CN114324110B - Device and method for simulating grouting diffusion reinforcement and testing permeability coefficient of water-rich sand layer - Google Patents
Device and method for simulating grouting diffusion reinforcement and testing permeability coefficient of water-rich sand layer Download PDFInfo
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Abstract
The invention discloses a device and a method for simulating grouting diffusion reinforcement and a permeability coefficient test of a water-rich sandy soil stratum, wherein the device comprises the following steps: the system comprises a sand layer simulation system, a slurry input system, a water movement simulation system and a monitoring and data acquisition system; two ends of the sand layer simulation system are connected with a slurry inlet bin and a slurry outlet bin; the slurry input system is powered by an air compressor, and slurry is injected into the sand layer simulation system from the slurry inlet bin; pumping water into the sand layer simulation system by the water movement simulation system; and the monitoring and data acquisition system records stratum parameter changes such as osmotic pressure, soil pressure and the like. The invention can realize the visual simulation of the grouting diffusion and reinforcement of the water-rich low-water-pressure sandy soil stratum by using the transparent organic glass and the transparent soil material, can integrally measure the diffusion coefficients of different diffusion distances and reinforcement bodies, can perform the visual simulation of the slurry diffusion and reinforcement under the working condition of high-pressure water in the sandy soil stratum, and plays a positive and beneficial reference role for the actual grouting diffusion and reinforcement engineering of the water-rich sandy soil stratum.
Description
Technical Field
The invention relates to the field of underground engineering geological disaster prevention and control, relates to the field of water-rich sand layer disaster grouting prevention and control simulation test, and in particular relates to a device and a method for grouting diffusion reinforcement simulation and permeability coefficient test of a water-rich sand layer.
Background
The grouting method is to inject cement-based cementing slurry or chemical slurry into the pores, cracks, hollows and confined aquifer of the rock and soil, and the slurry is diffused, solidified, cemented and hardened to fully fill the stratum gaps so as to reduce the permeability coefficient of the rock and soil body and form a reinforcing layer with a certain thickness so as to increase the strength and stability of the rock and soil body and finally achieve the aims of reinforcing, seepage prevention and water shutoff of the rock and soil body. The method has the advantages of good stratum transformation effect, low cost, high construction efficiency and the like, and is an important method for preventing seepage and reinforcing the water-rich weak sandy soil stratum of tunnels and underground engineering.
The water-rich sand layer has the characteristics of poor cementing capacity, low strength, high fluidity, high water permeability, complex physical and mechanical properties, extremely poor stratum stability and the like, and the water-rich sand layer has more abrupt and destructive geological disasters such as water burst, sand flow, surrounding rock instability, tunnel collapse, surface subsidence, groundwater level drop and the like, and is a key difficult problem frequently faced in the construction period and the operation period of tunnels and underground engineering, thus becoming a bottleneck for restricting engineering safety. Since the development of the grouting theory is far behind engineering practice, the slurry diffusion mode in the grouting of the water-rich sand layer cannot be clearly defined, the grouting reinforcement effect cannot be reasonably predicted and evaluated, and the conventional grouting theory is difficult to directly apply. The grouting model test method can simulate the grouting working condition of complex geological structures more comprehensively and truly, provides a basis for establishing new theoretical and mathematical models, and is an important research means.
The existing grouting diffusion model test system has the following problems:
1. the existing grouting diffusion model test device has the problem of black box, and the visual observation effect and the perceptual knowledge effect are poor;
2. in the aspect of fixing the test device, different working conditions cannot be well simulated, the fault position of the device cannot be removed in time, the test effect is poor, and the recycling rate of the test device is poor;
3. the test device can not directly test the slurry reinforcing effect, and the reinforcing body is required to be independently sampled, and then the permeability coefficient test is carried out;
4. the multi-position stress and strain conditions are difficult to accurately obtain in the grouting diffusion process, the data collection result in the grouting diffusion process is single, and unified measurement of data of a flow field, a soil pressure field and a seepage field in the seepage process is difficult.
Disclosure of Invention
The invention provides a device and a method for simulating grouting diffusion and a method for testing permeability coefficient of a water-rich sandy soil stratum, which are used for overcoming the defects of the prior art, realizing the integral visualization of the grouting diffusion process, observing the motion rule of a wetting peak, simulating different types of working conditions, fitting the practical application, and carrying out the permeability coefficient test on a reinforcement sample so as to further evaluate the reinforcement effect.
The invention is realized by the following technical scheme:
the device comprises a sand layer simulation system, a slurry input system, a water-running simulation system and a monitoring and data acquisition system;
the sand layer simulation system is formed by a plurality of transparent container segments which are transversely communicated end to end, a seepage inlet is formed in the side wall of each container segment, a slurry inlet and a slurry outlet are respectively formed in the left end and the right end of the sand layer simulation system, and the slurry input system can be used for injecting slurry into the sand layer simulation system through the slurry inlet;
the liquid outlet of the running water simulation system can be independently connected with any seepage inlet in the sand layer simulation system or connected with any plurality of seepage inlets in parallel;
the monitoring and data acquisition system is used for monitoring and acquiring relevant parameters of grouting diffusion and permeability coefficient tests of the sand layer simulation system.
Further, transparent test soil bodies are filled in the container sections, connecting flanges are arranged at the left end and the right end of each container section, and adjacent container sections are integrally installed through the connecting flanges.
