
A method for conducting suspended particle penetration experiments using the apparatus of claim 1, wherein: the porous medium in the porous medium soil column 1 is in a saturated state, and the method comprises the following steps:
a. the filling process of the porous medium soil column 1 needs to ensure a complete water saturation state, after the filling is finished, the first peristaltic pump 10, the second peristaltic pump 17, the first air transmission pump 7 and the second air transmission pump 8 are closed, and the water inlet hose 19 and the air inlet hose 20 are respectively subjected to water stopping and air stopping through a water stopping clamp and an air stopping clamp;
b. simultaneously starting the first peristaltic pump 10 and the second peristaltic pump 17, adjusting the peristaltic pumps to the required rotating speed, and recording the values of the first pressure gauge 12 and the second pressure gauge 15 as P after the first pressure gauge 12 and the second pressure gauge 15 are stabilized1,1And P2,1And simultaneously recording the stable seepage velocity of pore water as vq(ii) a Obtaining an initial void pressure Pw.1；
c. Opening a water inlet hose 19, injecting a suspended particle solution with a certain concentration by using an injector, simultaneously taking a water outlet solution, recording the t as 0s at the moment, and indirectly calculating by using a turbidity meter 18 to obtain the penetration concentration C of the suspended particles at the bottom of the porous mediumi,L(t)；
d. Repeating the steps a-b, and carrying out suspended particle penetration tests with different injection concentrations and pore water seepage speeds;
e. using C obtained in step Ci,L(t), v obtained by the formula (8)wAdjusting related calculation parameters of the following formula (9) by using a parameter optimization method, performing fitting evaluation by using a least square method, and finally finding out an optimal solution of the parameters so as to obtain penetration test parameter values with different injection concentrations and pore water seepage speeds;
in the formula, kNFIs the equilibrium coefficient in the adsorption and desorption process; rhobIs the volume dry density, pb＝(1-n)ρs(ii) a n is the porosity of the soil body; ciIs the solute concentration, which represents the concentration of suspended particles in the fluid;<vw>is pore water velocity tensor; sw is the water saturation; t is a time variable; z is the distance from the suspended particle penetration site to the top of the column of porous media.
A method for conducting suspended particle breakthrough experiments using the apparatus of claim 1, wherein the porous medium in the column of porous medium 1 is in an unsaturated state, comprising the steps of:
a, ensuring a complete water saturation state in the filling process of the porous medium soil column 1, closing a first peristaltic pump 10, a second peristaltic pump 17, a first air transmission pump 7 and a second air transmission pump 8 after filling, and stopping water and air through a water stop clamp and an air stop clamp respectively by a water inlet hose 19 and an air inlet hose 20;
b. simultaneously starting the first peristaltic pump 10 and the second peristaltic pump 17, adjusting the peristaltic pumps to the required rotating speed, and recording the values of the first pressure gauge 12 and the second pressure gauge 15 as P after the first pressure gauge 12 and the second pressure gauge 15 are stabilized1,1And P2,1And simultaneously recording the stable seepage velocity of pore water as vq(ii) a Obtaining an initial void pressure Pw.1；
c. Opening a water inlet hose 19, injecting a suspended particle solution with a certain concentration by using an injector, simultaneously taking a water outlet solution, recording the t as 0s at the moment, and indirectly calculating by using a turbidity meter 18 to obtain the penetration concentration C of the suspended particles at the bottom of the porous mediumi,L(t)；
d. Repeating the steps a-b, and carrying out suspended particle penetration tests with different injection concentrations and pore water seepage speeds;
e. using C obtained in step Ci,L(t) average saturation S obtained by the formula (5)w,1V obtained by the formula (8)w. Adjusting the related calculation parameters of the formula (9) by using a parameter optimization method, performing fitting evaluation by using a least square method, and finally finding out the optimal solution of the parameters so as to obtain penetration test parameter values with different injection concentrations and pore water seepage speeds; through numerical simulation analysis and calculation, parameters are obtained by utilizing the seepage differential equation of formula pore water and pore gas, the coupling model of formula (10) and test fitting, and the test result of pollutant penetration concentration and the numerical analysis result can be compared and verified by utilizing experimental data, so that the suspended particle penetration test under the unsaturated condition is completed;
in the formula: rhobIs the bulk dry density; n is the porosity of the soil body; k is a radical ofNFIs the equilibrium coefficient in the adsorption and desorption process; t is a time variable; sw is the water saturation; ciConcentration of solute representing the concentration of suspended particles in the fluid αdIs hydrodynamic dispersivity;<vw>is the pore water velocity tensor.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents, improvements and the like that fall within the spirit and principle of the present invention are intended to be included therein.
