CN205484324U - Concrete joint experimental apparatus of infiltration - Google Patents

Abstract

The utility model relates to a combined consolidation and penetration experiment device, comprising: a base, a pressure chamber, a pressurizing component, a penetration component and a numerical value acquisition system. The pressure chamber is fixed on the base; the top of the pressure chamber is slidably provided with a pressurized upper cover; the pressurized component is connected with the pressurized upper cover, and can apply a set pressure to the pressurized upper cover. The permeation component includes: overflow pipe, regulating pipe and multiple pressure measuring pipes; the upper end of the pressure chamber is provided with an overflow port, and the overflow pipe is connected to the overflow port; the regulating pipe is connected to the drain port; the pressure chamber is provided with multiple pressure measuring holes along the vertical direction, A plurality of pressure measuring tubes are respectively connected with a plurality of pressure measuring holes. The numerical acquisition system includes: a pressure transmitter, a displacement sensor and a control unit; the control unit is connected with the pressure transmitter and the displacement sensor to receive pressure information and displacement information. The consolidation-infiltration joint experiment device can carry out joint consolidation-infiltration tests of coarse-grained soils under different consolidation degrees, and accurately simulate the real stress state of large-grained soils with different buried depths in a laboratory.

Description

A combined consolidation and penetration experiment device

technical field

The utility model relates to the technical field of geotechnical engineering, in particular to a combination experiment device for consolidation and penetration.

Background technique

With the development of the national economy and the construction of the Maritime Silk Road in full swing, the traditional consolidation and penetration geotechnical test equipment is far from being able to provide effective technical parameters for coastal projects, island projects and water conservancy projects. The results of the conventional consolidation test can meet the general requirements, but the traditional consolidation tester cannot evaluate the permeability of the sample. Conventional permeability test is done under the condition of no axial loading, which is only applicable to surface soil samples. It is used to simulate deep soil (sand) samples for testing, and the measured permeability coefficient does not match the actual one. Under the action of stress, the pores between the soil and the soil are small, and the seepage channel is small, so the permeability coefficient of the seepage layer soil is small.

A large number of studies by domestic and foreign scholars have shown that the size effect of the particles can be well eliminated when the inner diameter of the cylinder in the test is greater than 10 times the maximum particle diameter of the sample. These cannot meet the requirements of rockfill dams, coastal slope protection projects and islands involving coarse-grained soil, calcareous sand, and coral sand. Due to the large size of the sample and the large axial pressure required, it is difficult to apply the corresponding pressure to the existing pressurized structure.

When the consolidation-infiltration combined instrument in the prior art tests large-grained soil (sand), there will be large size effects and large errors, and it cannot accurately simulate the real stress of large-grained soil (sand) with different buried depths state.

Utility model content

A combination of consolidation and penetration experiments provided by this application solves or partially solves the large size effect and large error when the consolidation and penetration combined instrument in the prior art is used to test large-grained soils. The technical problem that it is impossible to accurately simulate the real stress state of large-grained soils at different depths enables not only conventional consolidation tests, conventional penetration tests, and fine-grained consolidation-permeability joint tests, but also coarse-grained soils with different degrees of consolidation. Soil consolidation and penetration joint test, the technical effect of accurately simulating the real stress state of large-grained soil with different buried depths in the laboratory.

The application provides a combination of consolidation and penetration experiments, including:

The base is provided with a drainage port and a plurality of first grooves, and the plurality of first grooves are connected to the drainage port;

The pressure chamber is fixed on the base; the inside of the pressure chamber is a cavity, and the top is slidably provided with a pressurized upper cover; the pressurized upper cover is provided with a water inlet and a plurality of second grooves, and the plurality of The second groove communicates with the water inlet;

A pressurizing component, connected to the pressurizing upper cover, capable of applying a set pressure to the pressurizing upper cover;