Further, the left end and the right end of the sand layer simulation system are respectively provided with a pulp inlet bin and a pulp outlet bin;
the slurry inlet bin comprises a slurry inlet bin steel pipe body, one end of the slurry inlet bin steel pipe body is provided with a slurry inlet bin steel sealing cover, the other end of the slurry inlet bin steel pipe body is communicated with the left end of the sand layer simulation system through a slurry inlet bin flange, a slurry inlet is formed in the center of the slurry inlet bin steel sealing cover, and a dense mesh net is paved in the slurry inlet bin steel pipe body;
the slurry outlet bin comprises a slurry outlet bin steel pipe body, one end of the slurry outlet bin steel pipe body is provided with a slurry outlet bin steel sealing cover, the other end of the slurry outlet bin steel pipe body is communicated with the right end of the sand layer simulation system through a slurry outlet bin flange, a slurry outlet port is formed in the slurry outlet bin steel pipe body, and a dense mesh net is paved in the slurry outlet bin steel pipe body.
Further, the slurry output system comprises a grouting air compressor, a grouting air pressure regulator, a grouting pump and a slurry storage barrel, wherein the grouting air compressor, the grouting air pressure regulator and the grouting pump are sequentially communicated through pipelines, a slurry inlet pipe of the grouting pump is communicated with the slurry storage barrel, and a slurry outlet pipe of the grouting pump can be communicated with a slurry inlet of the sand layer simulation system.
Further, the dynamic water simulation system comprises a water storage pressure-bearing barrel, a dynamic water-air pressure regulator and a dynamic water-air compressor, wherein the dynamic water compressor, the dynamic water-air pressure regulator and the water storage pressure-bearing barrel are sequentially communicated through pipelines, and a liquid outlet which can be communicated with the seepage inlet is formed in the side wall of the lower portion of the water storage pressure-bearing barrel.
Further, the monitoring and data acquisition system comprises an imaging device, a flow detection device, a pressure detection device and a computer control platform;
the imaging device comprises a laser emitter and a CCD digital camera, the laser emitter can irradiate a transparent test soil body at the central axis of the container section to form a particle speckle image, the axis of the CCD digital camera and a laser beam of the laser emitter intersect in the container section, and the computer control platform collects, processes and shoots the obtained particle speckle image.
Further, the pressure detection device comprises a slurry pressure sensor, a seepage pressure sensor, a soil pressure sensor, a resistance strain gauge and a static resistance strain gauge;
the slurry pressure sensor is arranged at the front end of the slurry inlet bin, the osmotic pressure sensor and the soil pressure sensor are arranged in the middle of the inner cavity of the container section, and the resistance strain gauge is adhered to the inner wall of the container section;
the side wall of the container segment is also provided with a cable hole, the input end of the static resistance strain gauge is connected with the osmotic pressure sensor, the soil pressure sensor and the resistance strain gauge after passing through the cable hole, and the output end of the static resistance strain gauge is connected with the computer control platform.
Further, the flow detection device comprises a flow sensor, a measuring cup and a waterproof weighing scale, wherein the flow sensor is connected to the front of a pulp inlet of the pulp inlet bin, the measuring cup is arranged on the waterproof weighing scale, and the measuring cup and the waterproof weighing scale are jointly arranged below a pulp outlet of the pulp outlet bin.
Further, the sand layer simulation system is placed on a pedestal, the pedestal is formed by splicing a three-ply board surface and a board support, and the container section is cylindrical; and the connecting pipeline of the slurry input system and the dynamic water simulation system adopts a PVC transparent steel wire spiral reinforced hose.
The invention relates to a water-rich sand stratum grouting diffusion and permeability coefficient test method, which is carried out by adopting the water-rich sand stratum grouting diffusion reinforcement simulation and permeability coefficient test device, and comprises the following steps:
(1) Preparing a transparent test soil body according to the material property of the actual sand soil body to be tested;
(2) After an osmotic pressure sensor, a soil pressure sensor and a resistor strain gauge are arranged in each container segment, filling test soil into the container segments for multiple times;
after the filling of the test soil body by the container segments is finished, connecting the container segments with adjacent container segments, and filling the test soil body by the adjacent container segments until all the container segments are transversely connected into a whole and are filled with the test soil body, so that a sand layer simulation system filled with the test soil body is formed;
(3) Installing a slurry input system and a running water simulation system, and debugging the slurry input system and the running water simulation system to a state meeting test requirements so as to ensure the normal running of a test;
(4) The slurry input system is communicated with a slurry inlet of the sand layer simulation system, the water-moving simulation system is connected with a seepage inlet of a corresponding container section, the slurry input system and the water-moving simulation system are started after reaching design values, the slurry input system is used for injecting slurry into the sand layer simulation system, and the water-moving simulation system is used for injecting water into the sand layer simulation system through the seepage inlet to perform grouting diffusion test;
continuously recording output data of the osmotic pressure sensor, the soil pressure sensor and the resistance strain gauge in the grouting diffusion test process, and timely recording corresponding data curves; simultaneously, a laser emitter and a CCD digital camera are turned on to take a picture of the whole test process, so that imaging freshness of a particle speckle pattern is ensured, a motion rule of a wetting peak is observed at any time, and flow and pressure data and slurry density data at a slurry outlet in a period of time are recorded in time;
(5) Curing the test soil body in the sand layer simulation system for 2d to form a reinforcement sample after the grouting diffusion test, and then performing a permeability coefficient test on the reinforcement sample;
separating a slurry input system from a slurry inlet of a sand layer simulation system, plugging the slurry inlet of the sand layer simulation system, connecting a water-driving simulation system with a pre-tested container segment seepage inlet in the sand layer simulation system, and placing a measuring cup and a waterproof weighing scale below the slurry outlet of the sand layer simulation system;
adjusting the water-flowing simulation system to reach a design value, then starting to inject water into the container section through the seepage inlet, recording seepage time and seepage quantity, and testing the seepage coefficient of the reinforcement body sample;
(6) After grouting diffusion and permeability coefficient tests, curing the reinforcement sample by 2d, removing the mould and coring to obtain a reinforcement uniaxial compression standard sample, and finally determining the strength of the relevant reinforcement by performing geotechnical tests such as uniaxial compression test, direct shear test and the like on the reinforcement uniaxial compression standard sample.
