CN106092853A - A kind of soil mass water air humidity falls into consolidation infiltration simultaneous determination instrument - Google Patents

Abstract

The invention discloses a soil water-gas wet subsidence consolidation and permeability combined measuring instrument, which comprises a collapsing consolidation permeameter, a water seepage coefficient measuring system and an air seepage coefficient measuring system, wherein the collapsing consolidation permeable meter includes a base and a ring. Knife and ring knife are filled with soil samples, and the top of the soil samples is provided with a pressurization control system, and the pressurization control system is equipped with a dial indicator for measuring the displacement of the piston in the pressurization system and a pressure gauge for measuring air pressure; the water seepage coefficient The measurement system and the gas permeability coefficient measurement system are respectively connected to the collapsible consolidation permeameter through the pipe interface. The instrument adopts a modular design, which can not only carry out standard height soil sample tests, but also prepare soil samples of different heights for tests according to needs. Determination of permeability coefficient and air permeability coefficient after sinking. The instrument has the characteristics of good flexibility, short test cycle, stable and reliable pressure control, saving time and effort, and high cost performance.

Description

A Combined Measuring Instrument for Consolidation and Permeability of Soil Water-Air Collapse

technical field

The present invention relates to a soil water-air subsidence consolidation and permeability combined measuring instrument, in particular to a soil collapsibility test, consolidation test, water seepage coefficient measurement, air permeability coefficient measurement and soil permeability coefficient after collapsing Determination, gas permeability coefficient determination of the instrument.

Background technique

The adverse effects of water (atmospheric precipitation, irrigation water, industrial water, domestic wastewater, etc.) on rock and soil disasters (collapses, landslides, mud flows, land subsidence, etc.) have been widely recognized. Many geological disasters in the collapsible loess area are closely related to the seepage of water in the loess. However, in the natural environment, the seepage in the soil not only has the liquid phase seepage, but also has the gas phase seepage. The seepage law of the liquid and gas phases in the soil and the determination method of the permeability coefficient have always been important in the study of unsaturated soil mechanics. content. At the same time, the permeability coefficient and air permeability coefficient of water and air in the formation are also important indicators to comprehensively reflect the permeability of the soil. The accuracy of the test results is of great significance to the calculation of foundation engineering and slope stability.

At present, the penetration test of cohesive soil is mostly carried out by TST-55 permeameter produced by Nanjing Soil Instrument Factory. However, in view of the low permeability of cohesive soil, the long time required for sample saturation and unsatisfactory saturation, Wang Guiyao et al. (CN201561921U) developed a variable head pressure osmometer. When cutting the sample with the ring knife, due to the uneven force of the ring knife, there are gaps in different degrees between the inner wall of the ring knife and the sample, resulting in side wall leakage/water flow short circuit phenomenon, Ji Qiwei et al. (CN204718934U ) developed a new type of cohesive soil permeameter that uses split sleeves to load samples and coats the inner wall with vaseline. However, the water head measurement of the water head pipe and the corresponding timing are all manual reading and stopwatch timing, which has large errors and low precision, and it is difficult to meet the test requirements.

For the measurement of soil air permeability coefficient, the liquid flow rate is often used to convert the gas flow rate. For example, Ding Purong (CN85204904U) uses the water flow rate to convert the gas flow rate, and developed an asphalt that can measure the air permeability coefficient in the range of 10 ⁰ ~ 10 ^{- 6} cm/s Permeameter for air permeability coefficient of aggregated concrete materials. Aiming at the defects of poor measurement accuracy, complex operation and time-consuming method of converting gas flow by liquid flow, Fang Xiangwei et al. (CN2032168621U) refitted the geotechnical triaxial tester and used a confining pressure of 10-20kpa higher than atmospheric pressure to prevent gas Seep from between the latex film and the sample, and the volume of the exhausted gas can be accurately measured by the dual-range flowmeter, and the air permeability coefficient of the low air permeability soil can be calculated. However, whether the confining pressure will affect the integrity of the soil structure or cause disturbance to the soil structure is a question worth considering.

The loess collapsibility test is an important test in the study of loess collapsibility, and the accurate measurement of collapsibility deformation is one of the main basis for the foundation design of buildings (structures) in collapsible loess areas. For the building foundations treated by pre-soaking in the collapsible loess area, the secondary or even multiple collapsibility (that is, "infiltration-collapse-infiltration--") deformation index of the loess layer during the building operation period is measured. It is also very important. However, the current indoor secondary collapsibility tests all need to take samples after the on-site presoaking water is stabilized, and then measure the secondary collapsibility deformation index, which is time-consuming, laborious and expensive. At present, most loess collapsibility tests and consolidation tests are carried out with ordinary single-lever consolidation instruments, which is not only time-consuming, laborious, and costly, but also cannot be carried out under the condition of avoiding secondary human disturbances. "test and determination of air permeability coefficient.

Contents of the invention

In view of the above-mentioned problems in the prior art, the purpose of the present invention is to provide a combined moisture-air subsidence consolidation and penetration tester. The instrument adopts a modular design, which can not only carry out standard height soil samples, but also prepare soil samples of different heights for testing according to needs. Determination of permeability coefficient and air permeability coefficient of loess after collapsing. The instrument has the characteristics of good flexibility, short test cycle, stable and reliable pressure control, saving time and effort, and high cost performance.

In order to achieve the above characteristics, the present invention adopts the following technical solutions:

A water-air collapsing consolidation and penetration combined measuring instrument, comprising a collapsing consolidation and permeation instrument, said consolidation and permeation instrument includes a base and a ring knife, said base is provided with stepped grooves, said The ring knife is installed in the stepped groove, and the inside of the ring knife is filled with soil samples. It is characterized in that the outer cover of the ring knife is equipped with a cylindrical penetration mold, and the side wall of the penetration mold is provided with a ring knife The second pipe interface connected internally; the top of the soil sample is provided with a pressurization control system, the pressurization control system includes a piston arranged above the soil sample, and the pressurization control system is equipped with a percentage for measuring the displacement of the piston. Gauge and pressure gauge; The third pipe connection and the fourth pipe connection connected to the bottom of the groove are symmetrically arranged on the side wall of the base; the measuring instrument also includes a water permeability coefficient measurement system and an air permeability coefficient measurement system, and the The water permeability coefficient measuring system is connected to the collapsible consolidation permeameter through the second pipe interface and the third pipe interface respectively, and the air permeability coefficient measuring system is connected to the collapsible consolidation permeameter through the fourth pipe interface.

Further, a cylindrical sample sleeve is provided between the ring knife and the penetration mold, and the inner diameter of the sample sleeve matches the outer diameter of the ring knife; the bottom end and the top end of the soil sample A lower permeable stone and an upper permeable stone are arranged respectively, wherein the upper permeable stone is located between the soil sample and the piston, and the lower permeable stone is located between the groove and the soil sample.

