CN107764713B - range-adjustable double-ring infiltration device and soil permeability coefficient in-situ test method - Google Patents
range-adjustable double-ring infiltration device and soil permeability coefficient in-situ test method Download PDFInfo
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N15/00—Investigating characteristics of particles; Investigating permeability, pore-volume, or surface-area of porous materials
- G01N15/08—Investigating permeability, pore-volume, or surface area of porous materials
- G01N15/082—Investigating permeability by forcing a fluid through a sample
Abstract
The invention belongs to the technical field of hydrogeological parameter measuring equipment, and particularly relates to an improved range-adjustable double-ring infiltration device for monitoring in-situ soil infiltration coefficient/permeability coefficient and an in-situ soil infiltration coefficient testing method. The device comprises an integrated March's flask, a double ring and an adjusting mechanism. A piston which moves horizontally is arranged in the integrated March's flask and divides the integrated March's flask into an equivalent inner March's flask and an equivalent outer March's flask; the double rings comprise an inner ring and an outer ring, the inner March bottle is communicated with the area in the inner ring, and the outer March bottle is communicated with the area between the inner ring and the outer ring. The double-ring infiltration device with the adjustable measuring range can realize in-situ monitoring of the surface soil permeability coefficient, greatly improves the testing precision compared with the traditional technology, is particularly suitable for the conditions of slower infiltration and longer stable infiltration time, improves the working efficiency and the in-situ testing data precision, and is worthy of popularization.
Description
Technical Field
The invention belongs to the technical field of hydrogeological parameter measuring equipment, and particularly relates to an improved range-adjustable double-ring infiltration device for monitoring in-situ soil infiltration coefficient/permeability coefficient and an in-situ soil infiltration coefficient testing method.
background
The in-situ permeability coefficient test of the surface soil is one of basic physical parameters in hydrogeological investigation and is an essential key parameter for researching surface water-underground water conversion, underground water flow and solute transport rules. The rainfall infiltration coefficient of the surface soil is closely related to the traditional farmland and water conservancy problems such as soil erosion, surface runoff, farmland irrigation, water-induced geological disasters and the like, is also a key index of major resource and environment problems such as hydrologic process research, regional water resource quantity evaluation, hydrologic and geological survey, environmental geological antifouling performance evaluation, sponge city construction and the like, and is concerned with the development and protection of national economy and resource environment.
Therefore, the in-situ permeability coefficient of the surface soil is a basic and important test content, and relates to a plurality of professional fields of farmland hydraulic engineering, hydrogeology, engineering geology, environmental geology, sponge city construction, multi-element comprehensive city geology and the like. The in-situ test method commonly adopted at present comprises the following steps: single-ring infiltration, double-ring infiltration, water pumping test, water injection test, micro-water test, tension infiltration instrument, pressure pulse method in-situ tester, etc. Aiming at the in-situ test of the permeability coefficient of soil, the technology with simple test, high relative precision and the widest application is double-ring infiltration.
The basic working principle of the double-ring infiltration device is as follows: and injecting water into the surface unconsolidated rock stratum within a certain hydrogeological boundary to stabilize the amount of the infiltrated water, namely solving the permeability coefficient under the one-dimensional stable infiltration condition by utilizing Darcy's law when the amount of the infiltrated water in unit time is approximately equal. The double-ring infiltration equipment comprises: double rings, inner mahalanobis bottles, outer mahalanobis bottles, rubber tubes, etc. Specifically, water in the inner ring can only vertically infiltrate from top to bottom through the constraint action of the outer ring infiltration field, so that the interference of lateral seepage is eliminated, and the favorable condition of one-dimensional stable vertical infiltration of the inner ring is formed, so that the method has higher precision than a pit testing method, a single-ring method and the like.
However, the conventional double-ring infiltration in-situ test technology has the following problems: 1. when the water level of the Mariotte bottle is observed, overlooking is needed, so that obvious artificial reading errors exist in the observation of the water level change; 2. the measuring precision of the Mariotte bottle for measuring the soil infiltration amount through water level reduction is poor, double manual reading errors and large time accumulation errors exist, and the quality of original monitoring data is seriously influenced; 3. aiming at the hypotonic medium, the manual reading is carried out in the test process continuously for a long time, so that the consumption of manpower and material resources and unnecessary potential safety hazard of field operation are greatly caused; 4. the Mariotte bottle solves the problem of constant pressure infiltration, but is inconvenient to carry when going out; 5. the water supply volume of the Marfan bottle is limited, and errors can be caused by adding water into the Marfan bottle in the test process; 6. the general double-ring infiltration device does not consider the influence of evaporation; 7. the boundary effect caused by the damage of the instrument field installation process to the soil surface can cause the contact seepage of the inner ring and the outer ring to affect the measurement precision.
