CN114965205B - Method for obtaining permeability coefficient of pore aquifer based on flow velocity and flow direction measurement - Google Patents
Method for obtaining permeability coefficient of pore aquifer based on flow velocity and flow direction measurement Download PDFInfo
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- 230000035699 permeability Effects 0.000 title claims abstract description 52
- 238000005259 measurement Methods 0.000 title claims abstract description 34
- 238000000034 method Methods 0.000 title claims abstract description 27
- 239000011148 porous material Substances 0.000 title claims description 23
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 214
- 239000002245 particle Substances 0.000 claims abstract description 29
- 239000003673 groundwater Substances 0.000 claims description 40
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- 230000007246 mechanism Effects 0.000 claims description 9
- 230000003204 osmotic effect Effects 0.000 claims description 9
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- 239000013589 supplement Substances 0.000 claims description 2
- 238000005086 pumping Methods 0.000 abstract description 11
- 238000012360 testing method Methods 0.000 abstract description 9
- 238000002474 experimental method Methods 0.000 abstract description 6
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- VYPSYNLAJGMNEJ-UHFFFAOYSA-N Silicium dioxide Chemical group O=[Si]=O VYPSYNLAJGMNEJ-UHFFFAOYSA-N 0.000 description 7
- 238000003825 pressing Methods 0.000 description 5
- 210000005056 cell body Anatomy 0.000 description 4
- 239000004576 sand Substances 0.000 description 4
- 238000010998 test method Methods 0.000 description 4
- 238000009530 blood pressure measurement Methods 0.000 description 3
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- 102000010637 Aquaporins Human genes 0.000 description 1
- 108010063290 Aquaporins Proteins 0.000 description 1
- 229920005372 Plexiglas® Polymers 0.000 description 1
- 239000006004 Quartz sand Substances 0.000 description 1
- NIXOWILDQLNWCW-UHFFFAOYSA-N acrylic acid group Chemical group C(C=C)(=O)O NIXOWILDQLNWCW-UHFFFAOYSA-N 0.000 description 1
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- 239000002689 soil Substances 0.000 description 1
- 229910001220 stainless steel Inorganic materials 0.000 description 1
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- 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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Abstract
The invention provides a method for obtaining the permeability coefficient of an porous aquifer based on flow velocity and flow direction measurement, which utilizes an experimental device for obtaining the permeability coefficient of the porous aquifer based on flow velocity and flow direction measurement, wherein the device comprises a tank body, a plurality of river grooves, at least one well pipe, a flow velocity and flow direction monitor, a pressure measuring plate and a flow metering unit; calculating the seepage flow velocity of seepage particles in the tank body and the flow velocity component of the measuring point in the well pipe through an indoor experiment, so as to calculate the ratio lambda of the seepage flow velocity of the seepage particles in the tank body to the flow velocity component of the measuring point; in the field work area, the underground water flow velocity in the drill hole is measured through an underground water flow velocity flow direction instrument, and the flow velocity component of the underground water flow velocity in the drill hole in the horizontal flow direction of the underground water flow in the work area is calculated, so that the permeability coefficient of the aquifer in the work area can be calculated. The method utilizes the underground water flow velocity and direction instrument to rapidly obtain the permeability coefficient of the aquifer, solves the defects that the operation of the traditional pumping test and the traditional pressurized water test is difficult and time-consuming, and is applicable to any working condition.
Description
Technical Field
The invention relates to the technical field of physical simulation experiments, in particular to a method for solving permeability coefficient of an aquifer of a pore based on flow velocity and direction measurement.
Background
In the measurement of the underground water dynamic parameters at present, the permeability coefficient of an aquifer is an important hydrogeological parameter, and has important significance in calculating well water yield, reservoir leakage, underground water resource evaluation and underground water pollution prevention. The hydrogeologic parameters can be obtained by using an indoor test method and a field test method, wherein the indoor test method is to obtain the permeability coefficient of field undisturbed soil by using Darcy theorem and the like indoors, the field test method is mainly to obtain the permeability coefficient of an aquifer by using a water pumping method and a water pressing method, the water pumping/pressing method mainly comprises a constant flow water pumping/pressing method, a constant-depth water pumping/pressing method and the like, wherein the constant flow water pumping/pressing method is to pump water in a well to be measured (namely, constant flow is used for injecting water into the well to ensure that the water flow between the aquifer and the well to reach a steady state, and the permeability coefficient of the aquifer is obtained according to the flow and the depth relation of steady state conditions; the fixed-depth pumping/pressurizing method is to keep the water level in the well logging unchanged by pumping/pressurizing water, and calculate the permeability coefficient of the aquifer according to the relation between the flow and the depth, so that the pumping test and the pressurizing test are not easy to operate and consume time.
Disclosure of Invention
In view of the above, an embodiment of the present invention provides a method for determining permeability coefficient of an aquifer of a pore based on flow rate and direction measurement.