Further, the pressurization control system includes a cylinder, the base is provided with a column, the cylinder is detachably installed on the top of the ring knife through the flange, and the inner diameter of the cylinder is the same as the inner diameter of the ring knife;

The piston is assembled in the cylinder, and the piston is connected with a piston rod that penetrates the top of the cylinder. An air channel is arranged inside the piston rod, and a first channel communicating with the air channel is provided on the outer wall of the piston rod. On the first channel Equipped with a first hole plug; the measuring end of the dial indicator is in contact with the top of the piston rod; the top of the cylinder is provided with a second channel communicating with the inside of the cylinder, and the second channel is equipped with a second hole plug, symmetrical on the side wall of the cylinder A first pipe interface and a third channel are provided, and a third hole plug is installed on the third channel;

The pressurization control system also includes a decompression valve, one end of the decompression valve is connected to the air source through the first cut-off valve, and the other end of the pressurization valve is respectively connected to the pressure gauge, the first A pipe interface; a second shut-off valve is arranged between the first pipe interface and the three-way pipe interface.

Further, the water seepage coefficient measuring system includes a valve group I and a hydraulic measuring system, a vacuum system, and a water filling system connected to the valve group I respectively;

The hydraulic pressure measuring system includes a controller and a cylindrical pressure measuring tube. A float is arranged inside the pressure measuring tube, and a photoelectric sensor group is set on the outside of the pressure measuring tube; the photoelectric sensor group includes a fixed sleeve, which is fixed A plurality of photoelectric sensors for detecting the position of the float are distributed along the axial direction on the sleeve, and the photoelectric sensors are all connected to the control instrument, and a display screen is also arranged on the control instrument;

The vacuum system includes a reserve bottle with a stopper, and the inside of the reserve bottle passes through the stopper through a pipeline and is connected to a vacuum device;

The water filling system includes a water tank, the water supply pump is arranged in the water tank, a pipe joint is opened on the side wall of the water tank, and the water tank is connected with an overflow device through the pipe joint, and the position of the overflow device is higher than that of the water tank ;

The pressure measuring tube in the hydraulic measuring system is connected with the water tank in the water filling system.

Further, the valve group I includes E valve, F valve, G valve, H valve, I valve and J valve, wherein the two ends of the I valve are respectively connected to one end of the E valve and the G valve, and the other end of the E valve is connected to The bottom of the pressure measuring tube in the pressure measuring control system is connected, the other end of the G valve is connected with the reserve bottle in the vacuum system through the pipeline, the two ends of the J valve are respectively connected with one end of the H valve and the F valve, and the other end of the H valve is connected with the The water supply pump in the water filling system is connected, the other end of the F valve is connected to the overflow of the water filling system, the end connecting the I valve and the E valve is also connected to the fifth pipe interface, and the end connecting the J valve and the F valve is also connected to There is a sixth pipe interface, the fifth pipe interface is connected to the fourth pipe interface, and the sixth pipe interface is connected to the third pipe interface.

Further, the air permeability coefficient measurement system includes a control system, valve group II, air pressure measurement system, vacuum pump and air chamber; wherein valve group II is connected to the vacuum pump, air chamber, and air pressure measurement system respectively;

The pressure measurement system includes a mercury piezometer tube, the mercury piezometer tube is a U-shaped structure, one end of the mercury column piezometer tube is provided with a mercury inlet, and the exterior of the mercury column piezometer tube is equipped with a plurality of Infrared photoelectric combination modules distributed axially along the mercury piezometer, each infrared photoelectric combination module is connected to the control system, the control system is connected to a battery power supply; the pressure measurement system also includes a buffer room, the The buffer chamber consists of a rectangular box, in which there is a buffer cavity with a U-shaped mouth facing downwards, one end of the buffer cavity is connected to the end of the mercury pressure measuring tube, the other end of the buffer cavity is located in the box, and in the box A through hole is opened on the side wall of the body, and the end of the through hole located on the outer wall of the box is equipped with a fourth hole plug;

A scale is arranged on the side of the mercury column pressure measuring tube, the scale is located under the buffer chamber, and the scale is parallel to the mercury column pressure measuring tube.

Further, the valve group II is composed of three interface valves, which are A valve, B valve, and C valve; one end of the C valve is connected to the seventh pipe interface, and the other end of the C valve is respectively connected to the A valve, B valve The valve is connected with the buffer cavity in the buffer chamber; the A valve is connected with the vacuum pump, and the B valve is connected with the air chamber.

Further, the inner wall of the ring knife is coated with a thin layer of Vaseline.

Further, a fixed column is installed on the cylinder, and a watch clamp is arranged on the fixed column, and the dial indicator is installed on the watch clamp.

The present invention has the following technical characteristics:

1. In the present invention, the collapsible consolidation permeameter, the permeability coefficient measurement system, and the air permeability coefficient measurement system adopt modular design, which improves the flexibility of the instrument;

2. The collapsible consolidation permeameter adopts air pressure control technology to provide stable pressure and a large pressure range, and can provide different levels of loads to the soil;

3. Equipped with "O" ring and rubber pad, the cylinder parts can realize "piston type" movement, with large stroke and excellent sealing performance;

4. Equipped with a vacuum pump, it is easy to quickly saturate the soil sample;

5. Equipped with a dial indicator to accurately measure the displacement of the soil sample due to the load, and thus calculate the corresponding void ratio;

6. The length of the sampling ring knife of the collapsible consolidation permeameter is increased, and different lengths of undisturbed soil samples can be taken for testing in order to study the law of the length of the soil sample on the consolidation penetration;

7. It is possible to prepare remolded soil samples with controlled water content and dry density for permeation test, so as to study the penetration law of remolded soil;

8. The loess/Vaseline seal is used between the soil sample and the ring knife, and the side wall is placed for leakage, so as to ensure that the water flow and air flow can only pass through the soil sample during the entire test process;

9. The collapsibility consolidation penetrometer can carry out secondary collapsibility test without on-site water immersion test, and without separating the sample after collapsing, which ensures the integrity of the sample after collapsing, which is convenient, time-saving and labor-saving ;

10. The permeability coefficient measurement module uses a photoelectric sensor group for reading and timing to improve its accuracy and avoid human errors;

11. The air permeability coefficient measurement module uses mercury piezometer, infrared photoelectric combination module, intelligent control system, vacuum pump, etc. to quickly and conveniently measure the air permeability coefficient of the soil, so as to study the permeability law of the gas phase in the soil;

12. The whole test system is sealed and will not be affected by evaporation. At the same time, the test should be carried out at a constant temperature to avoid the influence of temperature changes on the test.

The invention has the advantages of simple structure, novel and reasonable design, convenient realization, strong practicability, good use effect and easy popularization.