Of the above problems, problems 1 to 5 mainly affect the application of the double ring infiltration technique in terms of operability and equipment accuracy. In this regard, the skilled person has made diligent research and development and improvements: aiming at the problems of reading error of the March's flask, limited water supply volume, inconvenient carrying and the like, constant-pressure water supply is realized by a float valve or a constant liquid level drainage principle to replace the March's flask, such as the utility model (CN 200420008646.6) of an automatic water supply double-ring infiltration device, but the defect of complicated equipment is caused. Aiming at the problems of evaporation influence and damage to the soil surface caused by the installation of an inner ring and an outer ring, the invention patent (CN 201510304528.2) provides an evaporation-proof double-ring infiltration device which is easy to install and fix. Aiming at the problem of low measuring precision of the March's flask, the Cao's institute proposes an ' automatic measuring method for rock-soil infiltration based on skip bucket method water measurement ', measures by replacing the March's flask with a skip bucket type flowmeter, and the invention patent (CN 201611005336.2) provides a ' digital display March ' flask and a manufacturing method ', and measures by replacing the March's flask with a digital display vacuum gauge.
the above improvements only partially solve the technical problems mentioned above, and improve the applicability, operability and measurement accuracy of the dual-ring infiltration apparatus to some extent, but still cannot achieve substantial improvement of the in-situ test accuracy (problems 1-2), the in-situ test still cannot achieve full automation (problem 3), and the test means still consumes much time and labor (problems 3-5).
disclosure of Invention
in order to solve the defects of the prior art, the invention provides the range-adjustable double-ring infiltration device and the in-situ test method of the soil permeability coefficient by combining the work requirement with the accumulation of the prior art, is suitable for in-situ high-precision test of the surface soil permeability coefficient, has wider applicability due to adjustable permeability coefficient test range, and provides important field index parameters for water conservancy projects such as farmland irrigation supply and the like, hydrogeology problems such as surface rainfall infiltration coefficient and the like, engineering geology problems such as sponge city construction and the like, and environmental geology problems such as surface soil layer antifouling performance evaluation and the like.
The technical scheme provided by the invention is as follows:
a range-adjustable double-ring infiltration device at least comprises:
the integrated March's flask is internally provided with a piston which moves horizontally, and the piston partitions the integrated March's flask into an equivalent inner March's flask and an equivalent outer March's flask;
The double-ring comprises an inner ring and an outer ring, the inner March's bottle is communicated with the area in the inner ring, the outer March's bottle is communicated with the area between the inner ring and the outer ring, the diameter of the inner ring is generally set to be 25cm, the diameter of the outer ring is 50cm, the height of the outer ring is about 50cm according to the standard requirement, and the double-ring is a conventional technology;
specifically, the upper portion of the equant inner mahalanobis bottle is provided with an inner mahalanobis bottle air outlet, the lower portion of the equant inner mahalanobis bottle is provided with an inner mahalanobis bottle water supply inlet and an inner mahalanobis bottle air suction inlet, the inner mahalanobis bottle water supply inlet and the inner mahalanobis bottle air suction inlet are respectively communicated with the area in the inner ring through pipelines, the height of a water inlet of a pipeline communicated with the inner mahalanobis bottle water supply inlet is lower than the height of an air inlet of a pipeline communicated with the inner mahalanobis bottle air suction inlet, and one end of the pipeline of the inner mahalanobis bottle air suction inlet, which is arranged in the equivalent inner mahalanobis bottle, is higher.
Specifically, the upper portion of the outer mahalanobis bottle of equivalence is provided with outer mahalanobis bottle gas outlet the lower part of the outer mahalanobis bottle of equivalence is provided with outer mahalanobis bottle water supply mouth and outer mahalanobis bottle induction port, outer mahalanobis bottle water supply mouth with outer mahalanobis bottle induction port is respectively through the pipeline intercommunication the inner ring with region between the outer loop, intercommunication the height of the water inlet of the pipeline of outer mahalanobis bottle water supply mouth is less than the intercommunication the height of the air inlet of the pipeline of outer mahalanobis bottle induction port, the pipeline setting of outer mahalanobis bottle induction port should be higher than the inside liquid level height of the outer mahalanobis bottle of equivalence in principle in the inside one end of the outer mahalan.
specifically, the integrated mahalanobis bottle further comprises a piston arranged inside the integrated mahalanobis bottle and an adjusting mechanism arranged outside the integrated mahalanobis bottle. The piston has the functions of separating the inner space of the integrated Marble's bottle to form the equivalent inner Marble's bottle and the equivalent outer Marble's bottle, and also has the functions of ensuring that the equivalent inner Marble's bottle and the equivalent outer Marble's bottle are separated from each other due to the excellent fluid sealing performance of the piston, having no hydraulic connection and avoiding the pressure linkage effect. The adjusting mechanism is designed in a spiral configuration mode, is arranged outside the integrated Mariotte bottle and is connected with the piston inside the integrated Mariotte bottle, and has the functions that the transverse movement of the piston is accurately controlled through the spiral operation of the adjusting mechanism, and the cross section area of the equivalent inner Mariotte bottle is obtained through the reading of the set transverse distance measuring scale, so that the measuring range adjusting function of the double-ring infiltration device is realized.
Further, a vacuum pressure sensor is arranged at an air outlet of the inner Malpighian bottle.
the double-ring infiltration device with the adjustable measuring range can realize in-situ monitoring of the surface soil permeability coefficient, greatly improves the testing precision compared with the traditional technology, is particularly suitable for the conditions of slower infiltration and longer stable infiltration time, improves the working efficiency and the in-situ testing data precision, and is worthy of popularization.
