CN117368030A - Device and method for testing slope flow-seepage flow joint erosion wide-grading soil - Google Patents
Device and method for testing slope flow-seepage flow joint erosion wide-grading soil Download PDFInfo
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- 239000002689 soil Substances 0.000 title claims abstract description 130
- 238000012360 testing method Methods 0.000 title claims abstract description 39
- 230000003628 erosive effect Effects 0.000 title claims abstract description 37
- 238000000034 method Methods 0.000 title claims abstract description 19
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 215
- 238000011010 flushing procedure Methods 0.000 claims abstract description 81
- 239000010410 layer Substances 0.000 claims abstract description 56
- 239000011148 porous material Substances 0.000 claims abstract description 49
- 230000009471 action Effects 0.000 claims abstract description 29
- 230000008859 change Effects 0.000 claims abstract description 20
- 239000007850 fluorescent dye Substances 0.000 claims abstract description 8
- 239000002344 surface layer Substances 0.000 claims abstract description 8
- 238000007789 sealing Methods 0.000 claims abstract description 5
- 238000009738 saturating Methods 0.000 claims abstract description 3
- 230000006835 compression Effects 0.000 claims description 57
- 238000007906 compression Methods 0.000 claims description 57
- 239000002245 particle Substances 0.000 claims description 39
- 239000005388 borosilicate glass Substances 0.000 claims description 9
- 239000012153 distilled water Substances 0.000 claims description 9
- 230000000694 effects Effects 0.000 claims description 7
- 238000013508 migration Methods 0.000 claims description 7
- 230000005012 migration Effects 0.000 claims description 7
- 238000002360 preparation method Methods 0.000 claims description 4
- 238000002156 mixing Methods 0.000 claims description 2
- 239000012780 transparent material Substances 0.000 claims description 2
- 238000005516 engineering process Methods 0.000 abstract description 3
- 238000001499 laser induced fluorescence spectroscopy Methods 0.000 abstract description 3
- 238000009826 distribution Methods 0.000 abstract description 2
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- 230000007246 mechanism Effects 0.000 description 5
- 210000003128 head Anatomy 0.000 description 4
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- 230000003204 osmotic effect Effects 0.000 description 4
- 238000004088 simulation Methods 0.000 description 4
- 239000000463 material Substances 0.000 description 3
- 238000011160 research Methods 0.000 description 3
- 238000009991 scouring Methods 0.000 description 3
- 238000010998 test method Methods 0.000 description 3
- 230000009286 beneficial effect Effects 0.000 description 2
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- 238000005520 cutting process Methods 0.000 description 2
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- 239000000203 mixture Substances 0.000 description 2
- 238000012544 monitoring process Methods 0.000 description 2
- 229920006395 saturated elastomer Polymers 0.000 description 2
- 238000004162 soil erosion Methods 0.000 description 2
- NIXOWILDQLNWCW-UHFFFAOYSA-N acrylic acid group Chemical group C(C=C)(=O)O NIXOWILDQLNWCW-UHFFFAOYSA-N 0.000 description 1
- 238000004458 analytical method Methods 0.000 description 1
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/56—Investigating resistance to wear or abrasion
- G01N3/567—Investigating resistance to wear or abrasion by submitting the specimen to the action of a fluid or of a fluidised material, e.g. cavitation, jet abrasion
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
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- G01N3/06—Special adaptations of indicating or recording means
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Abstract
The invention relates to a device and a method for testing slope flow-seepage flow jointly eroded wide-grade soil, wherein the device comprises a sample tube, the upper end of the sample tube is connected with a flow guide frame in a sealing way, two ends of the flow guide frame are respectively connected with a flushing water pipe and a collecting water pipe in a sealing way, water sequentially passes through the flushing water pipe and the flow guide frame and then flows into the collecting water pipe after flushing the surface layer of the sample, and the flushing water pipe, the flow guide frame and the collecting water pipe are all rigid pipes; saturating the sample with a solution incorporating the fluorescent dye; the seepage water pipe and the flushing water pipe are respectively and fixedly connected with a first flow valve and a second flow valve. According to the scheme, a laser-induced fluorescence technology is adopted, after the test, the sample is screened, the grain distribution curve of each layer of soil is recorded, the change of the pore structure of the soil skeleton is revealed together, and the erosion characteristics of the wide-grade soil under the combined action of slope flow and seepage flow can be quantitatively evaluated.
Description
Technical Field
The invention belongs to the technical field of geotechnical engineering and engineering geology, and particularly relates to a device and a method for testing slope flow-seepage co-erosion wide-grading soil.
Background
The wide-graded soil is a secondary loose stack formed by geological actions such as weathering, carrying and depositing in the fourth period, is a natural soil-stone mixture with extremely uneven particle size, and is also a main source of a stack landslide widely distributed in the nature.
The wide-graded soil body structurally forms a framework by coarse particles, and the porosity is large, so that the soil body is loose in structure, poor in compactness and uneven. The loose and complex pore structure characteristics make the soil body destruction mechanism extremely complex. On the microscopic level, fine particles of the wide-level soil body easily pass through a framework formed by coarse particles under the action of the osmotic force of water to cause the change of local pore ratio, thereby changing the macroscopic physical and mechanical properties of the soil body and reducing the erosion and scouring resistance of the soil body. However, the influence mechanism of the internal structure evolution of the wide-grade soil on the erosion resistance characteristics of the wide-grade soil cannot be clearly known at present, and the risk evaluation research of the disaster of the wide-grade soil is restricted.