A permeation component, the permeation component includes: an overflow pipe, a regulating pipe and a plurality of pressure measuring pipes; the upper end of the pressure chamber is provided with an overflow port, and the overflow pipe is connected to the overflow port; the regulating pipe is connected to the drain port ; The pressure chamber is provided with a plurality of pressure measurement holes along the vertical direction, and the plurality of pressure measurement tubes are respectively connected to the plurality of pressure measurement holes;

A numerical acquisition system, the numerical acquisition system includes: a pressure transmitter, a displacement sensor and a control unit; the pressure transmitter is used to detect the pressure exerted by the pressurized upper cover on the soil sample; the displacement sensor is used to detect The displacement distance of the pressurized upper cover; the control unit is connected with the pressure transmitter and the displacement sensor;

Wherein, when performing the consolidation penetration test, the soil sample is filled in the cavity.

Preferably, the pressure chamber is a cylinder with a hollow structure;

The pressurizing upper cover is a circular plate structure, a first annular groove is opened on the circumference of the pressurizing upper cover, and a first sealing ring is arranged in the first annular groove;

The cylinder and the base are fixedly connected by bolts; the base is provided with a second annular groove corresponding to the position of the cylinder, and a second sealing ring is arranged in the second annular groove;

Wherein, the first sealing ring and the second sealing ring seal the cavity inside the pressure chamber.

Preferably, the water inlet is located at the center of the circular plate;

The plurality of second grooves include: a plurality of annular grooves with a common center and a plurality of radially arranged strip-shaped grooves; the annular grooves communicate with the water inlet through the strip-shaped grooves;

The drain port is located at the center of the second annular groove;

The plurality of first grooves include: a plurality of annular grooves with a common center and a plurality of radially arranged strip-shaped grooves; the annular grooves are communicated with the drainage port through the strip-shaped grooves.

Preferably, the pressurized assembly includes:

A first-level lever, one end of which is fixed on the ground through the first column;

The secondary lever is fixed on the ground through the second column; the secondary lever is connected to the other end of the primary lever through a hinged rod;

A screw connection joint, the top of which is connected to the first-level lever, and the connection point is close to the first column; the bottom of the screw connection joint is threadedly connected to the pressurized upper cover, and the screw connection joint is twisted to make the The pressurized upper cover slides relative to the pressure chamber;

The pressurized tray is suspended at one end of the secondary lever;

The counterweight tray is suspended at the other end of the secondary lever;

Wherein, the connection point between the secondary lever and the second column is located between the pressurized tray and the counterweight tray, close to the counterweight tray; the connection point between the hinged rod and the secondary lever is located at Between the second column and the pressure tray, it is close to the second column.

As preferably, the combined experimental device also includes:

Two metal orifice plates are respectively arranged between the soil sample and the base and between the pressurized upper cover and the soil sample;

a filter screen, arranged between the soil sample and the base, above the metal orifice plate;

Wherein, the aperture of the metal orifice plate is larger than the aperture of the filter screen.

As preferably, the combined experimental device includes 3 piezometric tubes;

The pressure chamber is provided with 3 pressure measuring holes along the vertical direction, and the 3 pressure measuring holes are vertically and equidistantly arranged; the 3 pressure measuring tubes are respectively connected to the 3 pressure measuring holes.

As preferably, the combined experimental device also includes:

a water supply bottle fixed above the pressure chamber;

Water supply pipe, one end is connected with described water supply bottle, to provide experimental water;

The water stop clip is arranged on the water supply pipe.

As preferably, the combined experimental device also includes:

A temperature test component is arranged on the pressurized upper cover;

A measuring cylinder, arranged on the base, to measure the amount of seepage water passing through the soil sample;

Preferably, an iron sheet is arranged at the top center of the pressurized upper cover, and the displacement sensor is fixed on the iron sheet;

The control unit includes: a dynamic testing system and a computer; the dynamic testing system is connected with the pressure transmitter, the displacement sensor and the computer.

As preferably, the combined experimental device also includes:

A sliding bracket, the sliding bracket includes a support rod and a horizontal rod; the support rod is fixed on the base; the horizontal rod is slidably connected to the support rod;

The adjusting pipe is suspended on the horizontal bar;

Wherein, the vertical height of the adjusting pipe is changed by sliding the horizontal rod.