Description of drawings

Fig. 1 is a schematic diagram of the principle system of the present invention;

Fig. 2 is the structural representation of the soil body water-air dampness subsidence consolidation permeameter of the present invention;

Fig. 3 is a partial top view of the watch holder in Fig. 2;

Fig. 4 is the structural representation of the water seepage coefficient measuring system of the present invention;

Fig. 5 is the structural representation of the air permeability coefficient measuring system of the present invention;

The symbols in the figure represent: Ⅰ-collapse consolidation permeameter; Ⅱ-water permeability coefficient measurement system; Ⅲ-air permeability coefficient measurement system;

1-1—the first hole plug, 1-2—the second hole plug, 1-3—the third hole plug, 1-4—the fourth hole plug, 2-1—the first pipe interface, 2-2—the first hole plug Second pipe connection, 2-3—third pipe connection, 2-4—fourth pipe connection, 2-5—fifth pipe connection, 2-6—sixth pipe connection, 2-7—seventh pipe connection, 3 —flange, 4—rubber pad, 5—sample sleeve, 6—infiltration mold, 7—ring knife, 8—base, 9—lower permeable stone, 10—soil sample, 11—upper permeable stone, 12— Piston, 13—cylinder, 14—fixed column, 15—gauge clamp, 16—indicator, 17—pressure gauge, 18—tee pipe interface, 19—pressure reducing valve, 20-1—first stop valve, 20 -2—second stop valve, 21—air source, 22—overflow device, 23—water supply pump, 24—water tank, 25—reserve bottle, 26—vacuumizing device, 27—fixed sleeve, 28—float, 29— Pressure measuring tube, 30—photoelectric sensor group, 31—display screen, 32—controller, 33—valve group I, 34—box, 35—buffer cavity, 36—mercury inlet, 37—scale, 38—mercury Pressure measuring tube, 39—power supply, 40—control system, 41—infrared photoelectric combination module, 42—air chamber, 43—vacuum pump, 44—valve group II.

detailed description

According to the above technical scheme, as shown in Fig. 1 to Fig. 4, a water-air collapsibility consolidation penetration tester includes a collapsibility consolidation permeation instrument I, a water permeability coefficient measurement system II and an air permeability coefficient measurement system III.

Collapsibility Consolidation Permeameter I (Figure 2) includes a base 8 and a ring knife 7, the base 8 is provided with a stepped groove, the ring knife 7 is installed in the stepped groove, and the side wall of the base 8 is symmetrically arranged with a concave The third pipe connection 2-3 and the fourth pipe connection 2-4 connected at the bottom of the groove are drainage channels for the overflow water in the infiltration process. A cylindrical sample cover 5 for protecting the ring knife 7 is arranged between them, the inner diameter of the sample cover 5 matches the outer diameter of the ring knife 7, so that the sample cover 5 can just fit outside the ring knife 7, and the penetration mold 6 The side wall is symmetrically provided with the second pipe interface 2-2 and the third channel that communicate with the inside of the ring knife 7, which is the drainage channel for overflowing water during the infiltration process. There is a rubber pad 4 that acts as a seal above the infiltration mold. Filled with soil samples 10, the undisturbed soil samples 10 of any height can be cut within the design height range of the ring knife 7 or the reshaped soil samples 10 of any height can be pressed. The top of the soil samples 10 is provided with a pressurization control system. The control system includes a piston 12 arranged above the soil sample 10, a dial indicator 16 and a pressure gauge 17 for measuring the displacement of the piston 12 are installed on the pressurization control system; stone 9 and upper permeable stone 11, wherein the upper permeable stone 11 is located between the soil sample 10 and the piston 12, and the lower permeable stone 9 is located between the groove and the soil sample 10, wherein the permeability coefficient measurement system II passes through the second tube respectively The interface 2-2 and the third pipe interface 2-3 are connected with the collapsible consolidation permeameter I, and the air permeability coefficient measurement system III is connected with the collapsible consolidation permeameter I through the fourth pipe interface 2-4.

Water seepage coefficient measurement system II (Fig. 4) includes valve group I33 and the measuring hydraulic system, vacuum system and water filling system respectively connected with valve group I33. Wherein the hydraulic pressure measurement system includes a controller 32, a cylindrical pressure measuring tube 29, a float 28 is arranged in the pressure measuring tube 29, and a photoelectric sensor group 30 is set on the outer cover of the pressure measuring tube 29; the photoelectric sensor group 30 includes a fixed sleeve 27, a fixed sleeve 27 A plurality of photoelectric sensors for detecting the position of the float 28 are distributed along the axial direction on the top, and the photoelectric sensors are all connected with the controller 32, and a display screen 31 is also arranged on the controller 32; the vacuum system includes a reserve bottle 25 with a stopper , the inside of the reserve bottle 25 is connected with a vacuum device 26 through a pipe through a plug; the water filling system includes a water tank 24, the water supply pump 23 is arranged in the water tank 24, and a pipe interface is provided on the side wall of the water tank 24, and the water tank 24 is connected with an overflow device 22 through the pipe interface, and the position of the overflow device 22 is higher than the water tank 24; the pressure measuring pipe 29 in the hydraulic pressure system is connected with the water tank 24 in the water filling system; the valve group I33 includes E valve, F valve, G valve, H valve, I valve and J valve, wherein the two ends of the I valve are respectively connected with one end of the E valve and one end of the G valve, the other end of the E valve is connected with the bottom of the pressure measuring tube 29 in the pressure measurement control system, the G valve The other end communicates with the reserve bottle 25 in the vacuum system through a pipeline, the two ends of the J valve are respectively connected with one end of the H valve and the F valve, the other end of the H valve is connected with the water supply pump 23 in the water filling system, and the other end of the F valve is One end is connected to the opening provided at the overflow water level of the overflow device 22 in the water filling system, the end connecting the I valve and the E valve is also connected to the fifth pipe interface 2-5, and the end connecting the J valve and the F valve is also connected to the sixth pipe interface. Pipe interface 2-6, the fifth pipe interface 2-5 is connected to the fourth pipe interface 2-4, the sixth pipe interface 2-6 is connected to the third pipe interface 2-3 connect.