The indoor test is an important method for revealing the migration and evolution process of the wide-grade soil particles, and at present, researches on the seepage process of the wide-grade soil have some research results, but the test device and the method for the soil erosion process under the combined action of slope flow and seepage are not considered at the same time. Prior art 1: xie Li A model experiment of slope flow-seepage coupling erosion [ J ], chinese scientific paper, month 5 of 2013, 8 (5) the document discloses an experimental device for simulating slope erosion, but the device can not monitor the pressure at each elevation in soil body when slope flow and seepage act together, and can not control the flow velocity of slope flow, so that experimental data of different groups of slope flow can not be obtained to explore the influence of the flow velocity of slope flow on soil erosion characteristics; the device can not observe the migration process of particles in the soil body, and further can not ascertain the internal evolution process of the soil skeleton of the soil body under the erosion action and the influence mechanism of experimental conditions on the erosion resistance characteristics of the soil body.
Prior art 2: the invention relates to a Chinese patent with the application number 202310539498.8, which is a test device and a method for simulating excavation erosion of a water-contained layer in a near tunnel.
Disclosure of Invention
The invention aims to solve the problems that the current test device cannot be used for observing and calculating the erosion characteristics of the wide-grade soil under the combined action of slope flow and seepage, and cannot demonstrate the internal structure change process of the wide-grade soil under the combined action of slope flow and seepage, and provides a test device and a test method for the wide-grade soil under the combined action of slope flow and seepage.
The invention adopts the following technical scheme:
the test device comprises a bracket, wherein a sample tube for filling a sample is fixedly connected to the bracket, the sample tube is made of transparent material, the upper end of the sample tube is open, and the upper end of the sample is flush with the upper end of the sample tube;
the lower surface wall of the sample tube is provided with a seepage water inlet hole, and the sample tube is fixedly connected with a seepage water tube for adding water into the sample tube through the seepage water inlet hole;
the upper end opening of the sample cylinder is hermetically connected with a flow guiding frame, two ends of the flow guiding frame are respectively hermetically connected with a flushing water pipe and a collecting water pipe, and water sequentially passes through the flushing water pipe and the flow guiding frame and flushes the surface layer of the sample and then enters the collecting water pipe;
the test device further comprises a data acquisition assembly for shooting samples and acquiring data, the data acquisition assembly comprises a data acquisition instrument, the seepage water pipe, the flushing water pipe and the flow guiding frame are all rigid pipes, the seepage water pipe and the flushing water pipe are respectively and correspondingly connected with a first flow valve and a second flow valve, and the first flow valve and the second flow valve are electrically connected with the data acquisition instrument.
The sample in the sample cylinder is controlled to generate starting erosion under the action of seepage flow by adjusting the flow of the first flow valve and the second flow valve, and meanwhile, the sample is also controlled to generate starting erosion under the action of slope flow, and the starting erosion time is judged.
Further, the simulated soil is filled in the sample tube in a layered mode to form a sample, the inside of the sample is uniform and does not layered, a plurality of layers of pore pressure sensors are arranged in the sample along the height direction of the sample, each layer of pore pressure sensors comprises a plurality of pore pressure sensors, each layer of pore pressure sensors is arranged in a circumferential array of the axis of the sample tube, the pore pressure sensors are electrically connected with the data acquisition instrument, and pressure data of different heights inside the sample can be obtained through the pore pressure sensors. Because the pore pressure sensor is electrically connected with the data acquisition instrument, the soil at different heights inside the sample can be explored in slope flow and seepage erosion tests, the pressure data under the action of slope flow and seepage flow can be compared with the data of the pore pressure sensor before erosion and the data of the pore pressure sensor in the erosion process of slope flow and seepage flow, and the pressure change condition at different heights inside the sample in the erosion process of slope flow and seepage flow can be analyzed.
Further, the seepage water pipe is connected with a seepage water tank, and the seepage water tank is connected with a first air compression device for adjusting the water pressure in the seepage water tank; the flushing water pipe is connected with a flushing water tank, the flushing water tank is connected with a second air compression device for adjusting the water pressure in the flushing water tank, and the first air compression device and the second air compression device are electrically connected with the data acquisition instrument.
The first air compression device is used for increasing the air pressure in the seepage water tank, the air pressure forces the pressure of water in the seepage water pipe to be increased, so that the water in the seepage water pipe flows under pressure, and then flows into the sample tube from the bottom end of the sample tube, and seepage from bottom to top is formed in the sample tube; the pressure is different, and the velocity of flow of seepage water pipe is also different, and the seepage pressure effect that produces is also different, can simulate high pressure water head like this.
Similarly, the air pressure in the flushing water tank is increased by the second air compression device, the pressure of the water in the flushing water pipe is forced to be increased, the water in the flushing water pipe flows in an accelerating mode, the water in the flushing water pipe flushes the surface of the sample horizontally, slope flows are generated on the surface of the sample, the pressure is different, the flow speed of the water in the flushing water pipe is also different, and the flushing flow speed of the water on the surface of the sample is also different. In summary, the first air compression device and the second air compression device can respectively change the seepage intensity and the slope flow intensity of the test device, and can obtain multiple groups of data under different conditions, so that transverse and longitudinal data comparison can be carried out, and slope flows under different environments, such as flushing of water with different heights, can be simulated.
The first flow valve and the second flow valve are used for respectively controlling the seepage flow and the slope flow, so that the effects brought by the seepage pressure and the slope flow velocity can be longitudinally explored under the condition of changing the pressure of the first air compression device and the second air compression device, and the test data result and the types are more various.
Further, one end of the flushing water pipe far away from the flow guiding frame is provided with a collecting tank, a hanging basket is arranged in the collecting tank, an opening is formed above the hanging basket, the opening is positioned right below one end of the flushing water pipe far away from the flow guiding frame, and the aperture of the hanging basket is smaller than the particle size of the simulated soil.