The embodiment of the invention provides a method for solving the permeability coefficient of an pore water-bearing layer based on flow velocity and flow direction measurement, which utilizes an experimental device for solving the permeability coefficient of the pore water-bearing layer based on flow velocity and flow direction measurement, wherein the experimental device for solving the permeability coefficient of the pore water-bearing layer based on flow velocity and flow direction measurement comprises a tank body, a plurality of river grooves, at least one well pipe, a flow velocity and flow direction monitor, a pressure measuring plate and a flow metering unit;
The tank body is arranged in an upward opening manner and is used for storing seepage particles, and a plurality of pressure measuring holes are formed in the side wall and/or the bottom wall of the tank body in a penetrating manner; the river channels are positioned at the periphery of the channel body and communicated with the channel body, and the bottom of at least one river channel is provided with a water outlet; the lower end of the well pipe is in a plugging arrangement and is arranged in the groove body to simulate a monitoring well, and the well pipe is provided with a plurality of water inlets in a penetrating way; the probe of the flow velocity and flow direction monitor extends into the well pipe and is used for measuring the flow direction and flow velocity of water flow in the well pipe; the pressure measuring pipe of the pressure measuring plate is connected with the pressure measuring hole through connecting pipes respectively, and the flow metering unit is used for measuring the flow of the steady flow in the tank body;
The method for obtaining the permeability coefficient of the pore water-bearing layer based on the flow velocity and flow direction measurement comprises the following steps:
S1, calculating the permeation flow velocity Vi of seepage particles in a tank body;
S1.1, measuring the flow Q of the steady flow of the tank body by using a flow metering unit, and supplying a two-dimensional flow formula of the diving profile according to the no-infiltration supplement: q= (K (h 1 2-h2 2)/2L) B, the expression for obtaining the permeability coefficient K of the seepage particles in the tank is:
Wherein Q is the flow of steady flow of the tank body, L is the length of the tank body, B is the width of the tank body, h 1 is the water level of the river tank at the water inlet end, and h 2 is the water level of the river tank at the water outlet end;
s1.2, according to V=KI, calculating the hydraulic gradient I i of an ith measuring point in the well pipe according to the measuring data of the pressure measuring plate, and calculating to obtain the osmotic flow velocity V i of the osmotic particles in the tank body, wherein the expression is as follows:
S2, measuring the flow velocity and the flow direction of each measuring point in the well pipe by using a flow velocity and flow direction monitor, and according to the real horizontal flow direction of the groundwater in the tank body and the flow velocity and the flow direction of the groundwater in each measuring point, the expression of the flow velocity component v i of the groundwater flow velocity of the ith measuring point in the horizontal flow direction of the groundwater in the tank body is as follows:
Wherein: s i is the flow velocity of the groundwater at the ith measuring point in the well pipe measured by a flow velocity and flow direction monitor, alpha i is the flow direction of the groundwater at the ith measuring point, beta is the true horizontal flow direction of the groundwater in the tank body, and gamma i is the included angle between the actual flow direction of the groundwater at the ith measuring point and the horizontal direction;
the formula of the ratio lambda of the osmotic flow velocity of the seepage particles in the tank body to the flow velocity component of the measuring point is as follows:
Wherein: n is the total number of measuring points;
S3, arranging at least one drilling hole in the work area along the underground water flow migration direction, measuring the underground water flow velocity S Worker's work j in each drilling hole by using an underground water flow velocity and flow direction instrument, and according to the following steps V Worker's work j＝λv Worker's work j to obtain
Wherein V Worker's work j is the flow velocity component of the flow velocity of the underground water in the j-th drilling hole in the horizontal flow direction of the underground water in the work area, alpha Worker's work j is the underground water flow direction measured by the flow velocity flow meter in the j-th drilling hole, beta Worker's work is the actual horizontal flow direction of the underground water in the work area, and gamma Worker's work j is the included angle between the actual flow direction of the underground water in the j-th drilling hole and the horizontal direction;
according to K=V/I, the formula for calculating the seepage coefficient of the aquifer by obtaining the groundwater flow speed in the jth drilling is as follows:
The permeability coefficient K True sense in the work area is the average value of the permeability coefficients K Worker's work j calculated by a plurality of holes in the work area, and the expression is:
Wherein: i is the average hydraulic gradient of groundwater in the work area.
Further, when the range of the work area is smaller than the preset range, measuring the water level H 1 of the upstream drilling hole, the water level H 2 of the downstream drilling hole, the distance L between the upstream drilling hole and the downstream drilling hole of the work area, and the average hydraulic gradient of the underground water in the work area
Then
Further, the hydraulic gradient and the flow direction of the groundwater are stable, j=1;
Then
Further, the experimental device for obtaining the permeability coefficient of the porous aquifer based on flow velocity and flow direction measurement further comprises a plurality of overflow structures, each river channel is correspondingly provided with one overflow structure, and the overflow structure comprises:
The bottom of the water tank is connected with the bottom of the river channel through a connecting pipe; and
And the driving mechanism drives the water tank to move up and down.