Air permeability coefficient measurement system III (Fig. 5) includes control system 40, valve group II 44, air pressure measurement system, vacuum pump 43 and air chamber 42; wherein valve group II 44 is connected to vacuum pump 43, air chamber 42, and air pressure measurement system respectively; Comprising battery power supply 39, power supply 39 is connected with control system 40, and control system 40 is connected with infrared photoelectric combination module 41, and the position change of one side mercury column in the mercury column pressure measuring tube 38 of U-shaped structure is measured by infrared photoelectric combination module 41, by The mercury injection port 36 injects mercury into the mercury piezometric tube 38, and the other side of the mercury piezometric tube 38 is equipped with a scale 37, and several position scale marks are arranged on the scale 37, and the mercury column in the mercury piezometric tube 38 exceeds the scale 37 When the position of the highest red scale line is reached, the air permeability coefficient measurement operation can be started. The top of the other side of the mercury piezometric tube 38 is connected with the buffer chamber. The function of the buffer chamber is: the negative pressure in the buffer gas chamber causes the mercury to suck back due to the large change in the mercury column in the mercury piezometric pipe 38. The buffer chamber includes a rectangular box. 34. A buffer cavity 35 with a U-shaped mouth facing downward is arranged in the box body 34. One end of the buffer cavity 35 is connected to the end of the mercury pressure measuring tube 38, and the other end of the buffer cavity 35 is located in the box body 34. The side wall of the body 34 is provided with a through hole, and the end of the through hole located on the outer wall of the box body 34 is equipped with a fourth hole plug 1-4; the valve group II 44 is composed of three interface valves, namely A valve, B valve and C valve; Wherein one end of the C valve is connected with the seventh pipe interface 2-7, and the other end of the C valve is respectively connected with the buffer cavity 35 in the A valve, the B valve and the buffer chamber; the A valve is connected with the vacuum pump 43, and the B valve is connected with the described The gas chamber 42 is connected.

The specific implementation manners of the present invention will be further described in detail below in conjunction with the accompanying drawings and embodiments. The following examples are used to illustrate the present invention, but are not intended to limit the scope of the present invention.

Example 1

In conjunction with Fig. 1 and Fig. 2, the consolidation process of the present invention's combined soil water-gas consolidation and penetration tester is:

Step 1, according to the provisions of the geotechnical test regulations SL237-002-1999, cut the undisturbed soil sample 10 or prepare the disturbed soil sample 10 with a given density and moisture content;

Step 2, place the lower permeable stone 9 with the permeable stone bushing installed, filter paper, lay the O-ring and the rubber pad 4 on the base, and put the ring knife 7 prepared and cut according to the geotechnical experiment regulations into the sample sleeve 5 In the middle, place the filter paper and the upper permeable stone 11 again, spread the rubber pad 4 above the sample cover seat 5, buckle the pressurization system (cylinder 13, piston 12), and fix it with the flange 3;

Step 3: Connect the first pipe interface 2-1 of the air pressure and subsidence consolidation permeameter, and start the pressurization control device. Install dial gauge 16. Make the pointer read zero. Apply pre-pressure according to the geotechnical operation regulations. After the pre-stress is stable, adjust the pointer of pressure gauge 17 to "zero", and then pressurize step by step;

Step 4, after the test is completed, open the pressure reducing valve 19 to release the pressure, quickly dismantle the various parts of the instrument, take out the sample to be ring knife 7, take out the sample, and measure the water content after the test. Wipe all the instrument clean, if it is not used for a long time, it should be coated with grease to prevent corrosion.

Step five, calculation and drawing:

Calculate the initial void ratio e ₀ of the sample according to formula 1-1:

${\mathrm{<span\; class="notranslate">\; e</span>}}_{\mathrm{<span\; class="notranslate">\; 0</span>}}<span\; class="notranslate">\; =</span>\frac{{\mathrm{<span\; class="notranslate">\; \&rho;</span>}}_{\mathrm{<span\; class="notranslate">\; w</span>}}{\mathrm{<span\; class="notranslate">\; G</span>}}_{\mathrm{<span\; class="notranslate">\; the\; s</span>}}<span\; class="notranslate">\; (</span>\mathrm{<span\; class="notranslate">\; 1</span>}<span\; class="notranslate">\; +</span>\mathrm{<span\; class="notranslate">\; 0.01</span>}{\mathrm{<span\; class="notranslate">\; \&omega;</span>}}_{\mathrm{<span\; class="notranslate">\; 0</span>}}<span\; class="notranslate">\; )</span>}{{\mathrm{<span\; class="notranslate">\; \&rho;</span>}}_{\mathrm{<span\; class="notranslate">\; 0</span>}}}<span\; class="notranslate">\; -</span>\mathrm{<span\; class="notranslate">\; 1</span>}<span\; class="notranslate">\; -</span><span\; class="notranslate">\; -</span><span\; class="notranslate">\; -</span>\mathrm{<span\; class="notranslate">\; 1</span>}<span\; class="notranslate">\; -</span>\mathrm{<span\; class="notranslate">\; 1</span>}$

In the formula, G _s — specific gravity of soil particles; ρ _ω — density of water, g/cm ³ ; ρ ₀ — initial density of sample, g/cm ³ ; ω ₀ — initial water content of sample, %.

According to formula 1-2, calculate the void ratio e _i after consolidation and stability under various pressures:

${\mathrm{<span\; class="notranslate">\; e</span>}}_{\mathrm{<span\; class="notranslate">\; i</span>}}<span\; class="notranslate">\; =</span>{\mathrm{<span\; class="notranslate">\; e</span>}}_{\mathrm{<span\; class="notranslate">\; 0</span>}}<span\; class="notranslate">\; -</span><span\; class="notranslate">\; (</span>\mathrm{<span\; class="notranslate">\; 1</span>}<span\; class="notranslate">\; +</span>{\mathrm{<span\; class="notranslate">\; e</span>}}_{\mathrm{<span\; class="notranslate">\; 0</span>}}<span\; class="notranslate">\; )</span>\frac{{\mathrm{<span\; class="notranslate">\; \&Delta;h</span>}}_{\mathrm{<span\; class="notranslate">\; i</span>}}}{{\mathrm{<span\; class="notranslate">\; h</span>}}_{\mathrm{<span\; class="notranslate">\; 0</span>}}}<span\; class="notranslate">\; -</span><span\; class="notranslate">\; -</span><span\; class="notranslate">\; -</span>\mathrm{<span\; class="notranslate">\; 1</span>}<span\; class="notranslate">\; -</span>\mathrm{<span\; class="notranslate">\; 2</span>}$

In the formula, e _i —void ratio under a certain level of pressure; Δh _i —the change of sample height under a certain level of pressure, cm; h ₀ ——initial height of sample, cm.