The invention also provides an in-situ test method for soil permeability coefficient by using the range-adjustable double-ring infiltration device, which at least comprises the following steps:
1) Moving the piston by adjusting the adjustment mechanism to adjust the inner Mariotte cross-sectional area Amat;
2) The double-ring infiltration device with the adjustable measuring range is used for carrying out in-situ test on the soil permeability coefficient, and the vacuum pressure sensor inputs an analog signal of the vacuum pressure value of the air in the inner Markov bottle to the data acquisition card;
3) The data acquisition card provides a digital signal of the vacuum pressure value of the air in the Mariotte bottle to the computer terminal through A/D conversion;
4) The computer terminal generates a function according to the digital signal of the vacuum pressure value of the air in the March bottle and calculates the soil permeability coefficient K according to the following formula:
Wherein, A horse-is the cross-sectional area of the equivalent inner Ma bottle, the numerical value is adjustable, and the reading is obtained in the test;
ring A-is the cross-sectional area of the inner ring, and is known as a standard circle with the diameter of 25cm according to the specification requirement;
ρ g-is the density of water and the acceleration of gravity of the earth, respectively, known;
the differential function of the pressure value in the equivalent inner Marek's bottle changing along with the time is generated by a computer terminal in the test;
the principle of the above test method is as follows:
In the traditional method, when the water seepage test has longer duration and the curve of the seepage speed along with the time tends to be stable, the in-situ seepage coefficient of the surface soil is approximately equal to the seepage coefficient of inner ring water in a double-ring seepage device in numerical value, and the method can be solved by a Darcy formula under the condition of one-dimensional stable seepage:
K≈v [1]
Neglecting the influence of evaporation, the inner ring water seepage volume Q is equal to the volume of the inner mahalanobis bottle supply, i.e.:
water seepage volume: q ═ A ma · (delta h 3)
Permeability coefficient:
the permeability coefficient can be obtained by simultaneous formulas 1, 2, 3 and 4:
differential form expresses:
in the formula:
Q-is the water seepage volume of the inner ring, which is a variable changing along with time;
k-is the permeability coefficient of the polymer,
v-is the inner ring infiltration velocity.
Ama-is the cross-sectional area of the inner Mariotte bottle, and the size is determined by the selected Mariotte bottle;
Ring A is the cross-sectional area of the inner ring, and the known size is the circular area with the specified diameter of 25 cm;
t-is infiltration time, obtained by manual reading of a timer;
Delta h is the real-time height of the liquid level of the inner Ma bottle, and is obtained through manual reading;
from equation 5, 3 important insights can be derived: 1) the measuring range of the permeability coefficient measured by the double-ring infiltration method is controlled by the cross-sectional area A horse of the inner Mariotte bottle; 2) the test precision of the double-ring infiltration method is controlled by the time change rate (or) of the liquid level height of the inner Marek's bottle; 3) the whole process time of one group of in-situ test by the double-ring infiltration method is controlled by the cross-sectional area Ames of the inner Malassezia bottle to a great extent, and the specific description is as follows:
1) The test range is adjusted by the cross section area A horse of the inner Mariotte bottle;
The traditional double-ring infiltration method adopts a constant-pressure water supply of a Malpighian bottle with a fixed volume, such as a drum with the diameter of 17cm, and the measuring range is suitable for subsoil and loam with a slightly large permeability coefficient and is not suitable for low-permeability clay. If the cross section area of the Mariotte bottle supplied with water at constant pressure is reduced, if the diameter is reduced by 10 times to 1.7cm, the cross section area of the corresponding inner Mariotte bottle is reduced by 100 times, and the corresponding permeability coefficient test range is correspondingly enlarged by 100 times. Therefore, the measuring range of the permeability coefficient is linearly proportional to the cross section area of the Mariotte and is proportional to the square of the diameter of the Mariotte. This means to a certain extent that the adjustment of the range of the permeability coefficient has a lever amplification effect of four or two stirring jacks through the adjustment and change of the size of the Mariotte bottle.
2) the testing precision is controlled by the time change rate of the liquid level height of the inner Mariotte bottle;
The traditional method is to manually read the liquid level height of the inner Ma bottle within a certain time interval (such as 10min and 30min) and draw a curve of the change of the infiltration speed along with the time through a plurality of discrete data points. However, manual reading of the liquid level at regular intervals can produce double (interval time inaccurate reading, liquid level inaccurate reading), cumulative (long test time, often more than 4h, even more than 8 h) human reading errors.
In addition, the time point for judging whether the seepage is stable is difficult in the in-situ test, and irreparable data processing errors exist in the calculation of the final stable permeability coefficient value through the discrete point data of the manual reading.
3) The test time can be effectively shortened by selecting a proper Mariotte bottle;
the traditional double-ring infiltration method is not only poor in testing precision, but also has great labor consumption. The mono-group double-ring infiltration in-situ test experiment has different stable time for different media, such as sandy soil for about 2 hours and loam for about 4 hours, and the stable time for clay with a slightly poor infiltration coefficient is usually more than 8 hours. The specification requires that at least 5 discrete points are needed to judge whether the permeability coefficient test is stable, and the observation needs to be continued for more than 2 hours after the stability. This means that, adopt the dicyclo to infiltrate the method and accomplish a set of qualified test data as required, test time often exceeds 6h, and the whole process of testing needs technical staff duty, has to pay attention to the test process for a long time without intermittence, carries out artifical reading in good time, has caused very big manpower and materials consumption and unnecessary potential safety hazard. It is further noted that when the technician performs the in situ field test, the whole test process exceeds 10 hours or the waiting time between 2 discrete data points in the mahalanobis bottle exceeds 1 hour for the sake of operability and safety of field operation, the site is considered to be unsuitable for the double loop infiltration method.