Claims (8)
1. An apparatus for use in water retention and penetration testing of porous media, characterized by: comprises a porous medium earth pillar (1), an air inlet pipeline (2) and a water inlet pipeline (3) which are communicated with the upper end surface of the porous medium earth pillar (1), and a water outlet pipeline (4) which is communicated with the lower end surface of the porous medium earth pillar (1) and an air outlet pipeline (5) on the lower side wall; the air inlet end of the air inlet pipeline (2) is arranged in the air box (6), a first air delivery pump (7) and a third pressure gauge (8) are sequentially arranged on the air inlet pipeline along the air flow direction, the water inlet end of the water inlet pipeline (3) is arranged in the water box (9), a first peristaltic pump (10), a first flowmeter (11) and a first pressure gauge (12) are sequentially arranged on the water flow direction, a water inlet hose (19) is arranged on the water inlet pipeline (3) and between the first pressure gauge (12) and the porous medium soil column (1), a second pressure gauge (15), a second flowmeter (16), a second peristaltic pump (17) and a turbidity meter (18) are arranged on the water outlet pipeline (4) along the water flow direction, a fourth pressure gauge (13) and a second air delivery pump (14) are sequentially arranged on the air outlet pipeline (5) along the air flow direction, and an air inlet hose (20) is arranged on the air outlet pipeline (5) and between the fourth pressure gauge (13) and the second air delivery pump (14).
2. The apparatus for porous media water retention and penetration testing of claim 1, wherein: and a semi-permeable membrane is arranged on a gas outlet of the porous medium soil column (1) communicated with the gas outlet pipeline (5).
3. The apparatus for porous media water retention and penetration testing of claim 1, wherein: the inner diameter of the porous medium soil column (1) is 60-100 mm, the height is 300-500 mm, the wall thickness is 8-15 mm, and the porous medium soil column is made of glass fiber reinforced plastics.
4. The apparatus for porous media water retention and penetration testing of claim 1, wherein: the water inlet hose (19) is provided with a water stop clip, and the air inlet hose (20) is provided with an air stop clip.
5. The apparatus for porous media water retention and penetration testing of claim 1, wherein: the air inlet pipeline (2), the water inlet pipeline (3), the water outlet pipeline (4), the air outlet pipeline (5) and the porous medium soil column (1) are communicated with the porous medium soil column (1) through pipe hoops.
6. A method for obtaining soil-water characteristic curve of porous medium by using the device of claim 1, which comprises the following steps:
(a) filling a porous medium soil column (1): in the filling process of the soil column, a complete water saturation state is ensured, after filling is finished, the first peristaltic pump (10), the second peristaltic pump (17), the first air delivery pump (7) and the second air delivery pump (8) are closed, and the water inlet hose (19) and the air inlet hose (20) are respectively subjected to water stopping and air stopping through a water stopping clamp and an air stopping clamp;
(b) calculating initial pore water pressure: adjusting the first peristaltic pump (10) and the second peristaltic pump (17) to the same required rotating speed, and recording the values of the first flowmeter (11), the second flowmeter (16), the first pressure gauge (12) and the second pressure gauge (15) as v after the first pressure gauge (12) and the second pressure gauge (15) are stabilizedq1,0、vq2,0、P1,0And P2,0At the moment, the water seepage speed in the porous medium is constant, the gradient of the pore water pressure is constant according to the formula (1), and the initial pore air pressure P in the porous mediumg,0＝0Pa，
Wherein Sw is the water saturation; v. ofwThe actual seepage velocity vector of pore water in the porous medium is shown; u. ofwRespectively are pore horizontal uniform seepage velocity vectors on the section of the porous medium; mu.swIs the viscosity coefficient of pore water; k is the permeability of the porous medium, is related to the porosity and is the inherent property of the porous medium; krwPore water relative permeability;
ρwpore water density; pwPore water pressure; g is the acceleration of gravity, m/s2(ii) a n is the porosity of the porous medium;
then, an initial pore water pressure of p is obtainedw,0：
Wherein L is the length of the porous medium; z is the distance from the penetration position of the suspended particles to the top of the porous medium soil column; pw,0Is the initial pore water pressure in the porous medium; p1,0The pore water pressure value of the pressure gauge-1 at the moment is recorded initially; p2,0The pore water pressure value of the pressure gauge-2 at the moment is recorded initially;