One or more technical solutions provided in this application have at least the following technical effects or advantages:

Due to the use of the combined experimental device of the base, pressure chamber, pressurized component, permeable component and numerical acquisition system that ensures the unimpeded penetration rate, the stress loading and permeation coupling test can be reasonably carried out, and the deep-buried large particles can be tested in the laboratory. The accurate simulation test of the soil provides technical guarantee and support for the in-depth study of the coupling effect of penetration and consolidation of the deep-buried large-grained soil, and will effectively promote the in-depth development of this research. In this way, it is effectively solved that when the consolidation-infiltration combined instrument in the prior art tests large-grained soils, there will be a large size effect and a large error, and it is impossible to accurately simulate the real stress state of large-grained soils with different buried depths. In order to solve the technical problems, not only the conventional consolidation test, conventional penetration test, and fine-grained consolidation-infiltration joint test can be carried out, but also the coarse-grained soil consolidation-infiltration joint test under different consolidation degrees can be carried out, and different soils can be accurately simulated in the laboratory. The technical effect of the true stress state of large-grained soil buried deep.

Description of drawings

Fig. 1 is the structural representation of the consolidated infiltration combined experimental device provided by the embodiment of the present invention;

Fig. 2 is a structural diagram of the pressurized assembly in Fig. 1;

Fig. 3 is a structural diagram of the pressurized upper cover in Fig. 1;

Fig. 4 is a sectional view of the pressurized upper cover in Fig. 1;

Fig. 5 is a structural diagram of the base in Fig. 1;

Fig. 6 is a sectional view of the base in Fig. 1;

Fig. 7 is a structural diagram of the filter screen in Fig. 1 .

(The components represented by each label in the diagram are: 1. Base, 2. Filter screen, 3. Metal orifice plate, 4. Pressure chamber, 5. Pressure measuring tube, 6. Support rod, 7. Regulating tube, 8. Pressure upper cover, 9. Displacement sensor , 10 temperature test parts, 11 water stop clamp, 12 water supply pipe, 13 water supply bottle, 14 measuring cup, 15 overflow port, 16 soil sample, 17 sealing ring, 18 bolt, 19 secondary lever, 20 screw connection joint, 21 pressure tray, 22 overflow pipe, 23 horizontal bar, 24 pressure transmitter, 25 dynamic test system, 26 computer, 27 counterweight tray, 28 water inlet, 29 drain)

detailed description

A combination of consolidation and penetration experiments provided by the embodiment of the present application solves or partially solves the large size effect and large Due to the technical problem of being unable to accurately simulate the real stress state of large-grained soils with different buried depths, the joint experimental device consisting of base, pressure chamber, pressurized components, permeable components and numerical acquisition system has realized not only conventional solidification Consolidation test, conventional penetration test, fine-grain consolidation-permeability joint test, and the joint penetration test of coarse-grained soil under different consolidation degrees can be performed to accurately simulate the real stress state of large-grained soil at different depths in the laboratory. Effect.

Referring to Fig. 1 , the embodiment of the present application provides a combined consolidation-permeation experimental device, including: a base 1, a pressure chamber 4, a pressurizing component, a permeating component and a numerical value acquisition system.

The pressure chamber 4 is fixed on the base 1; the base 1 is provided with a drainage outlet 29 and a plurality of first grooves, and the plurality of first grooves are connected to the drainage outlet 29; the interior of the pressure chamber 4 is a cavity, and when the consolidation penetration test , fill the soil sample 16 in the cavity. The top of the pressure chamber 4 is slidingly provided with a pressurized upper cover 8; the pressurized upper cover 8 is provided with a water inlet 28 and a plurality of second grooves, and the plurality of second grooves are connected to the water inlet 28; The groove not only forms a plurality of channels, but also ensures that the density of the soil sample 16 can be accurately calculated in order to ensure that the water penetrates into the base 1 without increasing the penetration length.