In summary, except for low measurement accuracy, the fundamental reason that the traditional double-ring infiltration method is limited in practical application (not suitable for low-permeability sites) is that the duration of manual reading is too long, and a solution is needed.
as can be seen from the formula 5, the,
integral transformation is carried out on the differential expression 6, and the total time of the test is as follows:
from equation 7, the values of the total time t affecting the test are: parameters a ma (cross-sectional area of the inner marquise) and a variable hx (height of the liquid level in the inner marquise when the seepage is stable), wherein the variable hx is related to the total leakage volume of the inner ring and thus is positively correlated to a ma. Namely, the numerical value of the total testing time t is in exponential positive correlation with A horse, the cross section area of the inner Ma bottle is reduced under the same condition, and the in-situ testing time of the double-ring infiltration can be greatly shortened.
The in-situ test method for the soil permeability coefficient provided by the invention aims at solving the three main problems of the traditional double-ring infiltration method: the test precision is improved, the test range is adjustable, the total test time is effectively shortened, a plurality of attempts and innovations are made, and the specific principle is described as follows:
when the inner Mariotte bottle supplies water to the inner ring at constant pressure, the air inlet pipe is arranged, so that the sum of the internal pressure of the inner Mariotte bottle is always at atmospheric pressure, namely the sum of the liquid level water pressure PWater at the lower part of the Mariotte bottle and the vacuum pressure PWER at the upper part of the Mariotte bottle is constantly at atmospheric pressure Patm
patm water + Pitrue rho g delta h + P [8]
formula 8 instead of formula 5
in the formula:
rho g is the density and the gravity acceleration of water respectively, and is a constant;
A horse-is the cross-sectional area of the inner Ma bottle, and can be obtained by reading the transverse distance measurement scale;
ring a-is the inner ring cross-sectional area, known;
p is the vacuum pressure value of the inner Mariotte bottle, and the reading can be obtained;
The change rate of the pressure value of the air in the inner Marek's bottle along with the time can be obtained through data or curve output;
the in-situ test method for the soil permeability coefficient is obtained by calculation based on the formula 9.
in order to improve the measurement precision and reduce the manpower consumption, a vacuum pressure sensor is further arranged, the vacuum pressure sensor is connected with a data acquisition card, the data acquisition card is connected with a computer terminal loaded with data processing software, the change rate delta h/t (or) of the liquid level of the inner Ma's bottle along with the time can be manually read and converted into a P-t curve of the vacuum pressure of the inner Ma's bottle along with the time, the curve of the whole process can be automatically generated by the computer terminal without manual reading, the V-t curve of the whole test process can be obtained through simple linear conversion (namely multiplying by a constant rho g), the test precision is greatly improved, the total test time is effectively and greatly shortened due to adjustable range, the judgment of the time point of stable field test seepage is more obvious, the permeability coefficient value of the measurement result is directly output, and the whole test process.
in addition to the above-described method of calculating an approximate infiltration rate using a one-dimensional stable seepage theory, a graph method may also be used.
The automatic whole-process V-t curve provided by the invention is compared with a standard V-t characteristic curve and a stagnation point characteristic, so that the permeability coefficient value can be quickly obtained, and even when the seepage is not stable, the permeability coefficient value with higher precision can be obtained.
that is, the in situ test method for soil permeability coefficient provided by the invention can be based on two methods: 1. based on a one-dimensional stable seepage theory, formula 9 replaces formula 5, and the test precision and the practical effect are improved to a greater extent; 2. based on a graph method, by comparing a full-process V-t curve automatically output by a terminal with a standard curve and a stationary point characteristic, the permeability coefficient can be quickly and accurately obtained under an unsteady flow condition, the total test time is further greatly shortened, the test range is further enlarged, and the application range is further widened.
generally, the invention provides an automatic dual-ring infiltration device with adjustable range. The size, material and connection mode of each element can be changed and selected according to the actual situation on the premise of meeting the functional design requirement. The design with adjustable measuring range can be suitable for rock soil media such as sandy soil, sub-clay, mucky soil, bedrock weathering residual layers and the like with different orders of magnitude of permeability coefficients; the whole process is high-precision and automatic acquisition, and the automatic monitoring design of V-t curve output is carried out through a computer terminal, so that the method is particularly suitable for scenes with extremely small permeability coefficient and long test stabilization time; the inner and outer Mariotte bottles are designed in a combined mode, the carrying is more convenient, and meanwhile errors caused by midway water changing of the Mariotte bottles in the testing process are solved to a certain degree. The method is suitable for regional water conservancy projects, hydrogeology, engineering geology and environmental geology investigation, such as leakage calculation related to sponge cities, municipal works and water conservancy projects, small watershed rainfall infiltration coefficient calculation, mechanical stability evaluation of engineering sites under extreme weather conditions of rainstorm and the like, contaminated site infiltration coefficient evaluation and antifouling performance evaluation, and the like.
Compared with the prior art, the invention has the advantages that:
The automatic dual-ring infiltration device with the adjustable range, provided by the invention, has a novel structure design of integrating an inner and an outer Mariotte bottles, can realize automatic monitoring of the whole process, has 3 superior functions of greatly improving the test precision of the permeability coefficient, having a wider test range and effectively shortening the total test time, solves the defects of inconvenience for carrying the traditional Mariotte bottles out, large artificial reading error, time and labor consumption for in-situ test manual recording, low in-situ test precision, fuzzy judgment of stable seepage conditions at the end of the test and the like, can adapt to various fields with different permeability coefficient levels, and is particularly suitable for low-permeability areas compared with the traditional technology. Compared with similar technical devices, the device has great improvement in the aspects of integration, automation, test precision, measuring range test time and the like, and has good market competitiveness, leading advantages in the industry, good application prospect and popularization value.