Further, the driving mechanism comprises a driving motor and a linear screw rod sliding table, the water tank is installed on the linear screw rod sliding table, and the driving motor drives the screw rod of the linear screw rod sliding table to rotate.
Further, the water overflow device also comprises a base, wherein the groove body, the river groove and the water overflow structure are fixed on the base, and universal wheels are arranged at the bottom of the base; and/or the number of the groups of groups,
The flow metering unit comprises a measuring cylinder and a timer, wherein a water stop plate is arranged in the water tank to enable a water storage chamber and a water discharge chamber to be formed in the water tank, the connecting pipe is communicated with the water storage chamber, the bottom of the water discharge chamber is communicated with a water discharge pipe, the water outlet end of the water discharge pipe is opposite to the measuring cylinder, water is discharged into the measuring cylinder, and the timer is used for recording water discharge time.
Further, two river grooves are formed and are respectively positioned at two opposite sides of the groove body, a first partition plate is fixed in the groove body to partition the groove body into two chambers which are communicated with the two river grooves, and the well pipe is arranged in one of the chambers;
one of the river tanks is provided with a second partition plate opposite to the first partition plate, two sub river tanks which are separated and respectively communicated with the two chambers are formed, two water tanks communicated with the river tanks are provided with two water tanks, and the two water tanks are communicated with the two sub river tanks one by one.
Further, the well pipe is provided with a plurality of well pipes which are installed in one of the cavities at intervals.
Further, a clamping groove is fixed on the bottom wall of the groove body, and the well pipe is inserted into the clamping groove.
Further, the clamping grooves are provided with a plurality of clamping groove components with different diameters, the clamping grooves are sequentially sleeved in the radial direction to form the clamping groove components, and the well pipe is provided with a plurality of clamping grooves with different diameters and is matched with the clamping grooves with different diameters.
The technical scheme provided by the embodiment of the invention has the beneficial effects that: the invention comprises an indoor experiment and a field work area application, wherein the indoor experiment is used for calculating the infiltration flow velocity of seepage particles in a tank body and the flow velocity component of a measuring point in a well pipe, the infiltration flow velocity of seepage particles flowing in the tank body is used for simulating the underground water infiltration flow velocity of an aquifer in the field work area, and the flow velocity component of the measuring point in the well pipe is used for simulating the underground water flow velocity in a drill hole in the field work area, so that the ratio lambda of the infiltration flow velocity of seepage particles in the tank body and the flow velocity component of the measuring point is calculated, namely the conversion coefficient of the underground water infiltration flow velocity of the aquifer in the field work area and the underground water flow velocity in the drill hole in the field work area. In the field work area, the underground water flow velocity in the drill hole is measured through an underground water flow velocity flow direction instrument, and the flow velocity component of the underground water flow velocity in the drill hole in the horizontal flow direction of the underground water flow in the work area is calculated, so that the permeability coefficient of the aquifer in the work area can be calculated. The method utilizes the underground water flow velocity and direction instrument to rapidly obtain the permeability coefficient of the aquifer, solves the defects that the operation of the traditional pumping test and the traditional pressurized water test is difficult and time-consuming, and is applicable to any working condition.
Drawings
FIG. 1 is a schematic structural diagram of an embodiment of an experimental apparatus for determining permeability coefficients of an aquifer of a pore space based on flow velocity and direction measurements provided by the present invention;
FIG. 2 is a side view of the experimental setup of FIG. 1 for determining the permeability coefficient of an aquifer of an aperture based on flow rate and direction measurements;
fig. 3 is a top view of the experimental setup of fig. 1 for determining the permeability coefficient of an aquifer of an aperture based on flow rate and direction measurements.
In the figure: the device comprises a tank body 1, a pressure measuring hole 1a, a first partition plate 1b, a river channel 2, a sub river channel 2a, a well pipe 3, a flow rate and direction monitor 4, an overflow structure 5, a water tank 51, a water storage chamber 51a, a water discharge chamber 51b, a screw rod 52, a connecting pipe 6, a base 7, a universal wheel 8, a measuring cylinder 9, a water discharge pipe 10, a water separation plate 11, a second partition plate 12, a clamping groove 13 and a water supply pipe 14.
Detailed Description
For the purpose of making the objects, technical solutions and advantages of the present invention more apparent, embodiments of the present invention will be further described with reference to the accompanying drawings.
The embodiment of the invention provides a method for obtaining the permeability coefficient of an porous aquifer based on flow velocity and flow direction measurement, which uses an experimental device for obtaining the permeability coefficient of the porous aquifer based on flow velocity and flow direction measurement, please refer to fig. 1 to 3, wherein the experimental device for obtaining the permeability coefficient of the porous aquifer based on flow velocity and flow direction measurement comprises a tank body 1, a plurality of river grooves 2, at least one well pipe 3, a flow velocity and flow direction monitor 4, a pressure measuring plate and a flow metering unit.