Calculate the compression coefficient a _v within a certain pressure range according to formula 1-3:

${\mathrm{<span\; class="notranslate">\; a</span>}}_{\mathrm{<span\; class="notranslate">\; v</span>}}<span\; class="notranslate">\; =</span>\frac{{\mathrm{<span\; class="notranslate">\; e</span>}}_{\mathrm{<span\; class="notranslate">\; i</span>}}<span\; class="notranslate">\; -</span>{\mathrm{<span\; class="notranslate">\; e</span>}}_{\mathrm{<span\; class="notranslate">\; i</span>}<span\; class="notranslate">\; +</span>\mathrm{<span\; class="notranslate">\; 1</span>}}}{{\mathrm{<span\; class="notranslate">\; p</span>}}_{\mathrm{<span\; class="notranslate">\; i</span>}<span\; class="notranslate">\; +</span>\mathrm{<span\; class="notranslate">\; 1</span>}}<span\; class="notranslate">\; -</span>{\mathrm{<span\; class="notranslate">\; p</span>}}_{\mathrm{<span\; class="notranslate">\; i</span>}}}<span\; class="notranslate">\; -</span><span\; class="notranslate">\; -</span><span\; class="notranslate">\; -</span>\mathrm{<span\; class="notranslate">\; 1</span>}<span\; class="notranslate">\; -</span>\mathrm{<span\; class="notranslate">\; 3</span>}$

In the formula, p _i ——a certain pressure value, in kpa;

Calculate the compressive modulus E _s and volumetric compressibility m _v within a certain pressure range according to formulas 1-4 and 1-5:

${\mathrm{<span\; class="notranslate">\; E.</span>}}_{\mathrm{<span\; class="notranslate">\; the\; s</span>}}<span\; class="notranslate">\; =</span>\frac{\mathrm{<span\; class="notranslate">\; 1</span>}<span\; class="notranslate">\; +</span>{\mathrm{<span\; class="notranslate">\; e</span>}}_{\mathrm{<span\; class="notranslate">\; 0</span>}}}{{\mathrm{<span\; class="notranslate">\; a</span>}}_{\mathrm{<span\; class="notranslate">\; v</span>}}}<span\; class="notranslate">\; -</span><span\; class="notranslate">\; -</span><span\; class="notranslate">\; -</span>\mathrm{<span\; class="notranslate">\; 1</span>}<span\; class="notranslate">\; -</span>\mathrm{<span\; class="notranslate">\; 4</span>}$

${\mathrm{<span\; class="notranslate">\; m</span>}}_{\mathrm{<span\; class="notranslate">\; v</span>}}<span\; class="notranslate">\; =</span>\frac{\mathrm{<span\; class="notranslate">\; 1</span>}}{{\mathrm{<span\; class="notranslate">\; E.</span>}}_{\mathrm{<span\; class="notranslate">\; the\; s</span>}}}<span\; class="notranslate">\; =</span>\frac{{\mathrm{<span\; class="notranslate">\; a</span>}}_{\mathrm{<span\; class="notranslate">\; v</span>}}}{\mathrm{<span\; class="notranslate">\; 1</span>}<span\; class="notranslate">\; +</span>{\mathrm{<span\; class="notranslate">\; e</span>}}_{\mathrm{<span\; class="notranslate">\; 0</span>}}}<span\; class="notranslate">\; -</span><span\; class="notranslate">\; -</span><span\; class="notranslate">\; -</span>\mathrm{<span\; class="notranslate">\; 1</span>}<span\; class="notranslate">\; -</span>\mathrm{<span\; class="notranslate">\; 5</span>}$

Taking the void ratio e as the ordinate and the pressure p as the abscissa, draw the relationship curve between e and p.

Calculate the compression index C _c and rebound index C _s according to formula 1-6:

C _c or

Draw the e～lgp relationship curve, C _c is the slope of the straight line section of the e～lgp curve; C _s is the average slope on the e～lgp curve, and determine the pre-consolidation pressure p _c of the undisturbed soil.

Calculate the consolidation coefficient C _v according to formula 1-7:

${\mathrm{<span\; class="notranslate">\; C</span>}}_{\mathrm{<span\; class="notranslate">\; v</span>}}<span\; class="notranslate">\; =</span>\frac{\mathrm{<span\; class="notranslate">\; 0.848</span>}{<span\; class="notranslate">\; (</span>\stackrel{<span\; class="notranslate">\; \&OverBar;</span>}{\mathrm{<span\; class="notranslate">\; h</span>}}<span\; class="notranslate">\; )</span>}^{\mathrm{<span\; class="notranslate">\; 2</span>}}}{{\mathrm{<span\; class="notranslate">\; t</span>}}_{\mathrm{<span\; class="notranslate">\; 90</span>}}}<span\; class="notranslate">\; -</span><span\; class="notranslate">\; -</span><span\; class="notranslate">\; -</span>\mathrm{<span\; class="notranslate">\; 1</span>}<span\; class="notranslate">\; -</span>\mathrm{<span\; class="notranslate">\; 7</span>}$

In the formula, — the maximum drainage distance, equal to half of the average value of the initial and final heights of the sample under a certain pressure, cm; t ₉₀ — the time required for the degree of consolidation to reach 90%, s.

pass Curve or d~lgt curve to find t ₉₀ .

Example 2

In conjunction with Fig. 1, Fig. 2, Fig. 4, the water-air dampness subsidence consolidation infiltration combined measuring instrument of the present invention measures the water seepage coefficient process as follows:

Step 1, according to step 1 and step 2 in Example 1, install and fasten the sample, and plug the first channel, the second channel, the third channel and the fourth pipe interface 2-4 with hole plugs;

Step 2: Connect the water seepage coefficient measurement system II in Figure 1 with the collapsible consolidation penetrometer I through a hose, and the second pipe connection 2-2 in the collapsible consolidation penetrometer I is connected to the fifth pipe in the water seepage coefficient measuring system II The interface 2-5 is connected, and the third pipe interface 2-3 in the collapsible consolidation penetrometer I is connected with the sixth pipe interface 2-6 in the water seepage coefficient measurement system II. There are six valves in the valve group I33, and the initial state is all closed;

Step 3, open the H, I, J, E valves, start the water supply pump 23 to fill with water;

Step 4, open the G, H, J valves, close the E, F valves, start the vacuum device 26 to exhaust;

Step 5, repeat and alternately perform steps 3 and 4, so that the sample is in a water-saturated state;

Step 6: Open the E, F, H, and I valves, hold for a few minutes, close the I, H valves and the water supply pump 23 in turn, turn on the switch of the photoelectric sensor controller 32, and the photoelectric sensor controller 32 will automatically detect, time, and calculate the permeability coefficient k _t , and automatically stored.