The pressurizing assembly is connected with the pressurizing upper cover 8, and can apply a set pressure to the pressurizing upper cover 8.

The permeation component includes: overflow pipe 22, regulating pipe 7 and multiple pressure measuring pipes 5; the upper end of the pressure chamber 4 is provided with an overflow port 15, and the overflow pipe 22 is connected to the overflow port 15; the regulating pipe 7 is connected to the drain port 29; A plurality of pressure measuring holes are arranged in the vertical direction, and a plurality of pressure measuring tubes 5 are respectively connected to the plurality of pressure measuring holes.

The numerical acquisition system includes: a pressure transmitter 24, a displacement sensor 9 and a control unit; the pressure transmitter 24 is arranged between the pressurized upper cover 8 and the metal orifice plate 3, and is used to detect the pressurized upper cover 8 to the soil sample 16 The applied pressure generates pressure information; the displacement sensor 9 is used to detect the displacement distance of the pressurized upper cover 8 to generate displacement information; the control unit is connected with the pressure transmitter 24 and the displacement sensor 9 to receive pressure information and displacement information.

The combined experimental device can not only conduct conventional consolidation tests, conventional penetration tests, and fine-grained consolidation-permeability joint tests, but also conduct joint consolidation-permeability tests of large-grained soils under different consolidation degrees, and can conduct side-by-side tests on the same soil sample16. Compression test, creep test under limited conditions, and consolidation test at simulated low tide. The device is simple in structure, clear in principle, easy to operate, high in precision and good in stability, and has low requirements for installation and testing personnel.

Further, referring to accompanying drawing 1, the pressure chamber 4 is a cylinder with a hollow structure; the pressure upper cover 8 is a circular plate structure, and the circumference of the pressure upper cover 8 is provided with a first annular groove, and the first annular groove is provided with a The first sealing ring; the cylinder and the base 1 are fixedly connected by bolts 18; the position of the base 1 corresponding to the cylinder is provided with a second annular groove, and a second sealing ring is arranged in the second annular groove; wherein, the first sealing ring and the second sealing ring The second sealing ring seals the cavity inside the pressure chamber 4 .

Further, referring to accompanying drawings 3 and 4, the water inlet 28 is located at the center of the circular plate; the plurality of second grooves include: a plurality of concentric annular grooves and a plurality of radially arranged bar-shaped grooves; The groove communicates with the water inlet through the strip groove. Referring to accompanying drawings 5 and 6, the drain outlet 29 is located at the center of the second annular groove; the plurality of first grooves include: a plurality of concentric annular grooves and a plurality of radially arranged bar-shaped grooves; the annular grooves It communicates with the drain port 29 through a bar-shaped groove.

Further, referring to FIG. 2 , the pressurizing assembly includes: a primary lever, a secondary lever 19 , a screw connection joint 20 , a pressurizing tray 21 and a counterweight tray 27 . One end of the primary lever is fixed on the ground by the first column; the secondary lever 19 is fixed on the ground by the second column; the secondary lever 19 is connected to the other end of the primary lever by a hinged rod; the top of the screw connection joint 20 is connected to a level lever, the connection point is close to the first column; the bottom of the screw connection joint 20 is threadedly connected with the pressurization upper cover 8, and the pressurization upper cover 8 slides relative to the pressure chamber 4 by twisting the screw connection joint 20; the pressurization tray 21 It is hoisted at one end of the secondary lever 19; the counterweight tray 27 is hoisted at the other end of the secondary lever 19; the pressurized upper cover 8 and the screw connection joint 20 are threaded, and the connection height can be adjusted to adjust the pressure in the pressurized assembly. The primary lever and the secondary lever 19 are parallel.