The cell body 1 is the opening setting up for depositing seepage granule, seepage granule can be seepage granule, specifically is quartz sand, and the length direction of cell body 1 is the direction of north and south, cell body 1 lateral wall and/or diapire run through and are equipped with a plurality of pressure measurement holes 1a, specifically, cell body 1 relative lateral wall is equipped with multiunit pressure measurement hole 1a side by side, and every pressure measurement hole 1a of group is along vertical setting to nine of vertical section. The river channels 2 are arranged on the periphery of the channel body 1 and are communicated with the channel body 1, water is injected into the channel body 1 through the river channels 2, and a water outlet is formed in the bottom of at least one river channel 2. The water flows in the pores of the seepage particles, water outlets are arranged at the bottoms of the river grooves 2, the flow direction of the water flow in the seepage particles can be changed by injecting the water into different river grooves 2, and graduation scales are arranged on the side walls of the river grooves 2.
The lower end of the well pipe 3 is in a plugging arrangement and is arranged in the groove body 1 to simulate a monitoring well, the well pipe 3 is provided with a plurality of water inlets in a penetrating way, and the well pipe 3 is made of PVC material; the probe of the flow velocity and direction monitor 4 extends into the well pipe 3 and is used for measuring the flow velocity and direction of water flow in the well pipe 3, specifically, a domestic G.O.sensor novel intelligent underground water flow velocity and direction monitor is adopted, the monitor consists of a high-resolution monitoring screen, a cable and a data acquisition probe, and the flow velocity and direction of water in the well pipe 3 are calculated through observation of colloid particles in water in the well pipe 3 by the probe. The pressure measuring pipes of the pressure measuring plates are respectively connected with the pressure measuring holes 1a through connecting hoses, the pressure measuring pipes of the pressure measuring plates are transparent quartz pipes, the connecting hoses are transparent silica gel hoses, the pressure measuring plates adopt vertical movable blackboards, sand caps capable of preventing uniform sand from blocking are arranged in each pressure measuring hole 1a, and the flow metering units are used for measuring the flow of stable flow in the tank body 1.
Further, the experimental device for obtaining the permeability coefficient of the porous aquifer based on the flow velocity and flow direction measurement further comprises a plurality of overflow structures 5, each river channel 2 is correspondingly provided with one overflow structure 5, and the overflow structure 5 comprises a water tank 51 and a driving mechanism. The bottom of the water tank 51 is connected with the bottom of the river channel 2 through a connecting pipe 6; the driving mechanism drives the water tank 51 to move up and down. Because the water tank 51 is communicated with the river channel 2, the water tank 51 is driven by the driving mechanism to move up and down to control the height of the water tank 51, the water level of the river channel 2 can be accurately controlled, and the required hydraulic gradient can be set.
Specifically, the driving mechanism comprises a driving motor and a linear screw rod sliding table, the water tank 51 is mounted on the linear screw rod sliding table, the driving motor drives the screw rod 52 of the linear screw rod sliding table to rotate, and the linear screw rod sliding table can provide guiding function for up-and-down movement of the water tank 51. In other embodiments, the driving mechanism may be a cylinder, a hydraulic cylinder, etc., and the water tank 51 is fixed on a piston rod of the cylinder, the hydraulic cylinder, etc. The screw rod 52 of the linear screw rod sliding table is provided with a graduated scale, so that the height of the water tank 51 can be conveniently read.
In order to improve the integration level of the whole device, the tank body 1, the river channel 2 and the overflow structure 5 are fixed on the base 7, the base 7 is welded by stainless steel bars, and the universal wheels 8 are arranged at the bottom of the base 7, so that the movement of the device can be facilitated.
The flow metering unit comprises a measuring cylinder 9 and a timer, the bottom of the water tank 51 is connected with a drain pipe 10, a water stop plate 11 is arranged in the water tank 51 to enable a water storage chamber 51a and a water discharge chamber 51b to be formed in the water tank 51, the connecting pipe 6 is communicated with the water storage chamber 51a, water can be directly added into the water storage chamber 51a, the water storage chamber 51a can also be connected with an external water supply device through a water supply pipe 14, the drain pipe 10 is communicated with the water discharge chamber 51b, the water outlet end of the drain pipe 10 is opposite to the measuring cylinder 9, water is discharged into the measuring cylinder 9, and the timer is used for recording water discharge time. The volume V of water flowing out of the tank body 1 in the preset time delta t is measured by the measuring cylinder 9, the flow Q of the stable flow of the tank body 1 is calculated by a volumetric method, Q=V/delta t, and V is the volume of water flowing out in the delta t time, so that the operation is convenient, and in other embodiments, the flow meter can be used for measuring.