Compared with the prior art, the invention has the following beneficial effects:
1. the invention adopts a plurality of transparent container segments and transparent test soil, simulates the permeation and diffusion process of the mixed slurry material in the water-rich sand layer, can intuitively observe the motion law of a wetting peak, performs qualitative description, provides a practical basis for the diffusion of slurry in the water-rich sand layer, and can provide a preliminary theoretical basis for practice;
2. the sand layer simulation system adopted in the invention is formed by a plurality of transparent container segments which are transversely communicated end to end, the side wall of each container segment is provided with a seepage inlet, different seepage inlet positions can be connected with a movable water simulation system, different water distribution of a stratum can be simulated in the grouting diffusion process, the pore water content and the flow condition of different positions can be regulated, and after the grouting diffusion test is finished, the seepage inlet can be connected with the movable water simulation system according to the requirement, so that the permeability coefficient test is carried out, and the diffusion and reinforcement effects in the slurry sand layer can be further evaluated;
3. the slurry pressure sensor, the osmotic pressure sensor, the soil pressure sensor and the strain resistance sheet can be arranged to quantitatively describe the slurry permeation test process;
4. the sand layer simulation system, the slurry input system and the running water simulation system can be disassembled and assembled, and are assembled according to different requirements, so that the sand layer simulation system is flexible and convenient to use;
5. the sand layer simulation system is formed by connecting a plurality of transparent container segments end to end transversely, is simple and convenient to install, can be recycled and has good economic benefit;
6. the slurry input system and the water movement simulation system are designed to ensure stable and convenient adjustment of slurry supply and water supply in the test process.
Drawings
FIG. 1 is a schematic structural diagram of a device for simulating grouting diffusion and reinforcing and a permeability coefficient test of a water-rich sand layer in a grouting diffusion test according to an embodiment of the invention;
FIG. 2 is a schematic structural diagram of a device for simulating grouting diffusion reinforcement and testing permeability coefficients of a water-rich sand layer in a permeability coefficient test according to an embodiment of the invention;
FIG. 3 is a schematic three-dimensional view of a sand simulation system according to an embodiment of the present invention;
FIG. 4 is a three-dimensional schematic of a container segment provided in an embodiment of the invention;
FIG. 5 is a schematic cross-sectional view of a segment of a container provided in an embodiment of the invention;
FIG. 6 is a schematic cross-sectional three-dimensional view of a container segment provided in an embodiment of the present invention;
FIG. 7 is a three-dimensional schematic of a stand according to an embodiment of the present invention;
FIG. 8 is a three-dimensional schematic diagram of a slurry inlet bin provided by an embodiment of the invention;
FIG. 9 is a three-dimensional schematic diagram of a discharge bin provided by an embodiment of the invention;
FIG. 10 is a schematic view of a set of reinforcement body samples according to an embodiment of the present invention;
in the figure: 1. grouting air compressor; 2. grouting air pressure regulator; 3. a slurry stirrer; 4. a, slurry storage barrel; 5. a slurry grouting pump; 6. a slurry branch pressure gauge; 7. b, slurry storage barrel; 8. a slurry stirrer; 9. b slurry branch manometer; 10. b, grouting a slurry pump; 11. a double liquid mixer; 12. a slurry pressure sensor; 13. a flow sensor; 14. an osmotic pressure sensor; 15. feeding into a pulp bin; 16. a soil pressure sensor; 17. transparent organic glass segments; 18. discharging from a pulp bin; 19. a measuring cup; 20. waterproof electronic scale; 21. a cable; 22. a pedestal; 23. a static resistance strain gauge; 24. a computer control platform; 25. a CCD digital camera; 26. a laser emitter; 27. a moving water air compressor; 28. a water storage barrel pressure gauge; 29. a water storage pressure-bearing barrel; 30. a water stop valve; 31. a dynamic water-air pressure regulator; 32. a pressure-resistant pumping line; 33. a hexagonal bolt; 34. a rubber gasket; 35. resistance strain gauge; 15-1, a pulp bin movable joint; 15-2, a ball valve of a slurry feeding bin; 15-3, feeding into a pulp bin for silk alignment; 15-4, sealing the steel cover of the pulp bin; 15-5, feeding the steel pipe body of the slurry bin; 15-6, connecting flanges of the slurry inlet bin; 17-1, transparent organic glass segments; 17-2, a seepage inlet; 17-3, cable holes; 17-4, connecting flanges; 17-5, permeable stone; 18-1, a steel sealing cover of a pulp discharging bin; 18-2, a steel pipe body of a pulp discharging bin; 18-3, discharging from a pulp bin and aligning silk; 18-4, a spherical valve of a slurry discharging bin; 18-5, a slurry outlet bin connecting flange; 18-6, discharging the slurry from the slurry bin to form a dense mesh net; 22-1, a pedestal panel; 22-2 bench board support.