The flushing water pipe flushes soil on the surface of the sample into the collecting water pipe, and then enters the hanging basket from the opening of the hanging basket through the collecting water pipe, and because the aperture of the hanging basket is smaller than the particle size of the simulated soil, the simulated soil cannot be discharged from the hanging basket, and only water is discharged from the hanging basket. The hanging basket achieves the purpose of collecting the flushed simulated soil, and is convenient for weighing the total weight of the flushed sample.
Further, fixedly connected with link plate in the pond gathers materials, the hanging basket is in the below of link plate, is equipped with tension sensor between hanging basket and the link plate, tension sensor's one end and link plate fixed connection, tension sensor's the other end and hanging basket fixed connection, the link plate is passed to the one end that gathers materials the water pipe and keep away from the water conservancy diversion frame, tension sensor and data acquisition appearance electric connection.
The simulated soil collected in the hanging basket can change the pulling force value of the hanging basket to the pulling force sensor, the pulling force sensor converts a pulling force signal into an electric signal and then transmits the electric signal to the data acquisition instrument, the data acquisition instrument obtains the integral weight of the hanging basket and the simulated soil in the hanging basket according to the size of the electric signal, the net weight of the hanging basket is subtracted, the total weight of the washed sample can be obtained, and the formula can be usedE=△m/△tCalculating the erosion rate of the wide-grade soil under the combined action of slope flow and seepage flow, whereinEIs the variable quantity of soil mass in unit time, deltamIs the mass change of soil masstTime is; soil particles with different particle diameters can be sieved out and respectively weighed, so that the loss amount of the soil particles with different particle diameters under different test conditions can be obtained. The total weight is obtained by using the tension sensor, and an operator is not required to manually weigh the sample.
Further, the sample cylinder is filled with a layer of gravel cushion, and the sample is paved on the gravel cushion.
The gravel cushion layer is arranged between the seepage water flow and the sample, so that the seepage water flow cannot directly contact the sample, but firstly flows stably through the gravel cushion layer and then seeps to the sample, and the seepage water flow is more stable, so that the test phenomenon is more real.
A testing method for slope flow-seepage co-erosion wide-grading soil comprises the following steps:
s1: filling the simulated soil in an unsaturated state on the gravel cushion layer in a layered manner, and paving a pore pressure sensor at the layered filling position; fully saturating the sample with distilled water solution, and doping fluorescent dye into the distilled water solution;
s2: pressurizing the inside of the seepage water tank by using a first air compression device, keeping the first air compression device at a certain pressure value, gradually opening a first flow valve, gradually and finely adjusting the flow from zero to increase until soil particles in the sample tube are obviously observed to move by naked eyes, keeping the first flow valve still, and recording the pressure value of the first air compression device, the values of all pore pressure sensors and the flow value of a second flow meter at the moment;
s3: pressurizing the flushing water tank by using a second air compression device, keeping the second air compression device at a certain pressure value, gradually opening a second flow valve, gradually and finely adjusting the flow from zero to increase until the surface of the sample is obviously observed to generate flushing by naked eyes, and recording the pressure value of the second air compression device and the flow value of the first flow valve at the moment;
s4: keeping the first flow valve and the second flow valve open according to the flow values, keeping the pressure values of the first air compression device and the second air compression device unchanged, observing the change condition of the sample under the combined action of seepage and surface flow, taking a picture by a digital camera at intervals of 1s, transmitting the picture to a data acquisition instrument, calculating the porosity of the sample at different moments after the picture is binarized by the data acquisition instrument, recording the change of the porosity of the sample by the data acquisition instrument, and recording the change of the quality of the washed soil by a tension sensor;
when the naked eyes observe that the water flow in the flushing water pipe can not carry the soil on the surface layer of the sample any more, the first flow valve and the second flow valve are closed, and the water supply is stopped;
s5: the samples in the sample cylinder are firstly kept stand for 24 hours, then dried for 12 hours, the samples are downwards layered and sampled from the top of the sample cylinder, the thickness of the layered sampling is kept consistent with the thickness of the layered filling sample preparation, each layer of samples is sieved, and the grading curve of each layer of soil is recorded; comparing and analyzing the grading curve of each layer of soil recorded after the erosion test with the grading curve before the test, and determining the migration rule of soil particles in the sample along the height direction of the sample under the joint erosion action of slope flow and seepage under the pressure value of the first air compression device and the second air compression device;
s6: the method comprises the steps of keeping a first flow valve and a second flow valve unchanged, respectively adjusting the pressure value of a first air compression device in the step S2 and the pressure value of a second air compression device in the step S3, adjusting the pressures in a seepage water tank and a flushing water tank, simulating different seepage pressure and slope flow velocity, filling samples in the same manner as the step S1, repeating the steps S1-S5, and exploring the flushing effect on wide-grade soil under different seepage pressure and slope flow velocity.
In step S1, a layer of gravel pad is laid on the inner bottom surface of the sample tube, and a plurality of hole pressure sensors are laid on the upper surface of the gravel pad.
Further, in the step S1, the simulated soil is formed by uniformly mixing borosilicate glass particles with various particle sizes, the mass of each borosilicate glass particle with various particle sizes is known, a part of the simulated soil is paved on a gravel cushion layer and compacted, a pore pressure sensor is paved on the surface of the layer of soil, then a second layer of soil is paved in the same way until a sample cylinder is filled, so that a sample with uniform internal structure is formed, and the whole inside of the sample is uniform and non-layered although the pore pressure sensor is paved in a layered manner.