1) The test range is wider, and a proper range is selected according to different media. Under the derivation of a strict theoretical formula, the fact that the range of testing different permeability coefficients of a double-ring infiltration method is selectable by adjusting the effective cross-sectional area of an inner Markov bottle is pointed out, and the method is particularly suitable for low-permeability clay and mucky soil areas which are not suitable for measurement in the traditional double-ring infiltration method; meanwhile, the application range of the test device is further widened due to the adjustable structural design of the test range;
2) The testing precision is greatly improved, the time-dependent change rate of the liquid level scale (with the precision of 1mm, larger manual reading error and long-time accumulated error) of the inner Mariotte bottle is skillfully converted from the time-dependent change rate of the liquid level scale of the inner Mariotte bottle which is manually read by a traditional method, the precision is improved to 0.1 percent of the testing precision of the vacuum pressure sensor, and the manual reading error and the time accumulated error are thoroughly eliminated. Compared with the discrete points manually recorded by the traditional double-ring infiltration method, the obtained test information is more comprehensive, and the presented curve change trend is smoother and more reliable; whether the seepage is stable or not is judged more conveniently and rapidly, and the calculated permeability coefficient value is more visual and accurate;
3) the total testing time is exponentially shortened, and the labor input is effectively reduced. The numerical value of the total time of the double-ring infiltration in-situ test is deduced and indicated to be in exponential positive correlation with the cross-sectional area of the inner Ma's flask through a strict theoretical formula, and the total test time is shortened by adjusting the effective cross-sectional area of the equivalent inner Ma's flask;
4) The integration and automation degree is high, the traditional 2 March bottles are integrated into a 1-body measuring range adjustable March bottle device, and the March bottle device is convenient to carry when going out; automatic monitoring is realized in the whole process, the required V-t curve is directly output through the computer terminal, the artificial reading error is thoroughly eliminated, the energy consumption of continuous recording of technical personnel in the whole test process is greatly reduced, the labor cost is saved, and the safety risk of long-time field operation is reduced.
drawings
Fig. 1 is a general structural diagram of an automatic dual ring infiltration apparatus with adjustable measurement range provided by the present invention.
fig. 2 is a detailed structure diagram of a range-adjustable mahalanobis bottle device in the range-adjustable automatic dual-ring infiltration device provided by the present invention.
fig. 3 is a schematic structural view of the adjustment mechanism portion.
FIG. 4 is a schematic diagram of the operation of the range-adjustable automatic dual-ring infiltration apparatus of the present invention.
Fig. 5 is a schematic diagram of the operation of a conventional dual ring infiltration apparatus.
In fig. 1, 2 and 3, the list of components represented by the reference numerals is as follows:
1. range-adjustable Marble's bottle device, 1.1, integrated Marble's bottle, 1.2a, inner Marble's bottle air outlet 1.2b, outer Marble's bottle air outlet, 1.3, adjusting mechanism, 1.4a, inner Marble's bottle water supply mouth, 1.4b, outer Marble's bottle water supply mouth, 1.5a, inner Marble's bottle air suction port, 1.5b, outer Marble's bottle air suction port, 1.6, horizontal distance measuring scale, 1.7, longitudinal distance measuring scale, 1.8, vacuum pressure sensor interface, 1.9, piston, 2a, inner Marble's bottle air outlet adjusting valve, 2b, outer Marble's bottle air outlet adjusting valve, 3a, inner Marble's bottle air suction pipe, 3b, outer Marble's bottle air suction pipe, 4a, inner Marble's bottle air suction port adjusting valve, 4b, outer Marble's bottle air suction port adjusting valve, 5a, inner Marble's bottle water supply pipe, 5b, outer Marble's bottle water supply pipe, 6, vacuum pressure sensor, 7, data, 10. gravel, 11, a rotating handle, 12, a rotating rod, 13, threads, 14, a limiting ring, 15, a limiting sleeve, 16, an equivalent inner Marshall bottle, 17, an equivalent outer Marshall bottle, 18, an inner ring, 19 and an outer ring.
Detailed Description
the principles and features of this invention are described below in conjunction with examples which are set forth to illustrate, but are not to be construed to limit the scope of the invention.
in one embodiment, as shown in fig. 1, an automatic dual ring infiltration apparatus with adjustable measuring range mainly comprises a mahalanobis bottle apparatus 1 with adjustable measuring range and a dual ring 9. As shown in fig. 1, the mahalanobis bottle device 1 with adjustable range simultaneously serves as an inner mahalanobis bottle (movable rectangular piston 1.9 left space) and an outer mahalanobis bottle (movable rectangular piston 1.9 right space) in the conventional art, and in addition, the cross-sectional area of the inner mahalanobis bottle can be adjusted, so that the double-ring infiltration device can be applied to in-situ test sites with different permeability coefficient levels (such as high-permeability sandy soil, ultra-low-permeability loam, clay, mucky soil and the like).
Further, a vacuum pressure sensor 6, a data acquisition system 7 and a computer 8 may be provided.
Wherein, the vacuum pressure sensor 6 has 10KPa of the selected measuring range, 0.1 percent of precision and 24V direct current power supply; the data acquisition system 7 can select an NI-6008 type data automatic acquisition card produced by NI corporation in America, and the data acquisition frequency is set according to the in-situ test requirement, such as 1 time/min; the double ring 9 is a permeable double ring known to those skilled in the art, and is manufactured with dimensions of an inner ring diameter of 25cm, an outer ring diameter of 50cm and a height of 50 cm.