Wherein, the connection point between the secondary lever 19 and the second column is located between the pressure tray 21 and the counterweight tray 27, close to the counterweight tray 27; the connection point between the hinged rod and the secondary lever 19 is located between the second column and the pressure tray 21, near the second column. The counterweight tray 27 is used to place counterweight weights to balance the friction of the primary lever, the secondary lever 19, the pressurizing tray 21 and the pressurizing assembly, and improve pressurization accuracy. The pressurizing component is a 30-fold secondary lever structure, which greatly saves space, and can produce high multiple leverage, which can provide a maximum pressure of 7200kg, and the pressurizing component is simple and easy to operate.

Further, referring to accompanying drawings 1 and 7, the combined experimental device also includes: two metal orifice plates 3 and a filter screen 2. Two metal orifice plates 3 are respectively arranged between the soil sample 16 and the base 1 and between the pressurized upper cover 8 and the soil sample 16; Above, refer to accompanying drawing 7 for the structure; wherein, the aperture of the metal orifice plate 3 is larger than the aperture of the filter screen 2 .

Due to the high pressure applied and the large size of the soil sample 16, stress concentration is more likely to occur, and the principle of economy and convenience is considered, so the permeable stone cannot be used, so it is considered to design a metal orifice plate 3 to replace the permeable stone. The metal orifice 3 prevents the soil sample 16 from filling the drainage channel of the metal base, hindering the infiltration speed. At the same time, the arrangement of the metal orifice plate 3 effectively simplifies the test personnel to determine the height of the sample and the height of water penetration during the test. Effectively reduce test errors and ensure test accuracy. Because the center of the cylinder base 1 is provided with large openings and many passages, the filter screen 2 is designed to ensure that the rigidity meets the requirements.

Further, referring to accompanying drawing 1, the combined experimental device includes 3 pressure measuring tubes 5; the pressure chamber 4 is provided with 3 pressure measuring holes along the vertical direction, and the 3 pressure measuring holes are vertically and equidistantly arranged; The tubes 5 are respectively connected to three pressure measuring holes.

Further, referring to FIG. 1 , the combined experimental device also includes: a water supply bottle 13 , a water supply pipe 12 and a water stop clamp 11 . The water supply bottle 13 is fixed above the pressure chamber 4 ; one end of the water supply pipe 12 is connected to the water supply bottle 13 to provide experimental water; the water stop clamp 11 is arranged on the water supply pipe 12 .

Further, the combined experimental device also includes: a temperature testing component 10 and a measuring cylinder 14 . The temperature testing part 10 is arranged on the pressure upper cover 8, preferably, a thermometer is used. A measuring cylinder 14 is arranged on the base 1 to measure the amount of seepage water passing through the soil sample 16 .

Further, the top center of the pressurized upper cover 8 is provided with an iron sheet, and the displacement sensor 9 is fixed on the iron sheet; there is an iron sheet on the pressurized upper cover 8, which is used to place the displacement sensor 9, and the test consolidation height is calculated, because The iron sheet is connected with the center of the pressurized loam cake 8, so the data detected by the displacement sensor 9 is more accurate. The control unit includes: a dynamic test system 25 and a computer 26; the dynamic test system 25 is connected with the pressure transmitter 24, the displacement sensor 9 and the computer 26.

Further, the combined experimental device also includes: a sliding bracket, the sliding bracket includes a support rod 6 and a horizontal rod 23; the support rod 6 is fixed on the base 1; the horizontal rod 23 is slidably connected to the support rod 6; On the bar 23; Wherein, by sliding the horizontal bar 23, to change the vertical height of the regulating pipe 7.

The following is a detailed description of the structure and operating characteristics of the consolidated-infiltration joint experimental device provided by this application through the working principle and experimental steps:

Working principle: This device belongs to the constant water head infiltration system, according to Darcy's law v=ki when the infiltration water flow in the soil is in a laminar flow state, when the instrument is working, the soil sample 16 is subjected to axial stress, and at the same time, it is guaranteed to have a certain water head difference The water flows through, and the amount of infiltration through the soil sample 16 is recorded for a certain period of time. This consolidation system is based on Terzaghi's uniaxial consolidation theory. Due to the action of external load, water and air are extruded from the pores, and the skeleton particles of the soil are squeezed tightly, resulting in compression deformation of the soil body. While recording the amount of infiltration, the numerical acquisition system collects the amount of compression deformation. When assembling the instrument, prevent water leakage and air leakage by the sealing ring, and reduce the friction between the pressurized upper cover 8 and the inner wall of the metal cylinder by smearing butter or vaseline etc. (lubricant) on the metal cylinder. The metal orifice plate 3 is used to ensure that the percolation channel is unimpeded, and the density of the sample can be effectively controlled.