The calculation principle of permeability coefficient is as follows:

${\mathrm{<span\; class="notranslate">\; k</span>}}_{\mathrm{<span\; class="notranslate">\; T</span>}}<span\; class="notranslate">\; =</span>{\mathrm{<span\; class="notranslate">\; k</span>}}_{\mathrm{<span\; class="notranslate">\; t</span>}}<span\; class="notranslate">\; \&times;</span>\mathrm{<span\; class="notranslate">\; 12.7</span>}\frac{\mathrm{<span\; class="notranslate">\; L</span>}}{\mathrm{<span\; class="notranslate">\; A</span>}}<span\; class="notranslate">\; -</span><span\; class="notranslate">\; -</span><span\; class="notranslate">\; -</span>\mathrm{<span\; class="notranslate">\; 2</span>}<span\; class="notranslate">\; -</span>\mathrm{<span\; class="notranslate">\; 1</span>}$

${\mathrm{<span\; class="notranslate">\; k</span>}}_{\mathrm{<span\; class="notranslate">\; 20</span>}}<span\; class="notranslate">\; =</span>{\mathrm{<span\; class="notranslate">\; k</span>}}_{\mathrm{<span\; class="notranslate">\; T</span>}}\frac{{\mathrm{<span\; class="notranslate">\; \&eta;</span>}}_{\mathrm{<span\; class="notranslate">\; T</span>}}}{{\mathrm{<span\; class="notranslate">\; \&eta;</span>}}_{\mathrm{<span\; class="notranslate">\; 20</span>}}}<span\; class="notranslate">\; -</span><span\; class="notranslate">\; -</span><span\; class="notranslate">\; -</span>\mathrm{<span\; class="notranslate">\; 2</span>}<span\; class="notranslate">\; -</span>\mathrm{<span\; class="notranslate">\; 2</span>}$

In the formula, k _T ——the permeability coefficient of the sample at water temperature T℃, cm/s; 12.7——the ratio of the cross-sectional area of the standard sample to the seepage diameter, the standard sample for the permeability test is φ101×63mm, and the cross-sectional area is 80cm ² , the seepage diameter is 6.3cm; L—actual sample length, cm; A—actual sample cross-sectional area, cm ² ; η _T ——dynamic viscosity coefficient of water at T°C, kpa·s(10 ^{- 6} ); η ₂₀ —— dynamic viscosity coefficient of water at 20°C, kpa·s(10 ^-6 ). For the relationship between the ratio η _T /η ₂₀ and temperature, check the SL237-014-1999 table.

Example: When the size of the test piece is φ79.8×100mm, L=10cm,

Example 3

In conjunction with Fig. 1, Fig. 2, Fig. 5, the process of measuring the air permeability coefficient of the soil body water-gas consolidation and permeation joint measuring instrument of the present invention is:

Step 1, install and fasten the sample according to Step 1 and Step 2 in Example 1, open the first hole plug 1-1, and plug the second channel, the third channel, and the second pipe interface 2-2 with the hole plug And the third pipe interface 2-3;

Step 2, open the B valve, connect the pressure measuring tube with the atmosphere, change the amount of mercury added, and make the position of the mercury column align with the zero position of the scale;

Step 3: Connect the air permeability coefficient measurement system III in Figure 1 with the collapsible consolidation permeameter I through a hose, and the fourth pipe connection 2-4 in the collapsible consolidation permeameter I is connected to the fourth pipe connection 2-4 in the air permeability coefficient measurement system III. Seven-pipe interface 2-7 connection;

Step 4: Make the mercury column piezometric tube 38 communicate with the collapsible consolidation osmometer Ⅰ, open valve A, and connect the miniature electric vacuum pump 43 to pump air, so that a certain negative pressure is formed inside the collapsible consolidation osmometer Ⅰ. When the mercury column in the column piezometric tube 38 rises to the red line position, the A valve is closed. At this time, the outside air penetrates through the internal gap of the soil sample 10. According to the rate of change of the mercury column height in the mercury column piezometric tube 38, the control system 40 Carry out automatic detection and data processing and display the air permeability coefficient.

The calculation principle of air permeability coefficient k _a is as follows:

${\mathrm{<span\; class="notranslate">\; k</span>}}_{\mathrm{<span\; class="notranslate">\; a</span>}}<span\; class="notranslate">\; =</span>\frac{\mathrm{<span\; class="notranslate">\; m</span>}\mathrm{<span\; class="notranslate">\; L</span>}}{\mathrm{<span\; class="notranslate">\; R</span>}\mathrm{<span\; class="notranslate">\; A</span>}\mathrm{<span\; class="notranslate">\; T</span>}}\mathrm{<span\; class="notranslate">\; l</span>}\mathrm{<span\; class="notranslate">\; no</span>}\frac{{\mathrm{<span\; class="notranslate">\; \&Delta;h</span>}}_{\mathrm{<span\; class="notranslate">\; 1</span>}}}{{\mathrm{<span\; class="notranslate">\; \&Delta;h</span>}}_{\mathrm{<span\; class="notranslate">\; 2</span>}}}<span\; class="notranslate">\; -</span><span\; class="notranslate">\; -</span><span\; class="notranslate">\; -</span>\mathrm{<span\; class="notranslate">\; 3</span>}<span\; class="notranslate">\; -</span>\mathrm{<span\; class="notranslate">\; 1</span>}$

In the formula, M—instrument constant, M ₀ for the state without air chamber, and M _v for the state with air chamber; L—permeation diameter, cm; R—density of mercury, 13.6g/cm ³ ; Area of the gas mask, A=30cm ² ; T——the time for the mercury column to drop from h ₁ to h ₂ , s;

Example 4

In conjunction with Fig. 1 and Fig. 2, the loess self-weight collapsibility test process of the present invention's combined soil water-gas consolidation and penetration tester is:

Step 1, the soil sample 10 should be loaded and fastened according to step 1 and step 2 in Example 1 under natural humidity;

Step 2, apply prestress to make the soil sample 10 contact with the upper and lower parts of the instrument, and adjust the zero position or initial value of the dial indicator 16 for measuring the deformation of the soil sample 10;

Step 3: Gradually increase the pressure to the overlying saturated self-weight pressure where the soil sample 10 is located. After the deformation is stable, immerse the sample in water to make the sample collapse and deform. Operate according to the regulations of the soil engineering test (SL237-016-1999) for 2 consecutive days. The deformation reading per hour is not more than 0.01mm, that is, until the deformation is stable;

Step 4, after the test is completed, drain the stagnant water, dismantle the instrument, take out the sample, measure the water content of the soil sample 10, and check the saturation of the soil sample 10 after soaking in water;

Step 5, calculate the self-weight collapsibility coefficient and draw the p～ _δZS relationship curve.

Calculate the self-weight collapsibility coefficient δ _ZS according to formula 4-1:

${\mathrm{<span\; class="notranslate">\; \&delta;</span>}}_{\mathrm{<span\; class="notranslate">\; Z</span>}\mathrm{<span\; class="notranslate">\; S</span>}}<span\; class="notranslate">\; =</span>\frac{{\mathrm{<span\; class="notranslate">\; h</span>}}_{\mathrm{<span\; class="notranslate">\; Z</span>}}<span\; class="notranslate">\; -</span>{\mathrm{<span\; class="notranslate">\; h</span>}}_{\mathrm{<span\; class="notranslate">\; Z</span>}}^{<span\; class="notranslate">\; \&prime;</span>}}{{\mathrm{<span\; class="notranslate">\; h</span>}}_{\mathrm{<span\; class="notranslate">\; 0</span>}}}<span\; class="notranslate">\; -</span><span\; class="notranslate">\; -</span><span\; class="notranslate">\; -</span>\mathrm{<span\; class="notranslate">\; 4</span>}<span\; class="notranslate">\; -</span>\mathrm{<span\; class="notranslate">\; 1</span>}$

In the formula, _h0 ——the initial height of the sample, mm; hz——the height of the sample after the deformation is stable under the saturated self-weight pressure, mm; height, mm.