As shown in fig. 4 and 5, the working principle is as follows: the inner Malpighian bottle function carried by the left side of the range-adjustable Malpighian bottle device 1 is inner ring constant pressure water supply in the double ring 9, the outer Malpighian bottle function carried by the right side of the range-adjustable Malpighian bottle device 1 is outer ring constant pressure water supply in the double ring 9, the inner and outer liquid level of the double ring 9 is always kept consistent due to atmospheric pressure balance, thereby forming a one-dimensional stable infiltration condition. Wherein, the vacuum pressure value at the upper part of the inner Malpighian bottle is read by a vacuum pressure sensor 6 connected with the upper end of the variable Malpighian bottle device 1, and the vacuum pressure value can equivalently reflect the lifting of the liquid level of the inner Malpighian bottle through conversion. Therefore, the digital signal acquired by the vacuum pressure sensor 6 is converted into a current signal through the data acquisition card 7, the current signal is converted and output through the computer 8, and a required curve (V-t) of the inner ring water seepage speed changing along with the time is obtained through the conversion of an actually measured curve (P-t) of the change of the upper vacuum pressure value of the inner ring along with the time, so that the in-situ permeability coefficient value under the one-dimensional stable infiltration condition is obtained.
The range-adjustable Mariotte bottle device 1 comprises an integrated Mariotte bottle 1.1, an inner Mariotte bottle air outlet 1.2a, an outer Mariotte bottle air outlet 1.2b, an adjusting mechanism 1.3, an inner Mariotte bottle water supply opening 1.4a, an outer Mariotte bottle water supply opening 1.4b, an inner Mariotte bottle air suction opening 1.5a, an outer Mariotte bottle air suction opening 1.5b, a transverse distance measuring scale 1.6, a longitudinal distance measuring scale 1.7, a vacuum pressure sensor interface 1.8 and a movable rectangular piston 1.9 as shown in figure 2. As shown in fig. 2, the specific connection mode is as follows: the integrated Marble's bottle 1.1 rectangular frame is separated into an inner Marble's bottle at the left side and an outer Marble's bottle at the right side through a movable rectangular piston 1.9, the position of the movable rectangular piston 1.9 can be adjusted left and right by an adjusting mechanism 1.3, the accurate position can be obtained by reading through a transverse distance measuring scale 1.6, and therefore the adjustability of the permeability coefficient measuring range is achieved by changing the cross sectional area of the inner Marble's bottle. An inner mahalanobis bottle air outlet 1.2a and an outer mahalanobis bottle air outlet 1.2b are arranged at the upper end of the integrated mahalanobis bottle 1.1, and are used for internal and external balance when the mahalanobis bottle is filled with water. An inner mahalanobis bottle water supply port 1.4a and an inner mahalanobis bottle air suction port 1.5a are arranged on the left side (inner mahalanobis bottle) of the integrated mahalanobis bottle 1.1, an outer mahalanobis bottle water supply port 1.4b and an outer mahalanobis bottle air suction port 1.5b are arranged on the right side (outer mahalanobis bottle), the liquid level drop value of the inner mahalanobis bottle can be obtained through reading of a longitudinal distance measuring scale 1.7 in an experiment, and the inner ring water supply amount converted by the vacuum pressure sensor is corrected. The upper end of the left side of the integrated March's flask 1.1 is provided with a vacuum pressure sensor interface 1.8 which is connected with a vacuum pressure sensor 6, a data acquisition system 7 and a computer 8 terminal. The movable rectangular piston 1.9 is provided with an adjusting mechanism for horizontally moving the movable rectangular piston 1.9. In a particular embodiment, as shown in fig. 3, the adjustment mechanism comprises a rotary handle 11, the rotary handle 11 is provided with a rotary rod 12, the rotary rod 12 penetrates through the bottle wall of the outer marquise and is rotatably connected with a movable rectangular piston 1.9, and a thread 13 is arranged in the middle of the rotary rod 12. A limiting ring 14 is arranged at the joint of the rotating rod 12 and the rectangular piston 1.9 to limit the axial displacement of the rotating rod 12. A limiting sleeve 15 is arranged on the outer side of one end of the rotary rod 12 close to the inner wall of the outer Ma bottle, and a matched internal thread is arranged on one side of the limiting sleeve 15 close to the thread.