Detailed Description
The present invention is further described below with reference to examples, but it should not be construed that the scope of the above subject matter of the present invention is limited to the following examples. Various substitutions and alterations are made according to the ordinary skill and familiar means of the art without departing from the technical spirit of the invention, and all such substitutions and alterations are intended to be included in the scope of the invention.
In addition, in the description of the present invention, it should be understood that the directions or positional relationships indicated by the terms "center", "inner", "upper", "lower", "front", "left", "right", etc., are based on the directions or positional relationships shown in the drawings, are merely for convenience of description and to simplify the description, and do not indicate or imply that the devices or elements referred to must have a specific orientation, be constructed and operated in a specific orientation, and thus should not be construed as limiting the present invention.
As shown in fig. 1, the embodiment of the invention discloses a device for simulating grouting diffusion reinforcement and permeability coefficient test of a water-rich sand layer, which mainly comprises four parts: the system comprises a sand layer simulation system, a slurry input system, a running water simulation system and a monitoring and data acquisition system.
As shown in fig. 3 and 4, the sand simulating system is formed by connecting a plurality of transparent container segments 17 from end to end, each container segment 17 is made of transparent organic glass material and is made into a cylinder shape, the inner diameter of the cylinder is 100 mm, the height is 200 mm, and the wall thickness is 5 mm. The left end and the right end of each container segment 17 are respectively provided with a connecting flange 17-4, and the adjacent container segments 17 are firmly communicated into a whole through the connecting flanges 17-4, the rubber gaskets 34 and the hexagon head bolts 33. The rubber gasket 34 is arranged between the two connecting flanges for sealing, the hexagon bolts 33 are connected with the two connecting flanges, the middle part of the container section 17 (50 to mm from one end of the pipe body) is provided with a seepage inlet 17-2 and a cable hole 17-3, and the seepage inlet is internally paved with a permeable stone 17-5. For the convenience of test, the sand simulation system is placed on the pedestal 22, the pedestal 22 is formed by splicing the plate surfaces 22-1 and the plate supports 22-2 made of three-ply plates, and different numbers of plate surfaces can be paved according to the length of the sand simulation system for placing the sand simulation system.
The left end and the right end of the sand layer simulation system are respectively provided with a pulp inlet bin 15 and a pulp outlet bin 18, wherein the pulp inlet bin 15 comprises a pulp inlet bin steel sealing cover 15-4, a pulp inlet bin steel pipe body 15-5, pulp inlet bin opposite wires 15-3, a pulp inlet bin spherical valve 15-2 and a pulp inlet bin movable joint 15-1. The diameter of the steel sealing cover 15-4 of the pulp inlet bin is 150 mm, the thickness of the steel sealing cover is 15 mm, a pulp inlet is formed in the center of the steel sealing cover 15-4 of the pulp inlet bin, and the inner diameter of the pulp inlet is 25 mm. The steel sealing cover 15-4 of the pulp feeding bin is arranged at one end of the steel pipe body 15-5 of the pulp feeding bin, a dense mesh net is paved in the steel pipe body 15-5 of the pulp feeding bin so as to uniformly spread pulp, the two ends of the opposite wires 15-3 of the pulp feeding bin are respectively screwed with a pulp feeding port and a spherical valve 15-2 of the pulp feeding bin, and the other end of the spherical valve of the pulp feeding bin is connected with a movable joint 15-1 of the pulp feeding bin. The other end of the steel pipe body 15-5 of the slurry inlet bin is provided with a slurry inlet bin connecting flange 15-6, and the slurry inlet bin is communicated with the left end of the sand layer simulation system through the slurry inlet bin connecting flange 15-6.
The pulp discharging bin 18 comprises a pulp discharging bin steel sealing cover 18-1, a pulp discharging bin steel pipe body 18-2, pulp discharging bin paired wires 18-3 and a pulp discharging bin spherical valve 18-4, wherein the diameter of the pulp discharging bin steel sealing cover 18-1 is 150 mm, the thickness is 15 mm, and the pulp discharging bin steel sealing cover is arranged at one end of the pulp discharging bin steel pipe body. A pulp outlet is arranged at the middle section of the steel pipe body of the pulp outlet, and the inner diameter of the pulp outlet is 25 mm. A pulp discharging bin dense mesh net 18-6 is paved in the steel pipe body of the pulp discharging bin so as to uniformly spread the pulp. And two ends of the pulp outlet bin opposite wires 18-3 are respectively screwed with a pulp outlet and a pulp outlet spherical valve 18-4. The other end of the steel pipe body of the slurry outlet bin is provided with a slurry outlet bin connecting flange 18-5, and the slurry outlet bin is communicated with the right end of the sand layer simulation system through the slurry outlet bin connecting flange 18-5.
