CN102183447B - Test system and test method for permeability coefficients of aquifer - Google Patents

Abstract

The invention discloses a test method for the permeability coefficients of an aquifer, and the test method comprises the following steps: digging a logging well on the aquifer which needs to be tested; rapidly injecting the traced fluid which is uniformly mixed into the logging well; and collecting the water level and traced fluid concentration in the logging well in real time and computing the permeability coefficients of the aquifer according to a naked hole impact test model. The test method disclosed by the invention overcomes the defects that the prior art needs to be matched with a casing pipe, effectively combines a tracer technique and an impact test technique, can utilize a naked hole to obtain the permeability coefficients of the aquifer under a natural state and has the advantages of portability, convenience in operation and low service cost. The invention also discloses a test system for the permeability coefficients of the aquifer.

Description

A kind of aquifer permeability coefficient test system and method for testing

Technical field

The invention belongs to the field of measuring technique of groundwater dynamics mathematic(al) parameter, particularly a kind of system and method for hydrogeological parameter in-situ test.

Background technology

At present in the measurement of groundwater dynamics mathematic(al) parameter, utilize laboratory experiment method and field test method all can obtain hydrogeological parameter, wherein, laboratory experiment method is to try to achieve open-air undisturbed soil infiltration coefficient at indoor application Darcy's law etc., and the field test method mainly is to utilize the method for drawing water and setting-out to try to achieve the infiltration coefficient in water-bearing zone, described taking out/setting-out mainly contains constant flow and takes out/setting-out, surely fall deeply and take out/setting-out etc., wherein, constant flow takes out/and setting-out is to extract water body (also being that constant flow injects water body in logging well) in the well logging with firm discharge, make the water movement between water-bearing zone and well logging reach stable state, according to flow and the infiltration coefficient that falls dark Relation acquisition water-bearing zone of stable situation; And surely fall deeply take out/setting-out be by take out/setting-out remains unchanged the drawdown in the well logging, according to flow with the infiltration coefficient that dark relation is tried to achieve the water-bearing zone falls.

Yet existing method of testing has its not enough existence: laboratory experiment method need to be fetched measurement in lab with the original state soil body, and this method has been destroyed the natural structure of the soil body; And as the field test method decide to fall deeply take out/although setting-out can implement test in the testing ground, ask for the hydrogeological parameter in water-bearing zone, loaded down with trivial details, the complicated operation of this kind method equipment needs to consume a large amount of human and material resources and financial resources, implementation cost is higher.

Based on more than, foreign study goes out a kind of impulse test method, it is a kind of field test method, during enforcement, mainly be that sleeve pipe is set in well logging, inwall isolation with well logging, and at the ad-hoc location of sleeve pipe filtrator is set, utilize the variation of water level to test the infiltration coefficient in this water-bearing zone, place, yet the water-level fluctuation that this kind method of testing only is fit to cause is positioned in the situation on filtrator top, if will be used for the screw test, perhaps whole hole all is provided with in the situation of filtrator, and will there be very large error in the result; In addition, this kind method of testing must cooperate sleeve pipe to realize, thereby has limited its range of application.

Based on above analysis, the inventor carries out Improvement for existing infiltration coefficient method of testing, and this case produces thus.

Summary of the invention

Technical matters to be solved by this invention is for the defective in the aforementioned background art and deficiency, and a kind of aquifer permeability coefficient test system and method for testing are provided, it can utilize naked hole to try to achieve the infiltration coefficient in water-bearing zone under the native state, be easy to carry, easy to operate, and use cost is low.

The present invention is for solving above technical matters, and the technical scheme that adopts is:

A kind of aquifer permeability coefficient test system comprises sensor, central controller, communication module and data processing module, and wherein, data processing module is controlled the startup of sensor via the central controller connecting sensor; Described sensor is located in the well logging, water level and tracer concentration in the Real-Time Monitoring well logging, and be sent to data processing module by communication module, the electric signal that data processing module then obtains sensor converts corresponding water level signal and tracer concentration signal to, and calculates the infiltration coefficient that obtains the water-bearing zone accordingly.

The sensor comprises the pressure transducer that can monitor hydraulic pressure and can monitor the concentration detector of tracer concentration, and data processing module calculates the well logging waterlevel data according to hydraulic pressure.

A kind of AQUIFER HYDRAULIC method of testing comprises the steps:

(1) digs well logging at the place, water-bearing zone of need test;

(2) traced fluid that mixes is injected well logging fast;

(3) water level and the tracer concentration in the Real-time Collection well logging, and calculate the infiltration coefficient in water-bearing zone according to naked hole impulse test model.