The measuring method by using the range-adjustable double-ring infiltration device provided by the invention comprises the following steps:
1) The invention designs and processes an automatic double-ring infiltration device with adjustable measuring range, which comprises a March's flask device 1 with adjustable measuring range and a double ring 9;
2) determining a test point and excavating a test pit. The gas-enclosed zone rock-soil layer of the selected test point can represent the ground surface rock-soil layer condition of the area in a quite large range, the position selection of the test point is consistent with the engineering target, the diving buried depth of the test point field is preferably larger than 5m, and otherwise, the error of the test by adopting a double-ring infiltration method is larger. The depth of the test pit is more than 0.8-1.2m so as to eliminate the influence of factors such as the root system of the surface vegetation of the aeration zone, the miscellaneous filling of the surface and the like on the test;
3) Pressing in double rings, spreading gravel and marking. The double rings 9 are concentrically pressed into the center of the bottom of the test pit, and the pressing depth is actually controlled within 3-8cm in order to cut off the hydraulic connection of the inner ring and the outer ring, wherein the pressing depth is 0.8-1cm in principle. Furthermore, gravel is paved at the bottom of the inner ring and the outer ring, the thickness is about 3-4cm, and the aim is to prevent the sand layer at the ring bottom from being washed up when water is injected. When a constant head is injected, in order to control the thickness of a water layer at the bottom of the ring, a vertical standard needs to be carried out, and the thickness of the water layer is generally controlled to be about 10 cm;
4) water injection at a fixed water head and observation. And the water mark at the bottom of the ring is taken as a standard, the mark head is just submerged in water, and the fixed water heads of the inner ring and the outer ring are filled with water simultaneously, so that the inner water column and the outer water column of the double ring 9 are always kept at the same height of 10 cm. Thus, the water permeating between the inner ring and the outer ring is mainly consumed in lateral diffusion, and the water permeating by the inner ring is mainly consumed in vertical permeation, so that the condition of forming stable one-dimensional vertical seepage is ensured;
5) And adjusting the cross section area of the inner Markov bottle, and selecting a proper permeability coefficient measuring range. The position of a movable rectangular piston 1.9 is adjusted left and right through an adjusting mechanism 1.3, and 1.6 scales of a transverse distance measuring scale corresponding to the type of the ground layer of the field are selected, so that the testing time is effectively shortened, and a proper range is selected to improve the monitoring precision. After selection, observation is started, and a water seepage speed time curve (V-t) is drawn by recording the liquid level height and time of the inner Markov bottle displayed by a longitudinal distance measuring scale 1.7, which is a traditional double-ring infiltration manual recording method;
In addition, a conversion coefficient of a vacuum pressure value and the water seepage flow is set, a required curve (V-t) of the water seepage speed of the inner ring changing along with the time is obtained through conversion of a computer terminal 9 according to a curve (P-t) of the vacuum pressure value of the upper part of the inner ring changing along with the time, a water seepage speed-time curve (V-t) which is continuous in the whole process is output, the V-t curve is compared and calibrated with a V-t curve manually recorded through a longitudinal distance measuring scale 1.7, and the test can be finished after the test time (generally 30min) curve is kept in a small interval and is continued for 2-3 hours;
6) The difference between two times of data continuously observed (20min time interval) by a manual recording method is not more than 5 percent, or a V-t curve output by a computer gradually becomes stable without obvious descending or floating trend, and the test can be finished. Wherein the progressive value of the V-t curve output by the computer is the calculated permeability coefficient value;
7) and (5) after the in-situ test of the permeability coefficient is finished, closing each valve and keeping the setting state to the next test point. After calibration is finished, the V-t curve output by the computer can be directly read, and manual recording is not needed in the testing process.
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 present invention. In the present invention, for convenience of explanation, variations in materials, dimensions, amounts, etc. do not exceed the express scope of the present invention. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (7)
1. The utility model provides a dicyclo infiltration device with adjustable range which characterized in that includes at least:
the integrated Marble's bottle (1.1), a piston (1.9) is arranged in the integrated Marble's bottle (1.1), and the piston (1.9) partitions the integrated Marble's bottle (1.1) into an equivalent inner Marble's bottle and an equivalent outer Marble's bottle;
A double ring (9), said double ring (9) comprising an inner ring (18) and an outer ring (19), said inner mahalanobis bottle communicating with a region within said inner ring (18), said outer mahalanobis bottle communicating with a region between said inner ring (18) and said outer ring (19);
and the adjusting mechanism (1.3), the adjusting mechanism (1.3) can control the piston (1.9) to move so as to adjust the cross-sectional areas of the equivalent inner Mariotte bottle and the equivalent outer Mariotte bottle.
2. the range-adjustable dual ring infiltration device of claim 1, characterized in that: the upper portion of mahalanobis bottle is provided with interior mahalanobis bottle gas outlet (1.2a) in the equivalence mahalanobis bottle's lower part is provided with interior mahalanobis bottle water supply mouth (1.4a) and interior mahalanobis bottle induction port (1.5a), interior mahalanobis bottle water supply mouth (1.4a) with interior mahalanobis bottle induction port (1.5a) communicates through the pipeline respectively the region in interior ring (18), the intercommunication the height of the water inlet of the pipeline of interior mahalanobis bottle water supply mouth (1.4a) is less than the height of the air inlet of the pipeline of intercommunication interior mahalanobis bottle induction port (1.5 a).
3. The range-adjustable dual ring infiltration device of claim 1, characterized in that: the upper portion of the outer mahalanobis bottle of equivalence is provided with outer mahalanobis bottle gas outlet (1.2b) the lower part of the outer mahalanobis bottle of equivalence is provided with outer mahalanobis bottle water supply mouth (1.4b) and outer mahalanobis bottle induction port (1.5b), outer mahalanobis bottle water supply mouth (1.4b) with outer mahalanobis bottle induction port (1.5b) respectively through the pipeline intercommunication interior ring (18) with region between outer loop (19), the intercommunication the height of the water inlet of the pipeline of outer mahalanobis bottle water supply mouth (1.4b) is less than the height of the air inlet of the pipeline of intercommunication outer mahalanobis bottle induction port (1.5 b).
4. The range-adjustable dual ring infiltration device of any of claims 1 to 3, characterized in that: the inner Malpighian bottle gas outlet (1.2a) is provided with a vacuum pressure sensor (6), the vacuum pressure sensor (6) is connected with a data acquisition card (7), and the data acquisition card (7) is electrically connected with a computer terminal (8).