The beneficial effects are that:
compared with the prior art 1 mentioned in the background art, the scheme is characterized in that the first flow valve and the second flow valve are slowly opened, so that the sample in the sample tube is subjected to starting erosion under the action of seepage and slope flow, and the erosion starting time can be accurately judged. In the prior art 1, seepage is carried out directly through a seepage water tank, and slope flow is realized directly through a water supply tank, so that the soil particles cannot be judged when erosion is started. In addition, the prior art 1 adopts an open type water tank design, and it is difficult to ensure uniform and stable water flow of slope flow and seepage flow at various positions of the water tank, which causes inaccurate conditions of seepage flow and slope flow provided by the water tank. Therefore, the control degree of slope flow and seepage flow is more accurate and reliable.
In practical situations, a plurality of steep side slopes exist, and the wide-grade soil distribution of the side slopes is influenced by steep terrains, so that the speed of slope fluid flowing on the surface of the soil body is high, and the soil body is influenced by a high-pressure water head, so that the seepage force in the soil body is high. The scheme is provided with the first air compression device and the second air compression device, and the pressure can be adjusted according to actual conditions, so that the flow velocity of water in the seepage water pipe and the flushing water pipe can be respectively changed, and the seepage pressure and the slope flow velocity under the action of the high-pressure water head can be simulated. In the prior art 1, only seepage and slope flow on the experimental scale of the model are considered, and compared with the seepage and slope flow, the solution provided by the invention is more fit with the actual situation.
This scheme has set up a plurality of pore pressure sensor along sample height, compares in two prior art of record in the background art, and this scheme can explore under seepage flow and domatic flow influence jointly, and the inside pore pressure change condition of the inside different elevating positions department pore structure change of sample that brings of soil body. The change of pore pressure is the quantity of the mechanical characteristics of the wide-level soil, so that the scheme can be more beneficial to reveal that the seepage effect changes the soil framework, thereby affecting the influence mechanism of the erosion characteristics of the soil body against slope flow scouring.
This scheme has set up hanging basket and tension sensor, collects the soil that is erodeed away through hanging basket, reads the quality of recording this part of soil in real time through tension sensor. According to the formulaE=△m/△tAnd calculating the erosion rate of the wide-grade soil under the combined action of slope flow and seepage flow. By comparison of the different combinations of testsEAnd quantitatively evaluating the erosion rate of the wide-grade soil under the combined action of slope flow and seepage flow.
The scheme adopts a laser-induced fluorescence technology to record the grading curve of each layer of soil and jointly reveal the changing path of the soil skeleton pore structure. The laser-induced fluorescence technology can observe the evolution of the soil skeleton pore structure under the action of seepage in real time, record the grading curve of each layer of soil after the test, compare the difference before and after the analysis test, and can ascertain the migration rule of soil particles in the sample under the action of seepage.
Drawings
FIG. 1 is a schematic view of the overall structure of the present device;
FIG. 2 is a top view of the sample cartridge, aggregate water line and flush water line connected together and cut horizontally;
FIG. 3 is a portion of an exploded view of a flush tube, a baffle box, and a collector tube;
FIG. 4 is a sample image taken by a digital camera at a certain time;
FIG. 5 is a view of a first image of a digital camera captured by a data acquisition instrument binarized;
fig. 6 is a binary image of an image captured by a digital camera by the data acquisition device.
Reference numerals: 1. a bracket; 2. a sample tube; 3. a gravel pack; 4. a sample; 5. a seepage water pipe; 6. a seepage water tank; 7. a first flow valve; 8. flushing the water pipe; 9. a second flow valve; 10. flushing the water tank; 11. an aggregate water pipe; 12. a flow guiding frame; 13. a collection pool; 14. hanging basket; 15. an opening; 16. a data acquisition instrument; 17. a tension sensor; 18. a hanging plate; 19. a pore pressure sensor; 20. a laser emitter; 21. a digital camera; 22. a first flowmeter; 23. a second flowmeter.
Detailed Description
For the purpose of making the objects, technical solutions and advantages of the embodiments of the present invention more apparent, the technical solutions of the present invention will be clearly and completely described below with reference to the accompanying drawings, and it is apparent that the described embodiments are some embodiments of the present invention, but not all embodiments. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
Example 1
A testing device for slope flow-seepage co-erosion wide-grading soil comprises a water flow simulation assembly, a transparent sample simulation assembly and a data acquisition assembly. The three components work cooperatively to jointly realize the test of jointly eroding the wide-grade soil by slope flow and seepage.
See fig. 1, wherein a transparent sample simulation assembly comprises:
a bracket 1 placed on the ground;
the sample tube 2 is internally provided with a cavity and is fixed on the bracket 1, and the sample tube 2 is made of a transparent acrylic plate; the whole body is cuboid, and the upper end of the sample cylinder 2 is open;
the gravel cushion layer 3 is filled on the inner bottom surface of the cavity of the sample tube 2, and the gravel cushion layer 3 covers the inner bottom surface of the sample tube 2; the left-right direction in fig. 1 is set to be long, and the direction perpendicular to the paper surface in fig. 1 is set to be wide.
The sample 4 is paved on the upper surface of the gravel cushion layer 3, and the length and width of the sample 4 are consistent with those of the cavity of the sample cylinder 2; borosilicate glass particles with different particle diameters are uniformly mixed to simulate transparent wide-graded rock soil; in this example, the gravel size in the gravel pack 3 is 2 times larger than the maximum simulated soil size and less than 1/5 the width of the cartridge 2. Sample 4 was placed in a solution (distilled water) to absorb the liquid, brought to saturation, and a fluorescent dye was incorporated in the solution.