(c) calculating the average saturation of the porous water, the pore air pressure and the whole porous medium in the porous medium: opening the first air delivery pump (7) and the air inlet hose (20), adjusting the rotating speed of the second peristaltic pump (17) to be higher than that of the first peristaltic pump (10), and simultaneously recording the changes v of the first flowmeter (11) and the second flowmeter (16) along with timeq1,1(t)、vq2,1(t), starting to record the moment as the moment when t is 0s, starting the second air delivery pump (8) and closing the air inlet hose (20) when the fluid at the air inlet hose (20) to be switched is changed from water to air, and adjusting the second air delivery pump (8) to the required power; after the first pressure gauge (12), the second pressure gauge (15), the third pressure gauge (8) and the fourth pressure gauge (13) are stabilized, the value of each pressure gauge is recorded as P1,1、P2,1、P3,1And P4,1Recording the time when all pressure gauges are stable as t ═ t0At the moment s, the stable seepage velocity of the pore water is recorded as vqAt this time, the pore water and pore air pressure in the porous medium are:
wherein L is the length of the porous medium; z is the distance from the penetration position of the suspended particles to the top of the porous medium soil column; pw,1To achieve the set saturation (i.e. all gauges were stable during the test, t ═ t-0Time of day) average pore water pressure; pg,1To the average pore gas pressure at which the set saturation is reached; p1,1Is t ═ t0Pore water pressure value of the pressure gauge-1 at the moment; p2,1Is t ═ t0Pore water pressure value of the pressure gauge-2 at that moment; p3,1Is t ═ t0Pore gas pressure value of the pressure gauge-3 at the moment; p4,1Is t ═ t0Pore gas pressure value of the pressure gauge-4 at the moment;
the average saturation of the porous medium as a whole is
In the formula, Vw and V are respectively the pore water volume and the total volume of the porous medium when the porous medium is completely saturated; t time variable; v. ofq1,1(t)、vq2,1(t) is the function of the change of the flowmeter-1 and the flowmeter-2 with time from the moment starting to record the moment 0 to the end of the test respectively; t is t0The time when all the pressure gauges are stable, namely the time when the set saturation is reached;
the relation of saturation, matrix suction and matrix suction head can be known from soil mechanics knowledge, and the matrix suction at different positions in a stable state is known as formula (3) and formula (4)
Wherein L is the length of the porous medium; z is the distance from the penetration position of the suspended particles to the top of the porous medium soil column; p1,1Is t ═ t0Pore water pressure value of the pressure gauge-1 at the moment; p2,1Is t ═ t0Pore water pressure value of the pressure gauge-2 at that moment; p3,1Is t ═ t0Pore gas pressure value of the pressure gauge-3 at the moment; p4,1Is t ═ t0Pore gas pressure value of the pressure gauge-4 at the moment;
if steady state, if the inlet pressure P is3,1Pressure P of water inlet1,1The difference being equal to the outlet pressure P4,1With the pressure P of the water outlet2,1Difference, then substrate suction at different positions becomes
Pc,1(z)＝P3,1-P1,1＝P4,1-P2,1(7)
According to the relation between the relative saturation calculation formula and the matrix suction head and the formula (7), the saturation at different positions in the porous medium is the same; when the test process is considered to be a one-dimensional seepage process, the formula (3) is substituted into the formula (1)
In the formula, SDIs the cross-sectional area of the porous medium; u. ofwRespectively is a pore horizontal average seepage velocity vector and a pore gas average seepage velocity vector on the section of the porous medium; k is the permeability (m) of the porous medium2) Porosity-related, intrinsic properties of the porous media; l is the porous medium length; pwPore water pressure; v. ofwActual seepage velocity vector of pore water in the porous medium; v. ofqThe steady seepage velocity of pore water;
(d) calculating corresponding saturation degrees under different water outlet, air inlet and air treatment rates; changing the speed of the second peristaltic pump (17), adjusting the power of the first air delivery pump (7) and the second air delivery pump (8) at the same time until the substrate suction in the formula (7) is different, and calculating the corresponding saturation through the formula (1);
(e) obtaining a soil-water characteristic curve of the porous medium: repeating the step (d) to obtain saturation values, matrix suction values and pore water seepage velocities v under different stable statesq；
According to the relation between the relative saturation and the matrix suction head, the parameter T of the corresponding porous medium in VG models with different filling particle sizes, different porosities and different temperatures can be obtained by adopting a least square method parameter fitting methodα、Tn、Tm；
And (3) obtaining a parameter L in the porous medium permeability K and VG models by a parameter fitting method according to the relation between the relative permeability and saturation of the pore water and the relation between the seepage velocity and the permeability of the porous medium and the relative permeability of the pore water in the formula (8), so as to obtain the soil-water characteristic curve of the porous medium.