The slurry input system comprises a grouting air compressor 1, a grouting air pressure regulator 2, two grouting branches and a double-liquid mixer 11, wherein the air pressure regulator 2 is connected to the air outlet of the grouting air compressor 1 for stabilizing the output air pressure, the two grouting branches are distributed in parallel, the left end of the grouting branch is communicated with the air pressure regulator 2 on the air compressor 1, and the right end of the grouting branch is connected with the double-liquid mixer 11 in series. The double-liquid mixer 11 is provided with two pulp inlet nozzles and one pulp outlet nozzle, the two pulp inlet nozzles of the double-liquid mixer are correspondingly connected with the two grouting branches, and the pulp outlet nozzle of the double-liquid mixer is connected with the pulp inlet of the sand layer simulation system.
In this embodiment, the slurry output by the slurry input system is a mixed slurry, including two slurries, i.e., a slurry and B slurry, where a slurry is cement slurry and B slurry is water glass slurry, and the two grouting branches include an a slurry branch and a B slurry branch, and are respectively used for conveying the a slurry and the B slurry. The slurry input system is characterized in that a grouting air compressor 1 supplies power for slurry input, and mixed slurry is mixed by a double-liquid mixer 11 and then injected into a sand layer simulation system. The A slurry branch comprises an A slurry grouting pump 5, an A slurry storage barrel 4 and an A slurry stirrer 3, wherein the A slurry grouting pump 5 is arranged on the A slurry storage barrel 4, a slurry inlet pipe of the A slurry grouting pump is communicated with the A slurry storage barrel, and the A slurry stirrer 3 is arranged in the A slurry storage barrel 4. The B slurry branch comprises a B slurry grouting pump 10, a B slurry storage barrel 7 and a B slurry stirrer 8, wherein the B slurry grouting pump 10 is arranged on the B slurry storage barrel 7, a slurry inlet pipe of the B slurry grouting pump is communicated with the B slurry storage barrel, and the B slurry stirrer 8 is arranged in the B slurry storage barrel 7. It should be noted that in the present embodiment, two slurry injection branches of the slurry input system are provided, and it is understood that one slurry may be input through one pipeline, or multiple slurries may be mixed by connecting different numbers of branches in parallel with the slurry mixer, so as to realize the input of mixed slurries with different numbers of substrates.
As shown in fig. 1 and 2, the water movement simulation system comprises a water storage pressure-bearing barrel 29 and a water movement air compressor 27. The water storage pressure-bearing barrel 29 has good tightness, an air inlet is arranged at the center of the upper end of the water storage pressure-bearing barrel, and a liquid outlet is arranged on the side wall of the lower end, which is away from the barrel bottom 5 and cm. The air outlet of the dynamic air compressor is provided with a dynamic water air pressure regulator 31, and the regulating range of the dynamic water air compressor is controlled to be 0-10 MPB. The air inlet of the water storage pressure-bearing barrel 29 is connected with a movable water air pressure regulator 31, and the liquid outlet of the water storage pressure-bearing barrel 29 is connected with a seepage inlet of the sand layer simulation system. It should be noted that in this embodiment, one set of dynamic water simulation system is connected to the seepage inlet of the container segment, and it is understood that, according to actual needs, multiple sets of dynamic water simulation systems may be connected to simulate dynamic water seepage pressure and sand water conditions under different conditions.
The monitoring and data acquisition system includes an imaging device, a flow detection device, a pressure detection device, and a computer control platform 24. The imaging device comprises a laser emitter 26 and a CCD digital camera 25, wherein the laser emitter 26 can irradiate the transparent test soil body at the central axis of the transparent container segment 17 to form a particle speckle image. The axis of the CCD digital camera 25 intersects the laser beam of the laser emitter on the axis of the container segment 17, and the computer control platform 24 collects and processes the captured speckle images of the particles. The flow detection device comprises a flow sensor 13, a measuring cup 19 and a waterproof weighing scale 20, wherein the flow sensor 13 is arranged in front of a pulp inlet bin, and the measuring cup 19 is arranged on the waterproof weighing scale 20 and is arranged below a pulp outlet of a pulp outlet bin.
The pressure detection device comprises a pressure gauge, a slurry pressure sensor 12, an osmotic pressure sensor 14, a soil pressure sensor 16, a resistance strain gauge 35 and a static resistance strain gauge 23. The number of the pressure gauges is 3, namely an A slurry branch pressure gauge 6, a B slurry branch pressure gauge 9 and a water storage barrel pressure gauge 28, wherein the A slurry branch pressure gauge 6 and the B slurry branch pressure gauge 9 are respectively arranged on the A slurry branch and the B slurry branch, and the water storage barrel pressure gauge 28 is arranged on a water storage pressure bearing barrel. The pulp hydraulic pressure sensor 12 is connected to the front end of the pulp inlet bin and is arranged in front of the flow sensor 13. The osmotic pressure sensor 14 and the soil pressure sensor 15 are arranged in the middle of the inner cavity of the container segment, the resistance strain gauge is stuck on the inner wall of the container segment, the input end of the static resistance strain gauge 23 passes through the cable hole through the cable and then is connected with the osmotic pressure sensor, the soil pressure sensor and the resistance strain gauge, and the output end of the static resistance strain gauge is connected with the computer control platform 24. The osmotic pressure sensor 14 is used for measuring the pressure of fluid in a soil pore in the slurry diffusion process and the water pressure of the soil pore in the osmotic coefficient test process, the soil pressure sensor 16 is used for measuring the stress condition of soil in the slurry diffusion process and the osmotic coefficient test process, the resistance strain gauge 35 is used for measuring the strain condition of soil in the slurry diffusion process and the osmotic coefficient test process, and the three components can be combined for multi-point stress and strain physical field test to realize quantitative description of the test process.