In this example, the samples were formed by filling layers, and each layer was filled with a borosilicate glass particle mixture (simulated soil), which will be referred to as soil for convenience of description. In the case of laying the sample 4, the lowest layer of soil is laid on the gravel bed 3, the second layer of soil from bottom to top is laid on the lowest layer of soil, the third layer of soil from bottom to top is laid on the second layer of soil from bottom to top, and so on. In this embodiment, the height of the soil filled in each layer is set to 100mm, and when the soil filled in the topmost layer is less than 100mm, the top end of the sample tube 2 is fully filled. Layered paving is adopted to fully compact and uniformly fill so that the obtained sample is uniform and does not delaminate.
Referring to fig. 1, the water flow simulation assembly includes:
one end of a seepage water pipe 5 is fixed on the lower surface wall of the sample cylinder 2; the lower surface wall of the sample tube 2 is provided with a seepage water inlet hole (not shown), the seepage water pipe 5 is communicated with the cavity of the sample tube 2 through the seepage water inlet hole and is sealed, and the aperture of the seepage water inlet hole is equal to the inner diameter of the seepage water pipe 5; a first flow valve 7 for controlling the flow in the seepage water pipe 5 is fixed on the seepage water pipe 5;
the other end of the seepage water pipe 5 is communicated with the seepage water tank 6 and is fixed on the seepage water tank 6; the seepage water tank 6 is externally connected with a first air compression device (not shown) with adjustable pressure, the first air compression device changes the air pressure in the seepage water tank 6 by charging and discharging air into the seepage water tank 6, after the air pressure in the seepage water tank 6 is changed, the air pressure in the seepage water tank 6 also changes the pressure of water in the seepage water tank 6, so that the water with pressure flows to the seepage water pipe 5, the water flows into the sample tube 2, and seepage is generated upwards from the bottom of the sample 4; the first air compression device serves the purpose of varying the osmotic pressure of the osmotic flow, mainly in order to simulate different osmotic pressures.
A flushing water pipe 8 comprising a flared pipe section and a straight pipe section (see fig. 2) which are integrally arranged; horizontally cutting the flushing water pipe 8, and viewing the flushing water pipe from a top view, wherein the projection of the flared pipe section is isosceles trapezoid; the caliber of one end of the water outlet of the flaring pipe section is large, and the caliber of one end of the water inlet is small; the width of the large-caliber end of the flaring pipe section is equal to the width of the sample tube 2, and the lower surface wall of the flaring pipe section is level with the upper surface wall of the sample tube 2 (see figure 1); one end of the large caliber of the flaring pipe section is fixed on the outer wall of the sample cylinder 2. The caliber of one end of the straight pipe section is equal to that of one small caliber of the flaring pipe section, and one end of the straight pipe section is fixedly connected and communicated with one end of the small caliber of the flaring pipe section. A second flow valve 9 for controlling the flow in the flushing water pipe 8 is fixed on the flushing water pipe 8, and a first flow meter 22 for monitoring the flow in the flushing water pipe 8 is fixed on the flushing water pipe 8;
the other end of the straight pipe section of the flushing water pipe is fixed on the flushing water tank 10 and is communicated with a cavity in the flushing water tank 10; the flushing water tank 10 is externally connected with a second air compression device (not shown) with adjustable pressure, the second air compression device changes the air pressure in the flushing water tank 10 through inflation and deflation, and after the air pressure in the flushing water tank 10 is changed, the air pressure in the flushing water tank 10 also changes the pressure of water in the flushing water tank 10, so that the water with pressure flows to a flushing water pipe 8 to flush the surface of a sample 4 in the sample cylinder 2; the second air compressor serves the purpose of varying the flow rate of the flushing water flow (i.e. the flow rate of the slope flow), mainly to simulate the flow rate of water flushing at different heights.
The aggregate water pipe 11 has the same structure as the flushing water pipe 8 and comprises a flaring pipe section and a straight pipe section which are integrally arranged (see figure 2); the two outer walls opposite to the flushing water pipe 8 are respectively fixed on the sample cylinder 2; horizontally cutting the aggregate water pipe 11, and viewing the projection of the flaring pipe section in a top view to form an isosceles trapezoid; the caliber of one end of the water inlet of the flaring pipe section is large, and the caliber of one end of the water outlet is small; the width of the large-caliber end of the flaring pipe section is equal to the width of the sample tube 2, and the lower surface wall of the flaring pipe section is leveled with the upper surface wall of the sample tube 2; one end of the large caliber of the flaring pipe section is fixed on the outer wall of the sample cylinder 2. The caliber of one end of the straight pipe section is equal to that of one small caliber of the flaring pipe section, and one end of the straight pipe section is fixedly connected and communicated with one end of the small caliber of the flaring pipe section. A second flowmeter 23 for monitoring the flow rate in the aggregate water pipe 11 is fixed on the aggregate water pipe 11.
The collecting water pipe 11 and the flushing water pipe 8 are rigid pipes and cannot be deformed under the pressure action of the first air compression device and the second air compression device.