7. A method for conducting suspended particle penetration experiments using the apparatus of claim 1, wherein: the porous medium in the porous medium soil column (1) is in a saturated state, and the method comprises the following steps:
a. the filling process of the porous medium soil column (1) needs to ensure a complete water saturation state, after the filling is finished, the first peristaltic pump (10), the second peristaltic pump (17), the first air delivery pump (7) and the second air delivery pump (8) are closed, and the water inlet hose (19) and the air inlet hose (20) are respectively subjected to water stopping and air stopping through a water stopping clamp and an air stopping clamp;
b. simultaneously starting the first peristaltic pump (10) and the second peristaltic pump (17), adjusting the peristaltic pumps to the required rotating speed, and recording the values of the first pressure gauge (12) and the second pressure gauge (15) as P after the first pressure gauge (12) and the second pressure gauge (15) are stabilized1,1And P2,1And simultaneously recording the stable seepage velocity of pore water as vq(ii) a Obtaining an initial void pressure Pw.1；
c. Opening a water inlet hose (19), injecting a suspended particle solution with a certain concentration by using an injector, simultaneously taking a water outlet solution, recording the time t as 0s,indirectly calculating the penetration concentration C of suspended particles at the bottom of the porous medium by using a turbidimeter (18)i,L(t)；
d. Repeating the steps a-b, and carrying out suspended particle penetration tests with different injection concentrations and pore water seepage speeds;
e. using C obtained in step Ci,L(t), v obtained by the formula (8)wAdjusting related calculation parameters of the following formula (9) by using a parameter optimization method, performing fitting evaluation by using a least square method, and finally finding out an optimal solution of the parameters so as to obtain penetration test parameter values with different injection concentrations and pore water seepage speeds;
in the formula, kNFIs the equilibrium coefficient in the adsorption and desorption process; rhobIs the volume dry density, pb＝(1-n)ρs(ii) a n is the porosity of the soil body; ciIs the solute concentration, which represents the concentration of suspended particles in the fluid;<vw>is pore water velocity tensor; sw is the water saturation; t is a time variable; z is the distance from the suspended particle penetration site to the top of the column of porous media.
8. A method of conducting a suspended particle penetration test using the apparatus of claim 1: the porous medium in the porous medium soil column (1) is in an unsaturated state, and the method comprises the following steps:
a, ensuring a complete water saturation state in the filling process of a porous medium soil column (1), closing a first peristaltic pump (10), a second peristaltic pump (17), a first air delivery pump (7) and a second air delivery pump (8) after filling, and stopping water and air through a water stop clamp and an air stop clamp by a water inlet hose (19) and an air inlet hose (20) respectively;
b. simultaneously starting the first peristaltic pump (10) and the second peristaltic pump (17), adjusting the peristaltic pumps to the required rotating speed, and recording the values of the first pressure gauge (12) and the second pressure gauge (15) as P after the first pressure gauge (12) and the second pressure gauge (15) are stabilized1,1And P2,1While recording the steady seepage velocity of pore waterDegree is denoted as vq(ii) a Obtaining an initial void pressure Pw.1；
c. Opening a water inlet hose (19), injecting a suspended particle solution with a certain concentration by using an injector, simultaneously taking a water outlet solution, recording the t as 0s, and indirectly calculating by using a turbidity meter (18) to obtain the penetration concentration C of the suspended particles at the bottom of the porous mediumi,L(t)；
d. Repeating the steps a-b, and carrying out suspended particle penetration tests with different injection concentrations and pore water seepage speeds;
e. using C obtained in step Ci,L(t) average saturation S obtained by the formula (5)w,1V obtained by the formula (8)w. Adjusting the related calculation parameters of the formula (9) by using a parameter optimization method, performing fitting evaluation by using a least square method, and finally finding out the optimal solution of the parameters so as to obtain penetration test parameter values with different injection concentrations and pore water seepage speeds; through numerical simulation analysis and calculation, parameters are obtained by utilizing the seepage differential equation of formula pore water and pore gas, the coupling model of formula (10) and test fitting, and the test result of pollutant penetration concentration and the numerical analysis result can be compared and verified by utilizing experimental data, so that the suspended particle penetration test under the unsaturated condition is completed;
in the formula: rhobIs the bulk dry density; n is the porosity of the soil body; k is a radical ofNFIs the equilibrium coefficient in the adsorption and desorption process; t is a time variable; sw is the water saturation; ciConcentration of solute representing the concentration of suspended particles in the fluid αdIs hydrodynamic dispersivity;<vw>is the pore water velocity tensor.
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