In this embodiment, each connecting pipeline of the slurry input system and the running water simulation system is a pressure-resistant pumping pipeline 32, and is manufactured by adopting a PVC transparent steel wire spiral reinforced hose.
In this embodiment, in order to realize the visual simulation test, a transparent test soil body is required to be used for filling the container segments, and it is understood that, to better conform to the practical application situation, an undisturbed sand body sample can also be directly used, and the following table is a part of soil body material parameters selected for the device embodiment, so as to fully explain the materials used in the embodiment.
The index parameters of the selected transparent test soil materials are shown in the following table:
| material | Refractive index | Particle size (mm) | Uniformity coefficient | Coefficient of curvature | Specific gravity | Bulk density [ ]kg/m 3 ） |
| Fused silica sand | 1.459 | 0.5～1.0 | 1.53 | 1.06 | 2.21 | 1200～1280 |
If the method is more in line with the actual application situation, the undisturbed sand body sample can be directly adopted, and the index parameters of the undisturbed sand material are selected as follows:
the invention discloses a water-rich sand layer grouting diffusion reinforcement simulation and permeability coefficient test method, materials and various device components are prepared before the test, the materials comprise grouting materials and transparent soil materials, the various device components comprise a container segment 17, a grouting bin 15 and a grouting bin 18, and the test method comprises the following steps:
(1) Preparing a transparent test soil body according to the material property of the actual sand soil body to be tested;
before preparing transparent soil, testing the material property of actual sand, and mixing pore fluid with corresponding refractive index according to actual selection of fused quartz sand or other transparent soil particles to simulate natural soil;
(2) After an osmotic pressure sensor, a soil pressure sensor and a sticking resistance strain gauge are arranged in each container segment, filling test soil into the container segments for three times, pouring the test soil into the container segments to the same height each time, and scraping the surface of the material after pouring the test soil into the container segments to the designated height;
after the filling of the test soil body by the container segments is finished, connecting the container segments with adjacent container segments, then filling the test soil body by the adjacent container segments until all the container segments are transversely connected into a whole and all the test soil bodies are filled, filling 10 container segments in total, and then connecting the left end and the right end with a slurry inlet bin 15 and a slurry outlet bin 18 respectively, wherein in the installation process, each connecting flange, the slurry inlet bin and the slurry outlet bin of the container segments are required to be subjected to rust-proof treatment so as to improve the durability of the components;
finally, the whole device is integrally placed on the pedestal 22, so that a sand layer simulation system is formed;
(3) Installing a slurry input system and a running water simulation system, and debugging the slurry input system and the running water simulation system to a state meeting test requirements so as to ensure the normal running of a test;
referring to fig. 1, the system pipeline is assembled, and a pressure-resistant pumping pipeline 32 is used for connecting a slurry injection pump A and a slurry injection pump B in parallel, so that one end of the two slurry injection pumps is connected with a slurry air pressure regulator on a slurry air compressor, and the other end of the two slurry injection pumps is connected with a double-liquid mixer 11; the outlet of the double-liquid mixer is sequentially connected with a pressure sensor 12, a flow sensor 13 and a pulp inlet bin movable joint 15-1 in series through a pressure-resistant pumping pipeline;
the air inlet of the water storage pressure-bearing barrel 29 is connected with a water-moving air pressure regulator 31 on the water-moving air compressor 27 by using a pressure-resistant pumping pipeline, and the liquid outlet of the water storage pressure-bearing barrel is connected with a container section seepage inlet of the sand layer simulation system by using the pressure-resistant pumping pipeline;
(4) Closing a water stop valve 30 of the water movement simulation system, firstly, performing a water pressing test, checking the connection condition and the tightness of the whole water movement simulation system, ensuring the normal running of the test, and obtaining the seepage velocity and the pressure field data in the material medium before being injected;
(5) The slurry input system is connected with the slurry inlet of the sand layer simulation system, the movable water simulation system is connected with the seepage inlets of the corresponding container segments, the slurry input system air compressor 1 is opened to adjust the slurry air pressure regulator 2 to ensure that the output air pressure is stable at a design value, each branch grouting pump is adjusted to ensure that the different slurry input amounts reach the design value so as to ensure that the slurry mixing ratio reaches the standard, before the slurry inlet bin spherical valve 15-2 is opened, the movable water simulation system is connected with the seepage inlets 17-2 of the container segments through the pressure-resistant pumping pipeline, in the embodiment, the movable water simulation system is connected with the movable water simulation system at intervals, namely, the seepage inlets 17-2 of every 5 container segments from the slurry inlet bin are connected with the movable water simulation system, and it is understood that the container segments with different intervals and numbers can be selected according to the actual sand layer conditions;
after the slurry input system and the water movement simulation system are determined to reach the design values, opening a spherical valve 15-2 of a slurry inlet bin to enable the slurry input system to inject slurry into the sand layer simulation system, opening a water stop valve 30 to enable the water movement simulation system to inject water into the sand layer simulation system through a seepage inlet, and performing a grouting diffusion test;