The flow guiding frame 12 is in a shape of (see fig. 3), and an opening 15 of the flow guiding frame 12 faces downwards; the device comprises a transverse plate and two vertical plates, wherein a flow guiding frame 12 is fixedly connected with a collecting water pipe 11 and a flushing water pipe 8 respectively and hermetically arranged along two surface walls of the length direction of a sample cylinder 2. The lower ends of the two vertical plates are fixedly connected with the upper surface wall of the sample tube 2 and are in sealing arrangement, the distance between the two vertical plates is equal to the width of the sample tube 2, and the length of the flow guiding frame 12 is equal to the length of the sample tube 2. The flow guiding frame 12 is used for connecting and communicating the flushing water pipe 8 and the collecting water pipe 11; the lower opening of the flow guiding frame 12 is positioned above the opening of the sample cylinder 2. The flushing water pipe 8, the flow guiding frame 12 and the material collecting water pipe 11 are sequentially and fixedly connected to form a whole, the whole is recorded as a flushing main pipe, the flushing main pipe covers the opening at the top of the sample tube 2, and water in the flushing main pipe can flush the surface layer of the sample; the flow direction of the water flow of the flushing header pipe is as follows: the water flow flows from the flushing water pipe 8 to the collecting water pipe 11 through the flow guiding frame 12.
The aggregate pool 13 is placed on the ground and is positioned at the other end of the straight pipe section of the aggregate water pipe 11, and the other end of the straight pipe section of the aggregate water pipe 11 is arranged in a downward extending mode and is positioned in the aggregate pool 13.
A hanging basket 14 suspended in the aggregate pool 13. A hanging plate is fixed in the aggregate pool 13, the hanging plate 18 is positioned above the hanging basket 14, the hanging basket 14 is hung on the lower surface of the hanging plate 18, the bottom end of the hanging basket 14 is suspended, and the water level of the aggregate pool 13 is lower than that of the hanging basket 14, so that the water in the aggregate pool 13 is prevented from generating buoyancy to the hanging basket 14; the basket 14 has a pore size less than the minimum size of borosilicate glass particles. The top of the hanging basket 14 is provided with an opening 15, the opening 15 is positioned right below the straight pipe section of the collecting water pipe 11, and the opening 15 and the lower Fang Jianju of the straight pipe section of the collecting water pipe 11 are very small, so that water leakage is prevented. The basket 14 ensures that only the washed borosilicate glass particles remain in the basket 14 and water flows into the aggregate pool 13.
The data acquisition assembly includes:
and a data acquisition device 16 for receiving and analyzing the data. The data acquisition device 16 may be a computer with various data ports, and the interface of the acquisition unit of all the signals mentioned later can be adapted and connected with the data acquisition device 16 to realize data transmission.
The upper end of the pull force sensor 17 is fixedly connected with the lower end of the hanging plate 18, the lower end of the pull force sensor is fixedly connected with the hanging basket 14, the hanging basket 14 naturally sags by means of self gravity, the hanging basket 14 only pulls the pull force sensor 17 by means of gravity, and the bottom end of the hanging basket 14 is in a hanging state. When the tension sensor 17 senses tension, the stress of the elastic element in the tension sensor is changed, the stress is converted into an electric signal, and the electric signal is transmitted to the data acquisition instrument 16. The pull force of the pull sensor 17 is the weight of the basket 14 plus the weight of the soil in the basket 14.
A plurality of pore pressure sensors 19 buried in the sample and located at different heights of the sample for measuring pore pressures at different height positions inside the sample 4; and an opening for the data wire of the pore pressure sensor to pass through is correspondingly formed in the side wall of the sample barrel 2, so that the data wire is sealed and watertight at the opening. When the sample is filled in layers, each layer is provided with a plurality of pore pressure sensors 19, each layer of soil is paved with a plurality of pore pressure sensors 19, and before filling the soil, the gravel layer is paved with a plurality of pore pressure sensors 19. In this embodiment, there are at least 4 pore pressure sensors 19 per layer, and 4 pore pressure sensors 19 per layer are arranged in a circumferential array along the axis of the cartridge 2. The distance between the adjacent upper and lower hole pressure sensors 19 is not more than 1/(n-1) times the height of the sample (where n is the total number of all hole pressure sensors). The pore pressure sensor 19 is a pressure sensor, converts the pressure of the sample 4 at different height positions into an electric signal, and transmits the electric signal to the data acquisition instrument 16.
The laser emitter 20 emits laser toward the sample tube 2 to excite the fluorescent dye particles in the flow field of the sample 4 to a high-energy state, and the fluorescent dye particles release fluorescent photons.
The digital camera 21 is used for shooting fluorescent photons in the flow field of the sample 4 and the sample 4, and transmitting the fluorescent photons and the sample 4 to the data acquisition instrument 16, and the data acquisition instrument 16 displays pictures of internal pores of the sample 4 under the action of seepage and slope flow through image binarization processing. The observation plane of the digital camera 21 is selected: the vertical plane of the central axis of the side where the width of the sample tube 2 is located is used as an observation surface.
As shown in fig. 4, an original photograph of the specimen 4 taken by the digital camera 21, in which the specimen 4 presents a dark spot. Fig. 5 and 6 are photographs of a sample obtained by binarizing an image of the data acquisition instrument 16, and white portions of fig. 5 and 6 represent particles and pores of the sample, respectively. The porosity at this point in time was quantitatively characterized by calculating the area ratio of the white portion to the whole picture in fig. 6. By shooting at different moments, the internal porosity evolution rule of the sample 4 under the action of seepage and slope flow can be summarized. The digital camera 21 is a motion camera with a wireless transmission function, and is wirelessly connected to the data acquisition device 16 to transfer image data in real time.