Example 5

In conjunction with Fig. 1 and Fig. 2, the loess collapsibility test process of the present invention's combined soil water-gas consolidation and penetration tester is:

Step 1, operate according to step 1 and step 2 in embodiment 4;

Step 2: After applying the first level of pressure, operate according to the regulations of the geotechnical test (SL237-016-1999), and the deformation per hour for two consecutive times is not more than 0.01mm, which means that the deformation is stable. In this way, the second and subsequent levels of pressure are applied in sequence;

Step 3, determine the water immersion pressure according to the engineering requirements and soil deposition conditions. After the deformation is stabilized under different immersion pressures, keep the pressure constant. According to the engineering situation, use the top-down or bottom-up immersion method. Pure water is suitable for immersion, and measure the deformation amount to the deformation according to the above step 3. until stable;

Step 4: When measuring the dissolution deformation, after the collapsible deformation is stabilized under the water immersion pressure, continue to seep the water, start reading every 2, 4, and 8 hours, and then read 1 to 3 times a day until the deformation is stable. (Stability standard is no more than 0.01mm every 3 days);

Step 5, after the test is completed, drain the stagnant water, dismantle the instrument, take out the sample, measure the water content of the soil sample 10, and check the saturation of the soil sample 10 after soaking in water;

Step 6, calculating the collapsibility coefficient δ _S , the dissolution deformation coefficient δ _ωt , and the relationship curves of p ~ δ _S , p ~ δ _ωt .

Calculate the collapsibility coefficient δ _S according to formula 5-1:

${\mathrm{<span\; class="notranslate">\; \&delta;</span>}}_{\mathrm{<span\; class="notranslate">\; S</span>}}<span\; class="notranslate">\; =</span>\frac{{\mathrm{<span\; class="notranslate">\; h</span>}}_{\mathrm{<span\; class="notranslate">\; 1</span>}}<span\; class="notranslate">\; -</span>{\mathrm{<span\; class="notranslate">\; h</span>}}_{\mathrm{<span\; class="notranslate">\; 2</span>}}}{{\mathrm{<span\; class="notranslate">\; h</span>}}_{\mathrm{<span\; class="notranslate">\; 0</span>}}}<span\; class="notranslate">\; -</span><span\; class="notranslate">\; -</span><span\; class="notranslate">\; -</span>\mathrm{<span\; class="notranslate">\; 5</span>}<span\; class="notranslate">\; -</span>\mathrm{<span\; class="notranslate">\; 1</span>}$

In the formula, h ₀ ——the initial height of the sample, mm; h ₁ ——under a certain level of pressure, the height of the sample after the deformation is stable, mm; h ₂ ——under a certain level of pressure, the deformation of the sample after water immersion Stabilized height, mm;

Calculate the dissolution deformation coefficient δ _ωt according to formula 5-2:

${\mathrm{<span\; class="notranslate">\; \&delta;</span>}}_{\mathrm{<span\; class="notranslate">\; \&omega;</span>}\mathrm{<span\; class="notranslate">\; t</span>}}<span\; class="notranslate">\; =</span>\frac{{\mathrm{<span\; class="notranslate">\; h</span>}}_{\mathrm{<span\; class="notranslate">\; 2</span>}}<span\; class="notranslate">\; -</span>{\mathrm{<span\; class="notranslate">\; h</span>}}_{\mathrm{<span\; class="notranslate">\; 3</span>}}}{{\mathrm{<span\; class="notranslate">\; h</span>}}_{\mathrm{<span\; class="notranslate">\; 0</span>}}}<span\; class="notranslate">\; -</span><span\; class="notranslate">\; -</span><span\; class="notranslate">\; -</span>\mathrm{<span\; class="notranslate">\; 5</span>}<span\; class="notranslate">\; -</span>\mathrm{<span\; class="notranslate">\; 2</span>}$

In the formula, h ₃ ——under a certain level of pressure, the height of the sample after the dissolution deformation is stabilized, mm.

Example 6

In conjunction with Fig. 1, Fig. 2, Fig. 4, its permeability coefficient process after loess collapsing is:

Step 1, carry out loess collapsibility test according to steps 1, 2, 3 and 4 in Example 5;

Step 2, according to the operation of Example 2, the permeability coefficient of the sample after the loess subsidence is measured.

See Example 2 for the principle of calculating the permeability coefficient.

Example 7

In conjunction with Fig. 1, Fig. 2, Fig. 5, the air permeability coefficient process of the loess collapsing joint measuring instrument for soil water-gas consolidation and permeability of the present invention is:

Step 1, carry out loess collapsibility test according to steps 1, 2, 3 and 4 in Example 5;

Step 2, according to the operation of Example 3, measure the air permeability coefficient of the sample after the loess collapses.

See Example 3 for the principle of calculating the permeability coefficient.

The above descriptions are only preferred embodiments of the present invention, and do not limit the present invention in any way. All simple modifications, changes and equivalent structural changes made to the above embodiments according to the technical essence of the present invention still belong to the technical solution of the present invention. within the scope of protection.

Claims (9)