Further, two river channels 2 are provided, which are respectively located at two opposite sides of the channel body 1, one river channel 2 is a water inlet end river channel, the other river channel 2 is a water outlet end river channel, water in the water inlet end river channel flows out from the water outlet end river channel through the channel body 1, a first partition plate 1b is fixed in the channel body 1 to partition the channel body 1 into two chambers which are communicated with the two river channels 2, and the well pipe 3 is installed in one of the chambers. One of the river tanks 2 is provided with a second partition plate 12 opposite to the first partition plate 1b, two sub-river tanks 2a which are separated and respectively communicated with the two cavities are formed, two water tanks 51 communicated with the river tank 2 are provided, and the two water tanks 51 are communicated with the two sub-river tanks 2a one by one. Specifically, the first partition plate 1b is detachably installed in the tank body 1, the tank body 1 is divided into two parts, one chamber is provided with the well pipe 3 for simulating the monitoring well, the other chamber is not provided with the well pipe 3, and the submersible flow conditions of the aquifer under two different conditions of a natural flow field and a drilling interference flow field can be simulated simultaneously. For the convenience of observation, the tank body 1, the river channel 2, the first partition plate 1b, the water tank 51, and the second partition plate 12 may be made of transparent materials, such as plexiglas or acrylic plates. The side wall of the tank body 1 and the first partition plate 1b are reinforced by organic glass reinforcing ribs, so that the contact area between adjacent glass bodies is increased, and the strength of the tank body 1 is higher.
The length of the groove body 1 is 150cm, the width of the groove body is 100cm, the height of the groove body 1 is 100cm, the groove body 1 is bonded by adopting a transparent organic glass plate with the thickness of 20mm, and the length of the river groove 2 is 10cm, the width of the river groove is 100cm, and the height of the river groove is 100cm. The well pipe 3 is provided with a plurality of well pipes, and the well pipes are installed in one of the chambers at intervals, so that the condition of a plurality of monitoring wells can be simulated. Specifically, the well pipe 3 is detachably installed in the tank body 1, in this embodiment, the bottom wall of the tank body 1 is fixed with a clamping groove 13, and the well pipe 3 is inserted in the clamping groove 13, so that the installation is convenient. In other embodiments, the well pipe 3 may be connected by means of screws or snap-fit connections.
The clamping grooves 13 are provided with a plurality of clamping groove components, the clamping grooves 13 are sleeved in sequence along the radial direction to form the clamping groove components, the well pipe 3 is provided with a plurality of clamping grooves 13 with different diameters, the clamping grooves are matched with the clamping grooves 13 with different diameters, the diameter of the well pipe 3 is changed for testing, and the relation between the measured flow velocity and the permeable flow velocity of the water bearing layer in the inner pore of the groove body 1 under the condition of different apertures is explored. The well pipe 3 comprises a round hole flower pipe, a vertical groove flower pipe, a flat groove flower pipe and the like. The clamping groove components are provided with a plurality of groups and are arranged on the bottom wall of the groove body 1 at intervals, so that the well pipe 3 can be conveniently arranged at different positions in the groove body 1. In the embodiment, the well pipe 3 is a round hole flower pipe, the clamping groove 13 can be used for placing the well pipe 3 with the outer diameters of 63mm, 75mm and 110mm, the height is 1m, the outer side of the pipe wall is wrapped by a spun yarn net, and a large amount of sand is prevented from entering the well pipe 3.
Specifically, the experimental method for obtaining the permeability coefficient of the porous aquifer based on flow velocity and flow direction measurement comprises the following steps:
s1, calculating the seepage flow velocity Vi of seepage particles in a tank body 1;
S1.1, measuring the flow Q of the stable flow of the tank body 1 by using a flow metering unit, specifically, measuring the volume V Body of water flowing out of the tank body 1 in a preset time delta t by using a measuring cylinder 9, calculating the flow Q of the stable flow of the tank body 1 by using a volumetric method, wherein Q=V Body /Δt,V Body is the volume of the water flowing out in the delta t time, and can also be directly measured by using a flowmeter.
According to the two-dimensional flow formula of the non-infiltration supplementing diving profile: q= (K (h 1 2-h2 2)/2L) B, and the expression for obtaining the permeability coefficient K of the seepage particles in the tank body 1 is:
Wherein Q is the flow of steady flow of the tank body 1, L is the length of the tank body 1, B is the width of the tank body 1, h 1 is the water level of the river tank 2 at the water inlet end, and h 2 is the water level of the river tank 2 at the water outlet end.
S1.2, according to darcy' S formula q=kia and q=va, v=ki can be obtained, according to v=ki, the hydraulic gradient I i of the I-th measuring point in the well pipe 3 is calculated according to the measuring data of the measuring plate, and the expression of the seepage flow velocity V i of the seepage particles in the tank body 1 is calculated as follows:
Specifically, the pressure measuring holes 1a (the pressure measuring holes 1a may be the pressure measuring holes 1a of the bottom wall of the tank body 1 or the pressure measuring holes 1a of the side wall of the tank body 1) located at the two sides of the well pipe 3 in the true horizontal flow direction of the groundwater of the tank body 1 are selected, the water level in the pressure measuring pipe connected with the pressure measuring holes 1a is read, the distance between the pressure measuring holes 1a is measured, and the hydraulic gradient I i in the well pipe 3 can be calculated.