5. the in-situ soil permeability coefficient testing method by the range-adjustable double-ring infiltration device according to claim 4 is characterized by at least comprising the following steps:
1) -moving said piston (1.9) with said adjustment mechanism (1.3) to adjust said equivalent internal mahalanobis cross-sectional area;
2) the in-situ test of the soil permeability coefficient is carried out by utilizing the range-adjustable double-ring infiltration device, and the vacuum pressure sensor (6) inputs an analog signal of the vacuum pressure value of the air in the equivalent inner Markov bottle to the data acquisition card (7);
3) the data acquisition card provides a digital signal of the vacuum pressure value of the air in the equivalent Mariotte bottle to the computer terminal (8) through A/D conversion;
4) and the computer terminal (8) generates a P-t curve according to the digital signal of the vacuum pressure value of the air in the equivalent Mariotte bottle, converts the P-t curve into a V-t curve, and obtains a progressive value Vk of V to obtain a soil permeability coefficient K.
6. The in-situ soil permeability coefficient testing method by using the range-adjustable double-ring infiltration device according to claim 5, wherein in the step 4), under the condition of one-dimensional stable seepage:
V≈K
Wherein A horse is the cross-sectional area of the equivalent inner Mariotte bottle, A ring is the cross-sectional area of the inner ring (18), rho is the density of water, g is the gravity acceleration of the earth, and is the change rate of the pressure value of the air in the equivalent inner Mariotte bottle along with the time;
And the computer terminal (8) generates a discrete value according to the digital signal of the vacuum pressure value of the air in the equivalent Markov bottle, which is provided by the data acquisition card (7), and then generates a P-t curve according to the discrete value.
7. the in-situ test method for soil permeability coefficient by the range-adjustable double-ring infiltration device according to claim 5 or 6, characterized in that: and dividing the ordinate of the P-t curve by a constant rho g to obtain a V-t curve.
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| CN108982322A (en) * | 2018-07-20 | 2018-12-11 | 天津绿茵景观生态建设股份有限公司 | A kind of soil infiltration capability measurement device |
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| CN109444016A (en) * | 2018-11-05 | 2019-03-08 | 北京市水科学技术研究院 | A kind of Simple soil infiltration rate measurement device and measuring method |
| CN110031380A (en) * | 2019-05-21 | 2019-07-19 | 科利尔环保科技有限责任公司 | A kind of method of scene nondestructive measurement celluar concrete infiltration rate |
| CN110333174A (en) * | 2019-07-09 | 2019-10-15 | 河海大学 | The automatic recording type Markov bottle of liquid level can be stablized |
| CN111650107B (en) * | 2020-06-08 | 2022-11-18 | 上海大学 | Multifunctional soil body infiltration and dirt intercepting capability test device |
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| CN112782054B (en) * | 2021-01-05 | 2024-04-02 | 中国科学院水利部成都山地灾害与环境研究所 | In-situ soil body stable hydrologic characteristic parameter determination experimental device and experimental method thereof |
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| CN113155706B (en) * | 2021-05-19 | 2023-04-07 | 山东省水利科学研究院 | Method for determining permeability coefficient of unsaturated unconsolidated rock stratum in aeration zone by using field soil |
| CN113607619A (en) * | 2021-07-08 | 2021-11-05 | 江苏澳墨环境科技有限公司 | Water seepage test device and use method thereof |
| CN113655198B (en) * | 2021-07-30 | 2024-03-15 | 长江大学 | Test device and method for testing in-situ leaching soil organic matter component change |
| CN115078225B (en) * | 2022-08-22 | 2022-11-15 | 黑龙江省水利水电勘测设计研究院 | In-situ infiltration testing system and testing method thereof |
Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN201561922U (en) * | 2009-12-07 | 2010-08-25 | 长沙理工大学 | In situ precision control permeameter |
Family Cites Families (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2684182Y (en) * | 2004-03-24 | 2005-03-09 | 中国科学院新疆生态与地理研究所 | Automatic water-supplying double-ring infiltration instrument |
| CN1975374A (en) * | 2006-12-14 | 2007-06-06 | 中国科学院东北地理与农业生态研究所 | Double-ring infiltration instrument water supply flow regulating and controlling auxiliary device |
| CN102262042B (en) * | 2011-07-07 | 2013-02-27 | 中国农业大学 | Continuous measurement device and method for soil infiltration capability of plough layer and plough pan of agricultural land |
| CN203929586U (en) * | 2014-05-21 | 2014-11-05 | 北京市农林科学院 | A kind of soil infiltration automatic water supplement and measurement mechanism |
| CN204101416U (en) * | 2014-09-05 | 2015-01-14 | 中国葛洲坝集团国际工程有限公司 | Geotechnique's original position dicyclo infiltration experiment device |
| CN205562346U (en) * | 2016-03-17 | 2016-09-07 | 中国水利水电科学研究院 | Soil moisture infiltrates parameter measurement device |
| CN205808881U (en) * | 2016-05-16 | 2016-12-14 | 南京工业大学 | A kind of automatic feeding water controls the porous pavement scene permeable system safety testing device of dicyclo |
-
2017
- 2017-09-19 CN CN201710847979.XA patent/CN107764713B/en active Active
Patent Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN201561922U (en) * | 2009-12-07 | 2010-08-25 | 长沙理工大学 | In situ precision control permeameter |
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