1. A soil water-air collapsing consolidation penetration tester, comprising a collapsing consolidation penetrometer (I), and said collapsing consolidation penetrating instrument comprising a base (8) and a ring cutter (7), The base (8) is provided with a stepped groove, the ring cutter (7) is installed in the groove, and the ring cutter (7) is filled with soil samples (10), characterized in that the The ring knife (7) is covered with a cylindrical infiltration mold (6), and the side wall of the infiltration mold (6) is provided with a second pipe interface (2-2) communicating with the inside of the ring knife (7); The top of the soil sample (10) is provided with a pressurization control system, the pressurization control system includes a piston (12) arranged above the soil sample (10), and a pressure gauge (17) is installed on the described pressurization control system. And a dial indicator (16) for measuring the displacement of the piston (12); the third pipe connection (2-3) and the fourth pipe connection connected to the bottom of the groove are arranged symmetrically on the side wall of the base (8) (2-4); the measuring instrument also includes a water permeability coefficient measurement system (II) and an air permeability coefficient measurement system (Ⅲ), and the described water permeability coefficient measurement system (II) passes through the second pipe interface (2-2 ) and the third pipe interface (2-3) are connected with the collapsible consolidation permeameter (I), and the air permeability coefficient measuring system (Ⅲ) is connected with the collapsible consolidation infiltration instrument through the fourth pipe interface (2-4) Instrument (I) connection. 2. the soil water-air dampness subsidence consolidation and infiltration combined measuring instrument as claimed in claim 1, is characterized in that, a cylindrical sample is arranged between the described ring cutter (7) and the infiltration mold (6) Sleeve (5), the inner diameter of the sample sleeve (5) matches the outer diameter of the ring knife (7); the bottom and top of the soil sample (10) are respectively provided with lower permeable stones (9 ) and an upper permeable stone (11), wherein the upper permeable stone is located between the soil sample (10) and the piston (12), and the lower permeable stone (9) is located between the groove and the soil sample (10). 3. the described soil water-air collapsing consolidation-infiltration combined measuring instrument as claimed in claim 1, is characterized in that, described pressurization control system comprises cylinder (13), and described base is provided with The column and the cylinder are detachably installed on the top of the ring cutter (7) through the flange (3), and the inner diameter of the cylinder (13) is the same as that of the ring cutter (7); The piston is assembled in the cylinder (13), and the piston (12) is connected with a piston rod that penetrates the top of the cylinder (13). An air channel is arranged inside the piston rod, and a channel communicating with the air channel is provided on the outer wall of the piston rod. The first channel is equipped with the first hole plug (1-1); the measuring end of the dial gauge (16) is in contact with the top of the piston rod; The second channel connected internally, the second channel is equipped with a second hole plug (1-2), the side wall of the cylinder (13) is symmetrically provided with the first pipe interface (2-1) and the third channel, the third channel The upper assembly is equipped with a third hole plug (1-3); The pressurization control system also includes a decompression valve (19), one end of the decompression valve (19) is connected with the gas source (21) through the first cut-off valve (20-1), and the other end of the decompression valve (19) One end is respectively connected to the pressure gauge (17) and the first pipe connection (2-1) through a three-way pipe connection (18); between the first pipe connection (2-1) and the three-way connection (18) A second shut-off valve (20-2) is arranged between them. 4. the described soil water-air dampness subsidence consolidation-infiltration joint measuring instrument as claimed in claim 1, is characterized in that, described seepage coefficient measuring system (II) comprises valve group I (33) and respectively and The hydraulic pressure system, vacuum system, and water filling system connected to the valve group I (33); The hydraulic pressure measurement system includes a controller (32), a cylindrical pressure measurement tube (29), and a float (28) is arranged inside the pressure measurement tube (29), and the outer casing of the pressure measurement tube (29) There is a photoelectric sensor group (30); the photoelectric sensor group (30) includes a fixed sleeve (27), and a plurality of photoelectric sensors for detecting the position of the float (28) are distributed axially on the fixed sleeve (27). Described photoelectric sensor is all connected with controller (32), is also provided with display screen (31) on controller (32); Described vacuum system comprises a stock bottle (25) that has stopper, and the inside of stock bottle (25) is connected with a vacuum device (26) through pipeline through stopper; The water filling system includes a water tank (24), the water supply pump (23) is arranged in the water tank (24), a pipe connection is provided on the side wall of the water tank (24), and the water tank (24) is connected to the There is an overflow device (22), and the position of the overflow device (22) is higher than that of the water tank; The pressure measuring tube (29) in the hydraulic measuring system is connected with the water tank (24) in the water filling system. 5. The soil water-air moisture subsidence consolidation and infiltration joint measuring instrument as claimed in claim 4, is characterized in that, described valve group I (33) comprises E valve, F valve, G valve, H valve, The I valve and the J valve, wherein the two ends of the I valve are respectively connected with one end of the E valve and the G valve, the other end of the E valve is connected with the bottom of the pressure measuring tube (29) in the pressure measurement control system, and the other end of the G valve is passed through the pipeline It communicates with the reserve bottle (25) in the vacuum system, the two ends of the J valve are respectively connected with one end of the H valve and the F valve, the other end of the H valve is connected with the water supply pump (23) in the water filling system, and the other end of the F valve is One end is connected to the overflow device (22) of the water filling system, the end connecting the I valve and the E valve is also connected to the fifth pipe interface (2-5), and the end connecting the J valve to the F valve is also connected to the sixth pipe interface (2-6), the fifth pipe connection (2-5) is connected to the fourth pipe connection (2-4), the sixth pipe connection (2-6) is connected to the first The three pipe interfaces (2-3) are connected. 6. The combined soil water-air subsidence consolidation and permeability measuring instrument as claimed in claim 1, is characterized in that, the air permeability coefficient measuring system (II) comprises a control system, valve group II (44), measuring Air pressure system, vacuum pump (43) and air chamber (42); wherein valve group II (44) is respectively connected with vacuum pump (43), air chamber (42), and air pressure measuring system; The pressure measuring system includes a mercury column pressure measuring tube (38), and the mercury column pressure measuring tube (38) is a U-shaped structure, and one end of the mercury column pressure measuring tube (38) is provided with a mercury column inlet (36) , the outer casing of the mercury piezometer (38) is equipped with a plurality of infrared photoelectric combination modules (41) distributed axially along the mercury column piezometer (38), and each infrared photoelectric combination module (41) is all connected with the described The control system (40) is connected, and the control system (40) is connected with a storage battery power supply (39); the described pressure measurement system also includes a buffer chamber, and the described buffer chamber includes a rectangular casing (34), and the casing (34) A buffer cavity (35) with a U-shaped mouth facing downward is arranged inside, one end of the buffer cavity (35) is connected to the end of the mercury pressure measuring tube (38), and the other end of the buffer cavity (35) is located in the box body (34) Among them, a through hole is provided on the side wall of the box (34), and the end of the through hole located on the outer wall of the box is equipped with a fourth hole plug (1-4); A scale (37) is arranged on the side of the mercury column piezometer (38), and the scale (37) is located under the buffer chamber, and the scale (37) is parallel to the mercury column piezometer (38). 7. The soil water-air dampness subsidence consolidation and infiltration joint measuring instrument as claimed in claim 6, is characterized in that, described valve group II (44) is made up of three interface valves, is respectively A valve, B valve , C valve; wherein one end of the C valve is connected with the seventh pipe interface (2-7), and the other end of the C valve is respectively connected with the buffer chamber (35) in the A valve, the B valve and the buffer chamber; the A valve is connected with the vacuum pump ( 43) is connected, and the B valve is connected with the described air chamber (42). 8. The soil water-air dampness subsidence consolidation and infiltration joint measuring instrument as claimed in claim 1, characterized in that, the inner wall of the ring knife (7) is coated with a thin layer of vaseline. 9. the soil water-gas wet-collapse consolidation-infiltration joint tester as claimed in claim 5 is characterized in that, fixed post (14) is installed on the described cylinder, and watch clip (14) is provided with on the fixed post (14) 15), described dial indicator (16) is installed on the table holder (15).