S2, measuring the flow velocity and the flow direction of each measuring point in the well pipe 3 by using a flow velocity and flow direction monitor 4, and according to the real horizontal flow direction of the groundwater in the tank body 1 and the flow velocity and the flow direction of the groundwater in each measuring point, the expression of a flow velocity component v i of the groundwater flow velocity of the ith measuring point in the horizontal flow direction of the groundwater in the tank body 1 is as follows:
Wherein: s i is the flow velocity of the groundwater at the ith measuring point in the well pipe 3 measured by the flow velocity and flow direction monitor 4, alpha i is the flow direction of the groundwater at the ith measuring point, beta is the true horizontal flow direction of the groundwater in the tank body 1, and gamma i is the included angle between the actual flow direction of the groundwater at the ith measuring point and the horizontal direction;
the formula of the ratio lambda of the seepage flow velocity of seepage particles in the tank body 1 to the flow velocity component of the measuring point is as follows:
Wherein: n is the total number of measuring points, I i is the hydraulic gradient of the ith measuring point in the well pipe 3, v i is the flow velocity component of the groundwater flow velocity of the ith measuring point in the groundwater horizontal flow direction in the tank body 1, Q is the flow of the steady flow of the tank body 1, L is the length of the tank body 1, B is the width of the tank body 1, h 1 is the water level height of the water tank 51 at the water inlet end, and h 2 is the water level height of the water tank 51 at the water outlet end;
S3, arranging at least one drilling hole in the work area along the underground water flow migration direction, measuring the underground water flow velocity S Worker's work j in each drilling hole by using an underground water flow velocity and flow direction instrument, and according to the following steps V Worker's work j＝λv Worker's work j to obtain
Wherein V Worker's work j is the flow velocity component of the flow velocity of the underground water in the j-th drilling hole in the horizontal flow direction of the underground water in the work area, lambda is the ratio of the permeation flow velocity of seepage particles in the tank body 1 to the flow velocity component of the measuring point, alpha Worker's work j is the underground water flow direction measured by the flow velocity flow meter in the j-th drilling hole, beta Worker's work is the actual horizontal flow direction of the underground water in the work area, and gamma Worker's work j is the included angle between the actual flow direction of the underground water in the j-th drilling hole and the horizontal direction;
according to K=V/I, the formula for calculating the seepage coefficient of the aquifer by obtaining the groundwater flow speed in the jth drilling is as follows:
The permeability coefficient K True sense in the work area is the average value of the permeability coefficients K Worker's work j calculated by a plurality of holes in the work area, and the expression is:
Wherein: i is the average hydraulic gradient of groundwater in a work area, lambda is the ratio of the seepage velocity of seepage particles in a tank body 1 to the flow velocity component of a measuring point, alpha Worker's work j is the groundwater flow direction measured by a flow direction meter in a j-th drilling hole, beta Worker's work is the true horizontal flow direction of the groundwater in the work area, gamma Worker's work j is the included angle between the actual groundwater flow direction in the j-th drilling hole and the horizontal direction, K Worker's work j is the seepage coefficient obtained by using the measured groundwater flow direction in the j-th drilling hole in the work area, and K True sense is the seepage coefficient of a water layer in the work area.
The tank body 1 is filled with uniform seepage particles, water is supplied into the river channel 2, water in the river channel 2 flows into the tank body 1, flows into the pressure measuring pipe through the pressure measuring hole 1a and the connecting pipe 6, and air existing in the tank body 1 and the pressure measuring pipe is discharged in a mode of repeatedly saturating water. The well pipe 3 is arranged in the tank body 1, so that the arrangement situation of an underground water monitoring well in an actual pore water-containing layer can be simulated, a probe of the flow velocity and direction monitor 4 is arranged in the well pipe 3, the flow velocity and direction of underground water in the well pipe 3 can be monitored, and the flow velocity and direction data of the underground water in the well pipe 3 can be read through a monitoring screen of the flow velocity and direction monitor 4. The side wall and the bottom wall of the tank body 1 are provided with a plurality of pressure measuring holes 1a, the density degree of the pressure measuring holes 1a can be set according to the needs, a two-dimensional flowing flow field of a diving section of a water layer in the tank body 1 can be accurately depicted, and the hydraulic gradient of the position of a probe in the well pipe 3 can be calculated through data monitored by the pressure measuring plates. By changing the conditions of hydraulic gradient, uniform sand particle size, well pipe 3 characteristics and the like, the relation between the measured flow rate and the osmotic flow rate of the pore water-bearing layer in the tank body 1 can be explored, and the method for calculating the osmotic coefficient of the pore water-bearing layer under the multi-factor condition can be obtained by using a Darcy formula and the like.
