CN113790982B - Pile-unsaturated soil interface friction visualization test device and method - Google Patents
Pile-unsaturated soil interface friction visualization test device and method Download PDFInfo
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Classifications
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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
- G01N3/24—Investigating strength properties of solid materials by application of mechanical stress by applying steady shearing forces
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N1/00—Sampling; Preparing specimens for investigation
- G01N1/28—Preparing specimens for investigation including physical details of (bio-)chemical methods covered elsewhere, e.g. G01N33/50, C12Q
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N13/00—Investigating surface or boundary effects, e.g. wetting power; Investigating diffusion effects; Analysing materials by determining surface, boundary, or diffusion effects
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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
- G01N3/02—Details
Abstract
The invention discloses a pile-unsaturated soil interface friction visualization test device and method, comprising a frame, a shaft pressure loading device, a shaft pressure control device, a sealing pressure chamber, a soil sample, a hollow transparent pile, a sample preparation split cylinder, a confining pressure control device, a tensiometer, a moisture sensor, a DIC camera, an image data acquisition device, a dry-wet circulation device, a torsion control device and a computer. The test device and the test method have reasonable structure and simple operation, can prepare homogeneous pile soil samples, can perform pile soil interface friction tests considering the cyclic moisture absorption effect under different stress conditions, obtain pile-unsaturated soil interface mechanical parameters which are more in line with actual working conditions, and obtain a pile soil interface shear failure mode by utilizing a digital image correlation technique (DIC).
Description
Technical Field
The invention relates to the technical field of soil and structure interface shearing, in particular to a device and a method for testing the visualization of unsaturated soil and structure interface shearing.
Background
In the geotechnical engineering field, foundation soil in a natural state is repeatedly subjected to the effects of atmospheric precipitation and evaporation, rising and falling of underground water level and the like, so that the engineering characteristics of a pile-soil interface are in periodic dynamic change for a long time, and further the pile-unsaturated soil interface in the foundation is caused to present a mechanical response rule different from the interaction of general saturated soil or dry soil and piles. However, relatively little research has been done on the non-saturated character of the pile-soil interface; especially under the condition of cyclic moisture removal and absorption, the interfacial friction force characteristic between the pile and the unsaturated soil cannot be determined, so that the integral bearing capacity calculation of the pile foundation is directly affected, and the unsaturated soil theory cannot be applied to the geotechnical engineering to a certain extent. In addition, in essence, the continuous change of the microscopic structure in the shearing deformation process of the pile-soil interface is the root cause of the macroscopic appearance of the microscopic structure with different engineering characteristics, and the opacity of the pile and the soil body causes that the morphological change of each part of the soil sample in shearing cannot be directly observed. Therefore, under the condition of simulating the change of climate environment, the development of visual research on the mechanical characteristic mechanism and the shearing damage form of the pile-unsaturated soil contact interface has important engineering significance, and particularly aims at the problem of large deformation of the pile-soil interface of the twisted pile foundation.
Chinese patent document CN201410077507.7 discloses a pile-soil contact surface friction testing device and testing method considering temperature influence. However, the technical scheme can only apply confining pressure to the soil body, namely, the pressure applied to the soil body around the pile along the pile body is equal to the pressure applied to the soil body around the pile along the direction perpendicular to the pile body, and the situation that the stress of the soil body around the pile in two directions is unequal in actual engineering cannot be considered; the Chinese patent document CN201210078542.1 discloses a pile-soil contact surface friction force testing device and a pile-soil contact surface friction force testing method based on a conventional geotechnical triaxial apparatus. However, this solution does not allow to visually observe the displacement characteristics of the contact surface; based on the two technical schemes, chinese patent document CN201610263630.7 discloses a special-shaped pile-soil contact surface damage form visual test device and a use method thereof, and realizes the shearing damage characteristics of the full-scale special-shaped pile-soil contact surface under the condition of visually observing different temperatures, pile types and loading modes. However, the three technical schemes cannot prepare homogeneous pile soil samples, cannot measure the change of the water content of soil and the suction force of matrix in the shearing process, and cannot consider the influence of cyclic moisture removal and absorption on the pile soil interface shearing characteristics. Therefore, it is necessary to develop an indoor shearing device and a testing method which can accurately simulate the shear failure mode of the pile-unsaturated soil interface under cyclic moisture absorption removal and stress coupling, monitor the change of the suction force and the water content of a soil body matrix in real time, and simultaneously can truly reflect the displacement of soil particles on the pile-unsaturated soil shear surface by adopting the DIC technology.