In the above-mentioned steps (3), the water level acquisition method in the well logging is: pressure transducer is set in well logging, and the hydraulic pressure in the Real-time Collection well logging, and according to following formula hydraulic pressure is scaled water level in well logging this moment:

$H=\frac{\text{p}}{\mathrm{\ρg}}$

Wherein, H is height of water level with respect to the horizontal plane;

P is the hydraulic pressure value that records;

ρ is the density of water;

G is acceleration of gravity.

In the above-mentioned steps (3), the expression formula of described naked hole impulse test model is:

$\left\{\begin{array}{c}\frac{{\&PartialD;}^{2}h}{{\&PartialD;\mathrm{<figure-callout\; id="2"\; label="r"\; filenames="110308093239.png"\; state="\{\{state\}\}">r</figure-callout>}}^2}+\frac{1}{r}\frac{\&PartialD;h}{\&PartialD;r}=\frac{S_s}{K}\frac{\&PartialD;h}{\&PartialD;t}\\ h(r,0)=0,r_w<r<\&infin;\\ H\left(0\right)=H_0\\ h(\&infin;,t)=0,t>0\\ h(r_w,t)=H\left(t\right),t>0\\ 2\mathrm{\&pi;}{r}_w\mathrm{KB}\frac{\&PartialD;h(r_w,t)}{\&PartialD;r}=Q_2\left(t\right)\end{array}\right.$

In the formula: h is the drawdown in water-bearing zone;

R is radial distance;

Ss is the water storage rate;

K is the radial penetration coefficient;

T is the time;

The drawdown that H (t) logs well constantly for t;

H ₀Be the interior initial drawdown of logging well;

r _wBe effective chimney filter radius;

B is water-bearing zone thickness;

Q ₂(t) be illustrated in the water yield that t in the process of the test flows into the water-bearing zone constantly, its expression formula is:

$Q_2\left(t\right)=\mathrm{\&pi;}{r}^2[\&Integral;\frac{\frac{\&PartialD;c(h_0,t)}{\&PartialD;h}}{c(h_0,t)}{e}^{\&Integral;\frac{\frac{\&PartialD;c(h_0,t)}{\&PartialD;h}}{c(h_0,t)}\mathrm{dh}}\mathrm{dh})e^{-\&Integral;\frac{\frac{\&PartialD;c(0,t)}{\&PartialD;h}}{c(0,t)}\mathrm{dh}}-e^{-\&Integral;\frac{\frac{\&PartialD;c(0,t)}{\&PartialD;h}}{c(0,t)}\mathrm{dh}}\&Integral;\frac{\frac{\&PartialD;c(0,t)}{\&PartialD;h}}{c(0,t)}{e}^{\&Integral;\frac{\frac{\&PartialD;c(0,t)}{\&PartialD;h}}{c(0,t)}\mathrm{dh}}\mathrm{dh}]$

Wherein, c (h ₀, be the t moment in the process of the test t), the drawdown in water-bearing zone is h ₀The concentration value of place's tracer agent.

After adopting such scheme, the present invention changes existing test mode, with tracer technique and the effectively combination of impulse test technology, utilize the variation of tracer concentration in the well logging to calculate the infiltration coefficient that obtains the water-bearing zone, the present invention is applicable to the test of naked hole, overcome the defective that prior art must cooperate sleeve pipe to use, owing to do not re-use sleeve pipe, to the corresponding reduction that requires of well logging, applicability is wide, also save simultaneously the required human and material resources of mounting sleeve, reduce use cost; In addition, test macro provided by the present invention is easy to operate, is easy to carry.

Description of drawings

Fig. 1 is overall architecture synoptic diagram of the present invention;

Fig. 2 is process flow diagram of the present invention;

Fig. 3 is working state schematic representation of the present invention.

Embodiment

Below with reference to drawings and the specific embodiments structure of the present invention and principle of work are elaborated.

At first with reference to shown in Figure 1, the invention provides a kind of aquifer permeability coefficient test system, comprise sensor 1, central controller 2, communication module 3 and data processing module 4, wherein, data processing module 4 connects central controller 2, and the output terminal connecting sensor 1 of described central controller 2, data processing module 4 sends test command to central controller 2, started by central controller 2 control sensors 1 again, begin to carry out data monitoring; Described sensor 1 comprises pressure transducer and concentration detector, all be located in the well logging, be respectively applied to monitor hydraulic pressure in the well logging and the concentration of tracer agent, and be sent to data processing module 4 by communication module 3, the electric signal that data processing module 4 then obtains sensor 1 converts corresponding hydraulic signal and tracer concentration signal to, and calculate waterlevel data according to hydraulic pressure, calculate accordingly again the infiltration coefficient that obtains the water-bearing zone.