Specifically, when the range of the work area is smaller than the preset range, the preset range is 1 square kilometer, the specific range is set according to the actual condition of the work area, when the scale of the work area is smaller, the hydraulic gradient and the flow direction of the underground water are stable, the water level H 1 of the upstream drilling hole of the work area, the water level H 2 of the downstream drilling hole and the distance L between the upstream drilling hole and the downstream drilling hole are measured, the upstream drilling hole and the downstream drilling hole are respectively positioned at the upper and the lower sides of the n drilling holes, and the average hydraulic gradient of the underground water in the work area is measuredHydraulic gradient applicable to each borehole, then/>
When the scale of the work area is smaller, the hydraulic gradient and the flow direction of the underground water are stable, only one drilling hole can be arranged, and the underground water flow line is basically horizontal, namely gamma is close to 0, and j=1;
Then
The invention comprises an indoor experiment and a field work area application, wherein the indoor experiment is used for calculating the infiltration flow velocity of seepage particles in the tank body 1 and the flow velocity component of measuring points in the well pipe 3, the infiltration flow velocity of seepage particles in the tank body 1 is used for simulating the underground water infiltration flow velocity of the water-bearing layer in the field work area, and the flow velocity component of measuring points in the well pipe 3 is used for simulating the underground water flow velocity in the drilling hole in the field work area, so that the ratio lambda of the infiltration flow velocity of seepage particles in the tank body 1 and the flow velocity component of measuring points, namely the conversion coefficient of the underground water infiltration flow velocity of the water-bearing layer in the field work area and the underground water flow velocity in the drilling hole in the field work area, is calculated. In the field work area, the underground water flow velocity in the drill hole is measured through an underground water flow velocity flow direction instrument, and the flow velocity component of the underground water flow velocity in the drill hole in the horizontal flow direction of the underground water flow in the work area is calculated, so that the permeability coefficient of the aquifer in the work area can be calculated. The method utilizes the underground water flow velocity and direction instrument to rapidly obtain the permeability coefficient of the aquifer, solves the defects that the operation of the traditional pumping test and the traditional pressurized water test is difficult and time-consuming, and is applicable to any working condition.
In this document, terms such as front, rear, upper, lower, etc. are defined with respect to the positions of the components in the drawings and with respect to each other, for clarity and convenience in expressing the technical solution. It should be understood that the use of such orientation terms should not limit the scope of the claimed application.
The embodiments described above and features of the embodiments herein may be combined with each other without conflict.
The foregoing description of the preferred embodiments of the invention is not intended to limit the invention to the precise form disclosed, and any such modifications, equivalents, and alternatives falling within the spirit and scope of the invention are intended to be included within the scope of the invention.
Claims (10)
1. The method for obtaining the permeability coefficient of the pore water-bearing layer based on the flow velocity and flow direction measurement is characterized by utilizing an experimental device for obtaining the permeability coefficient of the pore water-bearing layer based on the flow velocity and flow direction measurement, wherein the experimental device for obtaining the permeability coefficient of the pore water-bearing layer based on the flow velocity and flow direction measurement comprises a tank body, a plurality of river grooves, at least one well pipe, a flow velocity and flow direction monitor, a pressure measuring plate and a flow metering unit;
The tank body is arranged in an upward opening manner and is used for storing seepage particles, and a plurality of pressure measuring holes are formed in the side wall and/or the bottom wall of the tank body in a penetrating manner; the river channels are positioned at the periphery of the channel body and communicated with the channel body, and the bottom of at least one river channel is provided with a water outlet; the lower end of the well pipe is in a plugging arrangement and is arranged in the groove body to simulate a monitoring well, and the well pipe is provided with a plurality of water inlets in a penetrating way; the probe of the flow velocity and flow direction monitor extends into the well pipe and is used for measuring the flow direction and flow velocity of water flow in the well pipe; the pressure measuring pipe of the pressure measuring plate is connected with the pressure measuring hole through connecting pipes respectively, and the flow metering unit is used for measuring the flow of the steady flow in the tank body;
The method for obtaining the permeability coefficient of the pore water-bearing layer based on the flow velocity and flow direction measurement comprises the following steps:
S1, calculating the permeation flow velocity Vi of seepage particles in a tank body;
s1.1, measuring the flow Q of the steady flow of the tank body by using a flow metering unit, and supplying a two-dimensional flow formula of the diving profile according to the no-infiltration supplement: the expression of the permeability coefficient K of the seepage particles in the tank body is obtained as follows: ；
Wherein Q is the flow of steady flow of the tank body, L is the length of the tank body, B is the width of the tank body, h 1 is the water level of the river tank at the water inlet end, and h 2 is the water level of the river tank at the water outlet end;
s1.2, according to V=KI, calculating the hydraulic gradient I i of an ith measuring point in the well pipe according to the measuring data of the pressure measuring plate, and calculating to obtain the osmotic flow velocity V i of the osmotic particles in the tank body, wherein the expression is as follows: ；
S2, measuring the flow velocity and the flow direction of each measuring point in the well pipe by using a flow velocity and flow direction monitor, and according to the real horizontal flow direction of the groundwater in the tank body and the flow velocity and the flow direction of the groundwater in each measuring point, the expression of the flow velocity component v i of the groundwater flow velocity of the ith measuring point in the horizontal flow direction of the groundwater in the tank body is as follows:
；
Wherein: s i is the flow velocity of the groundwater at the ith measuring point in the well pipe measured by a flow velocity and flow direction monitor, alpha i is the flow direction of the groundwater at the ith measuring point, beta is the true horizontal flow direction of the groundwater in the tank body, and gamma i is the included angle between the actual flow direction of the groundwater at the ith measuring point and the horizontal direction;
the formula of the ratio lambda of the osmotic flow velocity of the seepage particles in the tank body to the flow velocity component of the measuring point is as follows:
；
Wherein: n is the total number of measuring points;
S3, arranging at least one drilling hole in the work area along the underground water flow migration direction, measuring the underground water flow velocity S Worker's work j in each drilling hole by using an underground water flow velocity and flow direction instrument, and according to the following steps ，/>Obtaining；
Wherein V Worker's work j is the flow velocity component of the flow velocity of the underground water in the j-th drilling hole in the horizontal flow direction of the underground water in the work area, alpha Worker's work j is the underground water flow direction measured by the flow velocity flow meter in the j-th drilling hole, beta Worker's work is the actual horizontal flow direction of the underground water in the work area, and gamma Worker's work j is the included angle between the actual flow direction of the underground water in the j-th drilling hole and the horizontal direction;
according to K=V/I, the formula for calculating the seepage coefficient of the aquifer by obtaining the groundwater flow speed in the jth drilling is as follows:
；
The permeability coefficient K True sense in the work area is the average value of the permeability coefficients K Worker's work j calculated by a plurality of holes in the work area, and the expression is:
；
Wherein: i is the average hydraulic gradient of groundwater in the work area.