Apply an axial load to the soil sample through the pressurization assembly, carry out the saturated large-grain soil consolidation test, collect the axial force and sample settlement through the dynamic test system 25; after the pressurization assembly applies the axial load to the soil sample 16, the Under different consolidation degrees, the water supply bottle 13 is used to provide a stable water head difference, and then the seepage volume at the height of each soil sample 16 is measured and recorded by the measuring cylinder 14 to complete the combined consolidation and penetration test.

The soil sample 16 with a diameter of 300 mm, a height of 300 mm, and a maximum particle size of 30 mm will be subjected to a joint consolidation-infiltration experiment. The experimental steps include:

S1. Connect the pressurized upper cover 8 with the screw connection joint 20 on the pressurized assembly. Fix the base 1 and the pressure chamber 4, and check whether there is any water leakage at the joints of the pipelines and the connection between the base 1 and the cylinder. Put the metal orifice plate 3, the filter screen 2 and the geotextile into the base 1 in turn. Install the pressure measuring tube 5.

S2. Connect the regulating pipe 7 and the water supply pipe 12, and after the gas in the pipeline of the base 1 and the metal orifice plate 3 is discharged, close the water clamp 11.

S3. Apply butter or Vaseline to the inner wall of the pressure chamber 4 with a height of 250 mm or more, which can reduce the friction between the sealing ring 17 of the pressurized upper cover 8 and the inner wall of the cylinder.

S4. Take representative sandy soil as soil sample 16, and measure its moisture content. Divide soil sample 16 into 10-15 layers and put it into a cylinder, and compact it to a specific height with a compactor to control the void ratio.

S5. After the compaction of each layer of sample is completed, open the water stop clamp 11 on the water supply pipe 12, and close the water stop clamp 11 when the water surface height rises to the level of the soil sample 16. After the soil sample 16 is loaded layer by layer according to the above steps, the geotextile and the metal orifice plate 3 are placed in sequence. Measure the height from the metal orifice plate 3 to the top of the cylinder, and calculate the height of the soil sample 16.

S6, adjust pressurized loam cake 8, make it just in contact with metal orifice plate 3, and add counterweight on counterweight tray 27, adjust secondary lever 19 parallel with level ruler. The pressurized upper cover 8 is in full contact with the metal orifice plate 3, and the metal orifice plate 3 is in full contact with the soil sample 16.

S7, the displacement sensor 9 is installed. Slightly open the water stop clamp 11 until water overflows from the overflow port 15.

S8. Check whether the water level of each piezometric tube is consistent with the water level of the overflow port 15. When the water level of the piezometric tube 5 is different from the water level of the overflow port 15, it is because the instrument may collect or leak air. Use a water-absorbing ball to adjust the water level of the piezometric tube 5 , until it is flush with the overflow port 15 water levels.

S9. Raise the regulating pipe 7 above the water level of the overflow port 15, then separate the regulating pipe 7 and the water supply pipe 12, open the water stop clamp 11, put the water supply pipe 12 into the cylinder, inject water into the cylinder, and load as required Add weights to the stress, add weights to the counterweight tray 27, make the first-level lever and the second-level lever 19 parallel, and start to collect the data of the displacement sensor 9 and the pressure transmitter 24. It is advisable to use the following time sequence to record after each level of pressure is applied. The time is 6s, 15s, 1min, 2min15s, 4min, 6min15s, 9min, 12min15s, 16min, 20min15s, 5min, 30min15s, 36min, 42min15s, 49min, 64min, 100min, 200min, 400min, 23h, 24h until it stabilizes.