Example 2
A test method for slope flow-seepage co-erosion wide-grading soil comprises the following steps,
s1: paving a layer of gravel cushion layer 3 on the inner bottom surface of the sample tube 2, paving a hole pressure sensor 19 on the upper surface of the gravel cushion layer, layering and filling unsaturated soil on the gravel cushion layer, and paving the hole pressure sensor 19 at the layered filling position; placing the sample in distilled water solution to enable the sample to fully absorb water to reach a saturated state, and doping fluorescent dye into the distilled water solution;
borosilicate glass particles with various particle diameters with known mass are uniformly mixed, the soil for preparing the sample 4 is simulated, a part of the soil is paved on the gravel cushion 3 and compacted, a pore pressure sensor 19 is paved on the surface of the soil, and then a second layer of soil … is paved in the same manner until the sample cylinder 2 is filled, so that a sample with uniform internal structure is formed. According to the standard steps of the GB/T50123-2019 geotechnical test method, the sample 4 is placed in distilled water solution to enable the sample to fully absorb water to reach a saturated state, and fluorescent dye is doped into the distilled water solution.
S2: pressurizing the inside of the seepage water tank 6 by using a first air compression device, keeping the first air compression device at a certain pressure value, gradually opening the first flow valve 7, gradually and finely adjusting the flow from zero until the soil particles in the sample tube 2 are obviously observed to move by naked eyes, keeping the first flow valve 7 still, and recording the pressure value of the first air compression device, the numerical value of each pore pressure sensor 19 and the flow of the second flow meter 23 at the moment;
s3: pressurizing the flushing water tank 10 by using a second air compression device, keeping the second air compression device at a certain pressure value, gradually opening a second flow valve 9, gradually and finely adjusting the flow from zero until the surface of the sample 4 is obviously observed to be flushed by naked eyes, and recording the pressure value of the second air compression device and the flow of the first flowmeter 22 at the moment;
s4: keeping the first flow valve 7 and the second flow valve 9 open according to the flow, keeping the pressure values of the first air compression device and the second air compression device unchanged, observing the change condition of the sample under the combined action of seepage and surface flow, taking a picture at intervals of 1s by a digital camera 21, transmitting the picture to a data acquisition instrument 16, calculating the porosity of the sample 4 at different moments after the picture is binarized by the data acquisition instrument 16, recording the change of the porosity of the sample 4 by the data acquisition instrument 16, and recording the change of the quality of the washed soil by a tension sensor 17;
when the tangential water flow (water flow in the flushing pipe 8) is observed by naked eyes and the sample 4 on the surface layer can not be carried any more, the first flow valve 7 and the second flow valve 9 are closed, and the water supply is stopped.
S5: the sample 4 in the sample tube 2 is firstly kept stand for 24 hours, then dried for 12 hours, the sample is downwards layered from the top of the sample tube, the thickness of the layered sample is consistent with the thickness of the layered filling sample preparation, namely the thickness of the sample is downwards layered from the surface layer of the sample, and the thickness of the excavated sample of each layer is as follows: from the upper surface of the sample down to the plane of the nearest pore pressure sensor 19. The extracted soil is screened and the grading curve of each layer of soil is recorded (grading curve: the particle size of soil particles is plotted as horizontal axis and the cumulative percentage of soil particles is plotted as vertical axis); and comparing and analyzing the grading curve of each layer of soil recorded by screening after the erosion test with the grading curve before the test, and determining the migration rule of soil particles in the sample along the height direction of the sample under the joint erosion action of slope flow and seepage under the pressure.
S6: the states of the first flow valve 7 and the second flow valve 9 are kept unchanged, the pressure value of the first air compression device in the step S2 and the pressure value of the second air compression device in the step S3 are respectively adjusted, the pressures in the seepage water tank 6 and the flushing water tank 10 are adjusted, different seepage pressure and slope flow velocity are simulated, the sample 4 is filled in the same manner as the step S1, the steps S1-S5 are repeated, and the flushing effect on the wide-grading soil under different seepage pressure and slope flow velocity can be explored.
The seepage pressure and the slope flow velocity under the action of the high-pressure water head can be simulated by changing the pressure of the seepage water tank 6 and the flushing water tank 10.
And under different test combination conditions, the mass change of the sample, the pore pressure and the migration of soil particles in the sample along the height direction of the sample are compared, so that the erosion characteristics of the wide-grade soil under the combined action of slope flow and seepage can be quantitatively evaluated.
Pore pressure recorded by the pore pressure sensor 19 is the quantity directly reflecting the mechanical characteristics of the wide-level soil and is used for revealing the influence mechanism of the seepage effect on changing the soil skeleton so as to influence the erosion characteristics of the soil body against slope flow scouring.
With the above-described preferred embodiments according to the present invention as an illustration, the above-described descriptions can be used by persons skilled in the relevant art to make various changes and modifications without departing from the scope of the technical idea of the present invention. The technical scope of the present invention is not limited to the description, but must be determined according to the scope of claims.
Claims (8)
1. The test device is characterized by comprising a bracket, wherein a sample tube for filling a sample is fixedly connected to the bracket, the sample tube is made of transparent materials, the upper end of the sample tube is open, and the upper end of the sample is flush with the upper end of the sample tube;
the lower surface wall of the sample tube is provided with a seepage water inlet hole, and a seepage water pipe for adding water into the sample tube is connected in the seepage water inlet hole;
the upper end opening of the sample tube is connected with a flow guiding frame in a sealing way, and two ends of the flow guiding frame are respectively connected with a flushing water pipe and a collecting water pipe in a sealing way; the water sequentially passes through the flushing water pipe, the flow guiding frame and the surface layer of the flushing sample and then enters the water collecting pipe;
the test device further comprises a data acquisition assembly for shooting samples and acquiring data, the data acquisition assembly comprises a data acquisition instrument, the seepage water pipe, the flushing water pipe and the flow guiding frame are rigid pipes, the seepage water pipe and the flushing water pipe are respectively and correspondingly connected with a first flow valve and a second flow valve, and the first flow valve and the second flow valve are electrically connected with the data acquisition instrument.