2. The method for determining an osmotic coefficient of an aquifer of a pore space based on flow rate and direction measurements according to claim 1, wherein when the range of the work area is less than a predetermined range, measuring the water level H 1 of the upstream borehole, the water level H 2 of the downstream borehole, the distance L between the upstream borehole and the downstream borehole, and the average hydraulic gradient of groundwater in the work area；
Then。
3. The method for determining the permeability coefficient of an aquifer of an aperture based on flow rate and direction measurement according to claim 2, wherein the hydraulic gradient and direction of groundwater are stable, j=1;
Then 。
4. The method for determining the permeability coefficient of the aquifer of the pore space based on the flow velocity and direction measurement according to claim 1, wherein the experimental device for determining the permeability coefficient of the aquifer of the pore space based on the flow velocity and direction measurement further comprises a plurality of overflow structures, each river channel is correspondingly provided with one overflow structure, and the overflow structure comprises:
The bottom of the water tank is connected with the bottom of the river channel through a connecting pipe; and
And the driving mechanism drives the water tank to move up and down.
5. The method for determining the permeability coefficient of an aquifer of an aperture based on flow velocity and direction measurement according to claim 4, wherein the driving mechanism comprises a driving motor and a linear screw sliding table, the water tank is mounted on the linear screw sliding table, and the driving motor drives a screw of the linear screw sliding table to rotate.
6. The method for determining the permeability coefficient of an aquifer of a pore space based on flow velocity and direction measurement according to claim 4, further comprising a base, wherein the tank body, the river channel and the overflow structure are fixed on the base, and a universal wheel is arranged at the bottom of the base; and/or the number of the groups of groups,
The flow metering unit comprises a measuring cylinder and a timer, wherein a water stop plate is arranged in the water tank to enable a water storage chamber and a water discharge chamber to be formed in the water tank, the connecting pipe is communicated with the water storage chamber, the bottom of the water discharge chamber is communicated with a water discharge pipe, the water outlet end of the water discharge pipe is opposite to the measuring cylinder, water is discharged into the measuring cylinder, and the timer is used for recording water discharge time.
7. The method for obtaining the permeability coefficient of the porous aquifer based on the flow velocity and flow direction measurement according to claim 1, wherein two river channels are arranged and are respectively positioned at two opposite sides of the channel body, a first partition plate is fixed in the channel body so as to divide the channel body into two chambers which are communicated with the two river channels, and the well pipe is arranged in one of the chambers;
one of the river tanks is provided with a second partition plate opposite to the first partition plate, two sub river tanks which are separated and respectively communicated with the two chambers are formed, two water tanks communicated with the river tanks are provided with two water tanks, and the two water tanks are communicated with the two sub river tanks one by one.
8. The method of determining the permeability coefficient of an aquifer in a pore space based on flow rate and direction measurements of claim 7, wherein a plurality of said well tubes are positioned in spaced relationship within one of said chambers.
9. The method for determining the permeability coefficient of an aquifer of an aperture based on flow velocity and direction measurement according to claim 8, wherein a clamping groove is fixed on the bottom wall of the tank body, and the well pipe is inserted into the clamping groove.
10. The method for obtaining the permeability coefficient of the porous aquifer based on the flow velocity and direction measurement according to claim 9, wherein a plurality of clamping grooves are arranged and have different diameters, a plurality of clamping grooves are sleeved in sequence along the radial direction to form a clamping groove assembly, and a plurality of clamping grooves are arranged on the well pipe and have different diameters and are matched with the clamping grooves with different diameters.
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