S10. Lower the adjusting tube to the upper 1/3 of the soil sample 16 to form a water level difference so that water penetrates into the soil sample 16 and flows out through the adjusting tube 7 . Adjust the water-stop clip 11 so that the amount of water entering the cylinder is slightly greater than the water discharged from the overflow port 15 to keep the water level in the cylinder stable. When the water level of the piezometric tubes 5 is stable, record the water level of the piezometric tubes 5, and calculate the water level difference between the piezometric tubes 5. The prescribed time records the amount of seepage water, and measures the water temperature of the water inlet 28 to get the average value.

S11. Lower the adjusting pipe 7 to the middle and lower 1/3 of the soil sample 16, repeat step 10, and measure the seepage water volume and water temperature.

One or more technical solutions provided in this application have at least the following technical effects or advantages:

Due to the joint experimental device of the base 1, the pressure chamber 4, the pressurized component, the permeated component and the numerical acquisition system that ensure that the penetration rate is not hindered, the stress loading and permeation coupling test can be reasonably carried out to ensure accurate measurement of stress loading, effective Under the conditions of confinement and axial drainage, the relationship between deformation (void ratio) and stress, the relationship between deformation and time, and the relationship between stress, permeability coefficient, and time, and then accurately calculate the unit settlement and compression of large-grained soil. coefficient, compression index, permeability coefficient and other indicators to ensure that the test can more truly reflect the actual engineering, such as the drainage and settlement of subgrades and foundations before and after the rainy season, and the drainage of offshore engineering and island engineering foundations during tides. In this way, it is effectively solved that when the consolidation-infiltration combined instrument in the prior art tests large-grained soils, there will be a large size effect and a large error, and it is impossible to accurately simulate the real stress state of large-grained soils with different buried depths. In order to solve the technical problems, not only the conventional consolidation test, conventional penetration test, and fine-grained consolidation-infiltration joint test can be carried out, but also the coarse-grained soil consolidation-infiltration joint test under different consolidation degrees can be carried out, and different soils can be accurately simulated in the laboratory. The technical effect of the true stress state of large-grained soil buried deep.

The specific embodiments described above further describe the purpose, technical solutions and beneficial effects of the present utility model in detail. For the utility model, any modification, equivalent replacement, improvement, etc. made within the spirit and principles of the utility model shall be included in the protection scope of the utility model.

Claims (10)

1. a consolidation infiltration Collaborative experiment device, it is characterised in that described Collaborative experiment device includes:

Base, offers discharge outlet and a plurality of first groove, and described a plurality of first groove connects described row The mouth of a river；

Pressure chamber, is fixed on described base；Described pressure chamber is internal is cavity, and top slide is arranged There is pressurization upper cover；Described pressurization upper cover offers water inlet and a plurality of second groove, and described a plurality of second Groove connects described water inlet；

Pressure-applying unit, is connected with described pressurization upper cover, can apply to set pressure to described pressurization upper cover；

Filtration module, described filtration module includes: overflow pipe, regulation pipe and many pressure-measuring pipes；Described Pressure chamber upper end is provided with gap, and described overflow pipe connects described gap；Described regulation pipe connects Described discharge outlet；Described pressure chamber is vertically provided with multiple pressure tap, described many pressure-measuring pipes Connect the plurality of pressure tap respectively；

Numerical value acquisition system, described numerical value acquisition system includes: pressure transmitter, displacement transducer and Control unit；Described pressure transmitter is for detecting the pressure that soil sample is applied by described pressurization upper cover；Institute Displacement sensors is for detecting the shift length of described pressurization upper cover；Described control unit and described pressure Power transmitter and institute's displacement sensors connect；

Wherein, when carrying out consolidating permeability test, described soil sample is filled in described cavity.