Please refer to shown in Figure 2ly, is the process flow diagram of a kind of AQUIFER HYDRAULIC method of testing provided by the present invention again, comprises the steps:

(1) digs well logging at the place, water-bearing zone of need test;

(2) a certain amount of tracer agent is dissolved in the water of certain volume, mixes and be made into traced fluid, and inject well logging fast, make the certain head difference of instantaneous generation in the well logging;

(3) sensor is inserted in the well logging, cooperate shown in Figure 3ly, the traced fluid that injects in this moment well logging can permeate to the well logging inwall for reaching hydraulic balance, constantly reduce in this process middle water level, and the concentration of tracer agent also can reduce; This moment, pressure transducer and concentration detector were distinguished hydraulic pressure and the tracer concentration in the Real-time Collection well logging, and were sent to data processing module with the form of electric signal by communication module;

(4) data processing module is converted to respectively hydraulic signal and tracer concentration signal in the well logging with the electric signal that receives, and hydraulic pressure is scaled water level signal, and described hydraulic pressure reduction formula is:

$H=\frac{\text{p}}{\mathrm{\&rho;g}}$

Wherein, H is height of water level with respect to the horizontal plane;

P is the hydraulic pressure value that records;

ρ is the density of water;

G is acceleration of gravity.

Then, calculate again the infiltration coefficient in water-bearing zone according to naked hole impulse test model, described naked hole impulse test model as shown in the formula:

$\left\{\begin{array}{c}\frac{{\&PartialD;}^{2}h}{{\&PartialD;\mathrm{<figure-callout\; id="2"\; label="r"\; filenames="110308093239.png"\; state="\{\{state\}\}">r</figure-callout>}}^2}+\frac{1}{r}\frac{\&PartialD;h}{\&PartialD;r}=\frac{S_s}{K}\frac{\&PartialD;h}{\&PartialD;t}\\ h(r,0)=0,r_w<r<\&infin;\\ H\left(0\right)=H_0\\ h(\&infin;,t)=0,t>0\\ h(r_w,t)=H\left(t\right),t>0\\ 2\mathrm{\&pi;}{r}_w\mathrm{KB}\frac{\&PartialD;h(r_w,t)}{\&PartialD;r}=Q_2\left(t\right)\end{array}\right.$

In the formula: h is the drawdown in water-bearing zone;

R is radial distance;

Ss is the water storage rate;

K is the radial penetration coefficient;

T is the time;

The drawdown that H (t) logs well constantly for t;

H ₀Be the interior initial drawdown of logging well;

r _wBe effective chimney filter radius;

B is water-bearing zone thickness;

Q ₂(t) be illustrated in the water yield that t in the process of the test flows into the water-bearing zone constantly.

The analytic expression of above-mentioned naked hole impulse test model is as follows:

$H\left(t\right)=\frac{\mathrm{\&alpha;}}{{\mathrm{\&pi;}}^2{r}_w\mathrm{KB}}{\&Integral;}_0^{\&infin;}\frac{Y_0\left(r_{w}u\right)J_1\left(r_{w}u\right)-J_0\left(r_{w}u\right)Y_1\left(r_{w}u\right)}{Y_1{\left(r_{w}u\right)}^2+J_1{\left(r_{w}u\right)}^2}{\&Integral;}_0^t{Q}_2\left(\mathrm{\&tau;}\right)e^{-\mathrm{\&alpha;}{u}^2(t-\mathrm{\&tau;})}\mathrm{d\&tau;du}$

In the following formula, parameter Q ₂(t) expression formula is shown below:

$Q_2\left(t\right)=\mathrm{\&pi;}{r}^2[\&Integral;\frac{\frac{\&PartialD;c(h_0,t)}{\&PartialD;h}}{c(h_0,t)}{e}^{\&Integral;\frac{\frac{\&PartialD;c(h_0,t)}{\&PartialD;h}}{c(h_0,t)}\mathrm{dh}}\mathrm{dh})e^{-\&Integral;\frac{\frac{\&PartialD;c(0,t)}{\&PartialD;h}}{c(0,t)}\mathrm{dh}}-e^{-\&Integral;\frac{\frac{\&PartialD;c(0,t)}{\&PartialD;h}}{c(0,t)}\mathrm{dh}}\&Integral;\frac{\frac{\&PartialD;c(0,t)}{\&PartialD;h}}{c(0,t)}{e}^{\&Integral;\frac{\frac{\&PartialD;c(0,t)}{\&PartialD;h}}{c(0,t)}\mathrm{dh}}\mathrm{dh}]$

Wherein, c (h ₀, be the t moment in the process of the test t), the drawdown in water-bearing zone is h ₀The concentration value of place's tracer agent.