2. The device for testing the slope flow-seepage common erosion wide-grading soil according to claim 1, wherein the simulated soil is layered and filled in the sample barrel to form a sample, the inside of the sample is uniform and non-layered, a plurality of layers of pore pressure sensors are arranged in the sample along the height direction of the sample, each layer of pore pressure sensors comprises a plurality of pore pressure sensors, each layer of pore pressure sensors is arranged in a circumferential array on the axis of the sample barrel, and the pore pressure sensors are electrically connected with the data acquisition instrument.
3. The device for testing the slope flow-seepage co-erosion wide-grade soil according to claim 2, wherein the seepage water pipe is connected with a seepage water tank, and the seepage water tank is connected with a first air compression device for adjusting the water pressure in the seepage water tank; the flushing water pipe is connected with a flushing water tank, the flushing water tank is connected with a second air compression device for adjusting the water pressure in the flushing water tank, and the first air compression device and the second air compression device are electrically connected with the data acquisition instrument.
4. A slope flow-seepage flow joint erosion wide-grade soil preparation test device according to claim 3, wherein one end of the flushing water pipe far away from the flow guiding frame is provided with an aggregate pool, a hanging basket is arranged in the aggregate pool, an opening is arranged above the hanging basket, the opening is positioned under one end of the flushing water pipe far away from the flow guiding frame, and the aperture of the hanging basket is smaller than the particle size of the simulated soil.
5. The device for testing the slope flow-seepage common erosion wide-grading soil according to claim 4, wherein a hanging plate is fixedly connected in the collection tank, a hanging basket is arranged below the hanging plate, a tension sensor is arranged between the hanging basket and the hanging plate, one end of the tension sensor is fixedly connected with the hanging plate, the other end of the tension sensor is fixedly connected with the hanging basket, one end of the collection water pipe, which is far away from the diversion frame, penetrates through the hanging plate, and the tension sensor is electrically connected with the data acquisition instrument.
6. A method for testing slope flow-seepage co-erosion wide-grading soil, which is used for the device for testing slope flow-seepage co-erosion wide-grading soil according to any one of claims 1-5, and is characterized by comprising the following steps:
s1: filling the simulated soil in an unsaturated state on the gravel cushion layer in a layered manner, and paving a plurality of pore pressure sensors at layered filling positions; fully saturating the sample formed by layering filling with distilled water solution, and doping fluorescent dye into the distilled water solution;
s2: pressurizing the inside of the seepage water tank by using a first air compression device, keeping the first air compression device at a certain pressure value, gradually opening a first flow valve, gradually and finely adjusting the flow from zero to increase until soil particles in the sample tube are obviously observed to move by naked eyes, keeping the first flow valve still, and recording the pressure value of the first air compression device, the values of all pore pressure sensors and the flow value of a second flow meter at the moment;
s3: pressurizing the flushing water tank by using a second air compression device, keeping the second air compression device at a certain pressure value, gradually opening a second flow valve, gradually and finely adjusting the flow from zero to increase until the surface of the sample is obviously observed to generate flushing by naked eyes, and recording the pressure value of the second air compression device and the flow value of the first flow valve at the moment;
s4: keeping the first flow valve and the second flow valve open according to the flow values, keeping the pressure values of the first air compression device and the second air compression device unchanged, observing the change condition of the sample under the combined action of seepage and slope flow, taking a picture by a digital camera at intervals of 1s, transmitting the picture to a data acquisition instrument, calculating the porosity of the sample at different moments after the picture is binarized by the data acquisition instrument, recording the change of the porosity of the sample by the data acquisition instrument, and recording the change of the quality of the washed soil by a tension sensor;
when the naked eyes observe that the water flow in the flushing water pipe can not carry soil on the surface layer of the sample any more, the first flow valve and the second flow valve are closed, and water supply is stopped;
s5: the sample in the sample cylinder is firstly kept stand for 24 hours, then dried for 12 hours, the sample is downwards layered from the top of the sample cylinder, the thickness of the layered sample is kept consistent with the thickness of the layered filling sample preparation, each layer of the extracted soil is screened, and the grading curve of each layer of the soil is recorded; comparing and analyzing the grading curve of each layer of soil recorded after the erosion test with the grading curve before the test, and verifying the migration rule of soil particles in the sample along the height direction of the sample under the joint erosion action of slope flow and seepage under the pressure value of the first air compression device and the second air compression device;
s6: the first flow valve and the second flow valve are kept unchanged, the pressure value of the first air compression device in the step S2 and the pressure value of the second air compression device in the step S3 are adjusted, the pressures in the seepage water tank and the flushing water tank are adjusted, different seepage pressure and slope flow velocity are simulated, samples are filled in the same mode as the step S1, the steps S1-S5 are repeated, and the flushing effect on the wide-grade soil under different seepage pressure and slope flow velocity is explored.
7. The method for testing slope flow-seepage co-erosion wide-graded soil according to claim 6, wherein in the step S1, a gravel pad layer is laid on the inner bottom surface of the sample tube, and a plurality of hole pressure sensors are laid on the upper surface of the gravel pad layer.
8. The method according to claim 7, wherein in step S1, the simulated soil is formed by uniformly mixing borosilicate glass particles with a plurality of particle sizes, wherein each borosilicate glass particle has a known mass, a part of the simulated soil is paved on the gravel pad layer and compacted, the pore pressure sensor is paved on the surface of the simulated soil layer, and then a second layer of the simulated soil is paved in the same manner until the sample tube is filled, so that a sample with uniform internal structure is formed.
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