CN102183447A - 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 HYDRAULIC test macro and method of testing

Technical field

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

Background technology

At present in the measurement of groundwater dynamics parameter, utilize shop experiment method and field test method all can obtain hydrogeological parameter, wherein, the shop experiment method is to try to achieve open-air undisturbed soil infiltration coefficient in indoor application darcy theorem 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 the flow of stable situation with the infiltration coefficient that dark relation is obtained the water-bearing zone falls; And fall deeply surely 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: the shop experiment method need be fetched the original state soil body testing laboratory and be measured, 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/though 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 great amount of manpower 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, the inwall of well logging is isolated, and filtrator is set at the ad-hoc location of sleeve pipe, 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 under the situation on filtrator top, if will be used for the screw test, perhaps whole hole all is provided with under the situation of filtrator, and will there be very mistake 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 studies improvement at existing infiltration coefficient method of testing, and this case produces thus.

Summary of the invention

Technical matters to be solved by this invention is at defective in the aforementioned background art and deficiency, and a kind of AQUIFER HYDRAULIC test macro and method of 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 is adopted is:

A kind of AQUIFER HYDRAULIC test macro comprises sensor, central controller, communication module and data processing module, and wherein, data processing module connects sensor via central controller, the startup of control sensor; Described sensor is located in the well logging, water level and tracer concentration in the monitoring well logging in real time, and be sent to data processing module by communication module, the electrical signal conversion that data processing module then obtains sensor becomes corresponding water level signal and tracer concentration signal, and calculates the infiltration coefficient that obtains the water-bearing zone in view of the above.

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) gather in real time water level and tracer concentration in the well logging, and according to the infiltration coefficient in impulse test Model Calculation water-bearing zone, naked hole.

In the above-mentioned steps (3), the water level acquisition method in the well logging is: pressure transducer is set in well logging, gathers in real time the hydraulic pressure in the 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 a 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 an acceleration of gravity.

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

$\left\{\begin{array}{c}\frac{{\&PartialD;}^{2}h}{{\&PartialD;\mathrm{<figure-callout\; id="2"\; label="r"\; filenames="110308093239.png,110308093416.png"\; state="\{\{state\}\}">r</figure-callout>}}^2}+\frac{1}{r}\frac{\&PartialD;h}{\&PartialD;r}=\frac{S_s}{K}\frac{\&PartialD;h}{\&PartialD;t}\\ h(r,0)=0,r_w<r<\&infin;\\ H\left(0\right)=H_0\\ h(\&infin;,t)=0,t>0\\ h(r_w,t)=H\left(t\right),t>0\\ 2\mathrm{\&pi;}{r}_w\mathrm{KB}\frac{\&PartialD;h(r_w,t)}{\&PartialD;r}=Q_2\left(t\right)\end{array}\right.$

In the formula: h is that the head in water-bearing zone falls deeply;

R is a radial distance;

Ss is the water storage rate;

K is the radial penetration coefficient;

T is the time;

The head that H (t) logs well constantly for t falls deeply;

H ₀For initial head in logging well falls deeply;

r _wBe effective chimney filter radius;

B is a 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, t) being the t moment in the process of the test, the dark h that is falls in the head in water-bearing zone ₀Place's tracer concentration value.

After adopting such scheme, the present invention changes existing test mode, with tracer technique and the combination effectively 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 an overall architecture synoptic diagram of the present invention;

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

Fig. 3 is a 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 HYDRAULIC test macro, 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 of described central controller 2 connects sensor 1, and data processing module 4 sends test command to central controller 2, start 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 for hydraulic pressure and tracer concentration in the monitoring well logging, and be sent to data processing module 4 by communication module 3, the electrical signal conversion that data processing module 4 then obtains sensor 1 becomes corresponding hydraulic signal and tracer concentration signal, and calculate waterlevel data according to hydraulic pressure, calculate the infiltration coefficient that obtains the water-bearing zone more in view of the above.

Please refer to shown in Figure 2ly again, is the process flow diagram of a kind of AQUIFER HYDRAULIC method of testing provided by the present invention, 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 tracer concentration also can reduce; This moment, pressure transducer and concentration detector were gathered hydraulic pressure and the tracer concentration in the well logging respectively in real time, and were sent to data processing module with the form of electric signal by communication module;

(4) data processing module is converted to hydraulic signal and tracer concentration signal in the well logging respectively 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 a 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 an acceleration of gravity.

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

$\left\{\begin{array}{c}\frac{{\&PartialD;}^{2}h}{{\&PartialD;\mathrm{<figure-callout\; id="2"\; label="r"\; filenames="110308093239.png,110308093416.png"\; state="\{\{state\}\}">r</figure-callout>}}^2}+\frac{1}{r}\frac{\&PartialD;h}{\&PartialD;r}=\frac{S_s}{K}\frac{\&PartialD;h}{\&PartialD;t}\\ h(r,0)=0,r_w<r<\&infin;\\ H\left(0\right)=H_0\\ h(\&infin;,t)=0,t>0\\ h(r_w,t)=H\left(t\right),t>0\\ 2\mathrm{\&pi;}{r}_w\mathrm{KB}\frac{\&PartialD;h(r_w,t)}{\&PartialD;r}=Q_2\left(t\right)\end{array}\right.$

In the formula: h is that the head in water-bearing zone falls deeply;

R is a radial distance;

Ss is the water storage rate;

K is the radial penetration coefficient;

T is the time;

The head that H (t) logs well constantly for t falls deeply;

H ₀For initial head in logging well falls deeply;

r _wBe effective chimney filter radius;

B is a 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, t) being the t moment in the process of the test, the dark h that is falls in the head in water-bearing zone ₀Place's tracer concentration value.

Therefore, the expression formula that 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 the infiltration coefficient in impulse test Model Calculation water-bearing zone, naked hole.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 being done on the technical scheme basis all falls within the protection domain of the present invention.

Claims (5)

1. AQUIFER HYDRAULIC test macro, it is characterized in that: comprise sensor, central controller, communication module and data processing module, wherein, data processing module connects sensor via central controller, the startup of control sensor; Described sensor is located in the well logging, water level and tracer concentration in the monitoring well logging in real time, and be sent to data processing module by communication module, the electrical signal conversion that data processing module then obtains sensor becomes corresponding water level signal and tracer concentration signal, and calculates the infiltration coefficient that obtains the water-bearing zone in view of the above.

2. a kind of AQUIFER HYDRAULIC test macro 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 HYDRAULIC test macro 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) gather in real time water level and tracer concentration in the well logging, and according to the infiltration coefficient in impulse test Model Calculation water-bearing zone, naked hole.

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, gather in real time the hydraulic pressure in the well logging, and hydraulic pressure be scaled water level in well logging this moment according to following formula:

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

Wherein, H is a 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 an acceleration of gravity.

5. a kind of AQUIFER HYDRAULIC method of testing as claimed in claim 3 is characterized in that: in the described step (3), 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 that the head in water-bearing zone falls deeply;

R is a radial distance;

Ss is the water storage rate;

K is the radial penetration coefficient;

T is the time;

The head that H (t) logs well constantly for t falls deeply;

H ₀For initial head in logging well falls deeply;

r _wBe effective chimney filter radius;

B is a 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, t) being the t moment in the process of the test, the dark h that is falls in the head in water-bearing zone ₀Place's tracer concentration value.

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