continuously recording output data of the osmotic pressure sensor, the soil pressure sensor and the resistance strain gauge in the grouting diffusion test process, and timely recording corresponding data curves; simultaneously, a laser emitter and a CCD digital camera are turned on to take a picture of the whole test process, so that imaging freshness of a particle speckle pattern is ensured, a motion rule of a wetting peak is observed at any time, and flow and pressure data and slurry density data at a slurry outlet in a period of time are recorded in time;
(6) Referring to fig. 2, after the grouting diffusion test, a reinforcement sample is formed by curing a test soil body 2d in a sand layer simulation system, and then a permeability coefficient test is performed on the reinforcement sample; separating a slurry input system from a slurry inlet of a sand layer simulation system, plugging the slurry inlet of the sand layer simulation system, connecting a water-driving simulation system with a pre-tested container segment seepage inlet in the sand layer simulation system, and placing a measuring cup and a waterproof weighing scale below the slurry outlet of the sand layer simulation system;
the water-moving air compressor 27 is regulated, and after the air pressure reaches a design value, the water stop valve 30 is opened, so that the water-moving simulation system injects water into the container section through the seepage inlet, records seepage time and seepage quantity, and tests the seepage coefficient of the reinforcement body sample;
in the step, after the seepage inlets 17-2 of every two container segments are connected with the running water simulation system, respectively performing a seepage coefficient test to test the influence of different diffusion distances of slurry on the seepage coefficient of the reinforcement sample, wherein the seepage inlets of the container segments at different positions are identical in connection operation, and it is understood that the distance between the container segments connected with the running water simulation system can be adjusted according to the actual data precision requirement;
in this embodiment, 1 set of the running water simulation system is connected to each time to test the permeability coefficient in the permeability coefficient test, and it can be understood that 2-4 sets of the running water simulation systems can be connected to test the permeability coefficients of a plurality of container segments according to actual requirements;
(7) Referring to fig. 9, after grouting diffusion and permeability coefficient test, after curing 2d of the reinforcement sample, removing the mold and coring to obtain a reinforcement uniaxial compression standard sample, and finally performing uniaxial compression test on the reinforcement uniaxial compression standard sample, performing geotechnical test such as direct shear test and the like to determine the strength of the relevant reinforcement.
The method is based on grouting parameter and formation parameter change rules in the visual grouting diffusion and reinforcement simulation process of the water-rich sandy soil stratum, and combines the strength and permeability coefficient test results of the reinforcement at different diffusion distances to deeply analyze and evaluate grouting diffusion and reinforcement effects of the water-rich sandy soil stratum, thereby playing a positive and beneficial reference role for actual engineering.
The above embodiments should not be taken as limiting the scope of the present invention, and it is obvious to those skilled in the art that any alternative modification or variation of the embodiments of the present invention falls within the scope of the present invention.
Claims (3)
1. The device for simulating grouting diffusion reinforcement and permeability coefficient test of the water-rich sand layer is characterized by comprising a sand layer simulation system, a slurry input system, a water movement simulation system and a monitoring and data acquisition system;
the sand layer simulation system is formed by a plurality of transparent container segments which are transversely communicated end to end, a seepage inlet is formed in the side wall of each container segment, a slurry inlet and a slurry outlet are respectively formed in the left end and the right end of the sand layer simulation system, and the slurry input system can be used for injecting slurry into the sand layer simulation system through the slurry inlet;
the liquid outlet of the running water simulation system can be independently connected with any seepage inlet in the sand layer simulation system or connected with any plurality of seepage inlets in parallel;
the monitoring and data acquisition system is used for monitoring and acquiring relevant parameters of grouting diffusion and permeability coefficient tests of the sand layer simulation system;
transparent test soil bodies are filled in the container segments, connecting flanges are arranged at the left end and the right end of each container segment, and adjacent container segments are integrally installed through the connecting flanges;
the left end and the right end of the sand layer simulation system are respectively provided with a pulp inlet bin and a pulp outlet bin;
the slurry inlet bin comprises a slurry inlet bin steel pipe body, one end of the slurry inlet bin steel pipe body is provided with a slurry inlet bin steel sealing cover, the other end of the slurry inlet bin steel pipe body is communicated with the left end of the sand layer simulation system through a slurry inlet bin flange, a slurry inlet is formed in the center of the slurry inlet bin steel sealing cover, and a dense mesh net is paved in the slurry inlet bin steel pipe body;
the slurry outlet bin comprises a slurry outlet bin steel pipe body, one end of the slurry outlet bin steel pipe body is provided with a slurry outlet bin steel sealing cover, the other end of the slurry outlet bin steel pipe body is communicated with the right end of the sand layer simulation system through a slurry outlet bin flange, the slurry outlet port is arranged on the slurry outlet bin steel pipe body, and a dense mesh net is paved in the slurry outlet bin steel pipe body;
the slurry input system comprises a grouting air compressor, a grouting air pressure regulator, a grouting pump and a slurry storage barrel, wherein the grouting air compressor, the grouting air pressure regulator and the grouting pump are sequentially communicated through pipelines, a slurry inlet pipe of the grouting pump is communicated with the slurry storage barrel, and a slurry outlet pipe of the grouting pump can be communicated with a slurry inlet of the sand layer simulation system;