2. Collaborative experiment device as claimed in claim 1, it is characterised in that

Described pressure chamber is the cylinder of hollow-core construction；

Described pressurization upper cover is Circular plate structure, and the circumference of described pressurization upper cover offers first annular groove, It is provided with the first sealing ring in described first annular groove；

Described cylinder is bolted to connection with described base；The position of the corresponding described cylinder of described base Put and offer the second cannelure, in described second cannelure, be provided with the second sealing ring；

Wherein, described first sealing ring and the second sealing ring are by the cavities seals within described pressure chamber.

3. Collaborative experiment device as claimed in claim 2, it is characterised in that

Described water inlet is positioned at the center of described plectane；

Described a plurality of second groove includes: the annular groove of a plurality of concyclic heart and the bar of a plurality of radial arrangement Connected in star；Described annular groove is connected with described water inlet by described strip groove；

Described discharge outlet is positioned at the home position of described second cannelure；

Described a plurality of first groove includes: the annular groove of a plurality of concyclic heart and the bar of a plurality of radial arrangement Connected in star；Described annular groove is connected with described discharge outlet by described strip groove.

4. Collaborative experiment device as claimed in claim 1, it is characterised in that described pressure-applying unit bag Include:

Primary lever, one end is fixed on the ground by the first column；

Second lever, is fixed on the ground by the second column；Described second lever is by hinge bar even Connect the other end of described primary lever；

Spiral jointing, top connects described primary lever, and junction point is near described first column； The bottom of described spiral jointing is threaded connection with described pressurization upper cover, by turning described spiral shell Rotation jointing makes the most described pressure chamber sliding of described pressurization upper cover；

Pressurization pallet, hangs the one end being located at described second lever；

Counterweight pallet, hangs the other end being located at described second lever；

Wherein, described second lever is positioned at described pressurization pallet with the junction point of described second column and joins Between weight pallet, near described counterweight pallet；Described hinge bar and the junction point position of described second lever Between described second column and described pressurization pallet, near described second column.

5. Collaborative experiment device as claimed in claim 1, it is characterised in that described Collaborative experiment fills Put and also include:

Two pieces of metal perforated plates, are separately positioned between described soil sample and described base and described pressurization upper cover And between described soil sample；

Filter screen, is arranged between described soil sample and described base, is positioned at the top of described metal perforated plate；

Wherein, the aperture of described metal perforated plate is more than the aperture of described filter screen.

6. Collaborative experiment device as claimed in claim 1, it is characterised in that

Described Collaborative experiment device includes 3 described pressure-measuring pipes；

Described pressure chamber is vertically provided with 3 pressure taps, between described 3 pressure taps vertically wait Away from arrangement；Described 3 pressure-measuring pipes connect described 3 pressure taps respectively.

7. Collaborative experiment device as claimed in claim 1, it is characterised in that described Collaborative experiment fills Put and also include:

Water supply bottle, is fixed on the top of described pressure chamber；

Feed pipe, one end is connected with described water supply bottle, to provide experimental water；

Tongs, is arranged on described feed pipe.

8. Collaborative experiment device as claimed in claim 1, it is characterised in that described Collaborative experiment fills Put and also include:

Temperature test parts, are arranged in described pressurization and cover；

Graduated cylinder, is arranged on described base, with the metering seepage flow water yield by described soil sample.

9. Collaborative experiment device as claimed in claim 1, it is characterised in that

The top center of described pressurization upper cover is provided with iron plate, and institute's displacement sensors is fixed on described ferrum On sheet；

Described control unit includes: dynamic test system and computer；Described dynamic test system and institute State pressure transmitter, institute's displacement sensors and described computer to connect.

10. Collaborative experiment device as claimed in claim 1, it is characterised in that described Collaborative experiment Device also includes:

Sliding support, described sliding support includes support bar and horizon bar；Described support bar is fixed on institute State on base；Described horizon bar is slidably connected with described support bar；

Described regulation pipe hangs and is located on described horizon bar；

Wherein, by the described horizon bar that slides, to change the vertical height of described regulation pipe.