The expression formula that therefore, can get AQUIFER HYDRAULIC is:

In sum, the test macro of a kind of AQUIFER HYDRAULIC of the present invention and method of testing, focus on tracer technique and impulse test technology are combined, a certain amount of tracer agent is dissolved in the water of certain volume and makes traced fluid, it is injected well logging fast, make the certain head difference of instantaneous generation in the well logging, the change procedure of tracer concentration in the rejuvenation of track record well logging middle water level and the well logging then, and utilize naked hole impulse test model to calculate the infiltration coefficient in water-bearing zone.The present invention can utilize naked hole to try to achieve the infiltration coefficient in water-bearing zone under the native state, and convenient and swift, use cost is low, need not the use of sleeve pipe, and applicability is wide.

Above embodiment only for explanation technological thought of the present invention, can not limit protection scope of the present invention with this, every technological thought that proposes according to the present invention, and any change of doing on the technical scheme basis all falls within the protection domain of the present invention.

Claims (4)

1. aquifer permeability coefficient test system is characterized in that: comprise sensor, central controller, communication module and data processing module, wherein, data processing module is via the central controller connecting sensor, the startup of control sensor; Described sensor is located in the well logging, water level and tracer concentration in the Real-Time Monitoring well logging, and be sent to data processing module by communication module, the electric signal that data processing module then obtains sensor converts corresponding water level signal and tracer concentration signal to, and calculates the infiltration coefficient that obtains the water-bearing zone accordingly.

2. a kind of aquifer permeability coefficient test system as claimed in claim 1, it is characterized in that: described sensor comprises the pressure transducer that can monitor hydraulic pressure and can monitor the concentration detector of tracer concentration, and data processing module calculates the well logging waterlevel data according to hydraulic pressure.

3. a method of testing that adopts aquifer permeability coefficient test system as claimed in claim 1 is characterized in that comprising the steps:

(1) digs well logging at the place, water-bearing zone of need test;

(2) traced fluid that mixes is injected well logging fast;

(3) water level and the tracer concentration in the Real-time Collection well logging, and calculate the infiltration coefficient in water-bearing zone according to naked hole impulse test model, the expression formula of described naked hole impulse test model is:

$\left\{\begin{array}{c}\frac{{\&PartialD;}^{2}h}{\&PartialD;r^2}+\frac{1}{r}\frac{\&PartialD;h}{\&PartialD;r}=\frac{S_s}{K}\frac{\&PartialD;h}{\&PartialD;t}\\ h(r,0)=0,r_w<r<\&infin;\\ H\left(0\right)=H_0\\ h(\&infin;,t)=0,t>0\\ h(r_w,t)=H\left(t\right),t>0\\ 2\mathrm{\&pi;}{r}_w\mathrm{KB}\frac{\&PartialD;h(r_w,t)}{\&PartialD;r}=Q_2\left(t\right)\end{array}\right.$

In the formula: h is the drawdown in water-bearing zone;

R is radial distance;

Ss is the water storage rate;

K is the radial penetration coefficient;

T is the time;

The drawdown that H (t) logs well constantly for t;

H ₀Be the interior initial drawdown of logging well;

r _wBe effective chimney filter radius;

B is water-bearing zone thickness;

Q ₂(t) be illustrated in the water yield that t in the process of the test flows into the water-bearing zone constantly, its expression formula is:

$Q_2\left(t\right)=\mathrm{\&pi;}{r}^2[\&Integral;\frac{\frac{\&PartialD;c(h_0,t)}{\&PartialD;h}}{c(h_0,t)}{e}^{\&Integral;\frac{\frac{\&PartialD;c(h_0,t)}{\&PartialD;h}}{c(h_0,t)}\mathrm{dh}}\mathrm{dh})e^{-\&Integral;\frac{\frac{\&PartialD;c(0,t)}{\&PartialD;h}}{c(0,t)}\mathrm{dh}}-e^{-\&Integral;\frac{\frac{\&PartialD;c(0,t)}{\&PartialD;h}}{c(0,t)}\mathrm{dh}}\&Integral;\frac{\frac{\&PartialD;c(0,t)}{\&PartialD;h}}{c(0,t)}{e}^{\&Integral;\frac{\frac{\&PartialD;c(0,t)}{\&PartialD;h}}{c(0,t)}\mathrm{dh}}\mathrm{dh}]$

Wherein, c (h ₀, be the t moment in the process of the test t), the drawdown in water-bearing zone is h ₀The concentration value of place's tracer agent.

4. a kind of AQUIFER HYDRAULIC method of testing as claimed in claim 3, it is characterized in that: in the described step (3), water level acquisition method in the well logging is: pressure transducer is set in well logging, hydraulic pressure in the Real-time Collection well logging, and according to following formula hydraulic pressure is scaled water level in well logging this moment:

$H=\frac{p}{\mathrm{\&rho;g}}$

Wherein, H is height of water level with respect to the horizontal plane;

P is for recording hydraulic pressure value;

ρ is the density of water;

G is acceleration of gravity.

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