the dynamic water simulation system comprises a water storage pressure-bearing barrel, a dynamic water-air pressure regulator and a dynamic water-air compressor, wherein the dynamic water-air compressor, the dynamic water-air pressure regulator and the water storage pressure-bearing barrel are sequentially communicated through pipelines, and a liquid outlet capable of being communicated with the seepage inlet is formed in the side wall of the lower part of the water storage pressure-bearing barrel;
the monitoring and data acquisition system comprises an imaging device, a flow detection device, a pressure detection device and a computer control platform;
the imaging device comprises a laser emitter and a CCD digital camera, wherein the laser emitter can irradiate a transparent test soil body at the central axis of the container section to form a particle speckle image, the axis of the CCD digital camera and a laser beam of the laser emitter intersect in the container section, and the computer control platform collects, processes and shoots the obtained particle speckle image;
the pressure detection device comprises a slurry pressure sensor, a seepage pressure sensor, a soil pressure sensor, a resistance strain gauge and a static resistance strain gauge;
the slurry pressure sensor is arranged at the front end of the slurry inlet bin, the osmotic pressure sensor and the soil pressure sensor are arranged in the middle of the inner cavity of the container section, and the resistance strain gauge is adhered to the inner wall of the container section;
the side wall of the container segment is also provided with a cable hole, the input end of the static resistance strain gauge is connected with the osmotic pressure sensor, the soil pressure sensor and the resistance strain gauge after passing through the cable hole through a cable, and the output end of the static resistance strain gauge is connected with the computer control platform;
the flow detection device comprises a flow sensor, a measuring cup and a waterproof weighing scale, wherein the flow sensor is connected to the front of a pulp inlet of the pulp inlet bin, the measuring cup is arranged on the waterproof weighing scale, and the measuring cup and the waterproof weighing scale are jointly arranged below a pulp outlet of the pulp outlet bin.
2. The device for simulating grouting diffusion reinforcement and permeability coefficient test of a water-rich sand layer according to claim 1, wherein the sand layer simulation system is placed on a pedestal, the pedestal is formed by splicing a three-ply board surface and a board support, and the container section is cylindrical; and the connecting pipeline of the slurry input system and the dynamic water simulation system adopts a PVC transparent steel wire spiral reinforced hose.
3. A method for simulating grouting diffusion and reinforcing and testing permeability coefficient of a water-rich sand layer, which is characterized by adopting the device for simulating grouting diffusion and reinforcing and testing permeability coefficient of the water-rich sand layer according to any one of claims 1-2, and comprising the following steps:
(1) Preparing a transparent test soil body according to the material property of the actual sand soil body to be tested;
(2) After an osmotic pressure sensor, a soil pressure sensor and a resistor strain gauge are arranged in each container segment, filling test soil into the container segments for multiple times;
after the filling of the test soil body by the container segments is finished, connecting the container segments with adjacent container segments, and filling the test soil body by the adjacent container segments until all the container segments are transversely connected into a whole and are filled with the test soil body, so that a sand layer simulation system filled with the test soil body is formed;
(3) Installing a slurry input system and a running water simulation system, and debugging the slurry input system and the running water simulation system to a state meeting test requirements so as to ensure the normal running of a test;
(4) The slurry input system is communicated with a slurry inlet of the sand layer simulation system, the water-moving simulation system is connected with a seepage inlet of a corresponding container section, the slurry input system and the water-moving simulation system are started after reaching design values, the slurry input system is used for injecting slurry into the sand layer simulation system, and the water-moving simulation system is used for injecting water into the sand layer simulation system through the seepage inlet to perform grouting diffusion test;
continuously recording output data of the osmotic pressure sensor, the soil pressure sensor and the resistance strain gauge in the grouting diffusion test process, and timely recording corresponding data curves; simultaneously, a laser emitter and a CCD digital camera are turned on to take a picture of the whole test process, so that imaging freshness of a particle speckle pattern is ensured, a motion rule of a wetting peak is observed at any time, and flow and pressure data and slurry density data at a slurry outlet in a period of time are recorded in time;
(5) Curing the test soil body in the sand layer simulation system for 2d to form a reinforcement sample after the grouting diffusion test, and then performing a permeability coefficient test on the reinforcement sample;
separating a slurry input system from a slurry inlet of a sand layer simulation system, plugging the slurry inlet of the sand layer simulation system, connecting a water-driving simulation system with a pre-tested container segment seepage inlet in the sand layer simulation system, and placing a measuring cup and a waterproof weighing scale below the slurry outlet of the sand layer simulation system;
adjusting the water-flowing simulation system to reach a design value, then starting to inject water into the container section through the seepage inlet, recording seepage time and seepage quantity, and testing the seepage coefficient of the reinforcement body sample;
(6) After grouting diffusion and permeability coefficient tests, curing the reinforcement sample by 2d, removing the mould and coring to obtain a reinforcement uniaxial compression standard sample, and finally, carrying out uniaxial compression tests and direct shear tests on the reinforcement uniaxial compression standard sample to determine the strength of the relevant reinforcement.
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