Disclosure of Invention
In order to solve the problems, the invention provides a pile-unsaturated soil interface friction visualization test device and a pile-unsaturated soil interface friction visualization test method, which solve the problems in the prior art.
In order to achieve the technical effects, the technical scheme of the invention is as follows:
the pile unsaturated soil interface friction visualization test device comprises a frame, wherein a torsion device is arranged on the frame and connected with a hollow transparent pile, a sealing pressure chamber is arranged on the periphery of the hollow transparent pile, a soil sample is filled between the sealing pressure chamber and the hollow transparent pile, and the hollow transparent pile and the soil sample form a pile soil contact interface; the sealing pressure chamber is communicated with a confining pressure control device; an axial pressure loading device is arranged right above the soil sample; the soil sample is communicated with a dry-wet circulating device; a tensiometer and a moisture sensor are arranged on the soil sample; a camera device aiming at a pile-soil contact interface is arranged in the hollow transparent pile; the torsion device, the confining pressure control device, the shaft pressure loading device, the tensiometer and the moisture sensor are all in communication connection with an image data acquisition device.
Further improvement, the frame comprises a workbench, wherein an upright post is arranged on the upper surface of the workbench, a cross beam is fixed on the upright post, and a bracket is arranged at the bottom of the workbench; the beam and the upright post are connected to form a reaction frame, and the reaction frame is connected with the axial pressure loading device; the workbench is provided with a threaded hole a for connecting the upright post, a threaded hole b for connecting the sealing pressure chamber, a groove a for embedding the O-shaped sealing ring, a clamping groove, a round hole for embedding the hollow transparent pile, a connecting hole for connecting the dry-wet circulating device and a ventilation pipeline.
Further improvement, the axial pressure loading device comprises a cylinder, the cylinder is connected with a dowel bar, an axial pressure sensor is arranged on the dowel bar, and the dowel bar is connected with a telescopic rod; a groove b is formed in the telescopic rod, a threaded hole c is formed in the middle of the groove b, the telescopic rod is connected with the dowel bar through the threaded hole c, and an O-shaped sealing ring is placed in the groove b.
Further improvement, the sealed pressure chamber is communicated with the confining pressure control device through a ventilation pipeline; the sealing pressure chamber comprises a rubber film wrapped on the outer side of the soil sample, and an outer cover barrel is arranged on the outer cover of the rubber film; the top of the outer cover cylinder is provided with a piston sleeve, a sealing ring is arranged in the piston sleeve, and the sealing ring is in sealing connection with the dowel bar; a top cover above the soil sample is arranged at the upper part between the rubber membrane and the hollow transparent pile; the top cover is provided with a loading hole, a threaded hole d and a groove c, and is communicated with a steam pipeline, the loading hole is in contact connection with the telescopic rod, and an O-shaped sealing ring is arranged in the groove c; an inner cover cylinder positioned in the outer cover cylinder is arranged at the top of the hollow transparent pile;
the bottom of the soil sample is provided with a base, the top of the base is provided with an annular groove, the annular groove is communicated with a ventilation pipeline and is used for placing a permeable stone, and filter paper is placed between the permeable stone and the soil sample; the bottom of the base is provided with a bump which is connected with a clamping groove on the frame; the rubber film is attached to the outer side wall of the soil sample, and two ends of the rubber film are fastened on the top cover and the base by using rubber bands;
the rubber film is provided with an opening penetrating through the tensiometer, and the tensiometer is fixed on the rubber film through an L-shaped grommet a; the sealant is filled between the L-shaped grommet a and the tensiometer; the end part of the tensiometer is connected with a ceramic head contacted with the soil sample; a water sensor is also formed on the rubber film;
the water sensor is fixed on the rubber membrane through an L-shaped grommet b; sealant is filled between the L-shaped grommet b and the moisture sensor; the TDR probe on the moisture sensor is in contact with the soil sample.
Further improvement, the camera device comprises a DIC camera, wherein the DIC camera is fixed on a bracket, and the bracket is fixed in the inner cover cylinder; the top of the inner cover cylinder is also fixed with a floodlight.
Further improvement, the dry-wet circulating device comprises a hot air generator and a steam generator, wherein the hot air generator is communicated with a ventilation pipeline through a peristaltic pump; the steam generator is communicated with a steam pipeline through a peristaltic pump; a steam line; the ventilation pipeline is communicated with the bottom of the soil sample through the permeable stone, and the steam pipeline is communicated with the top of the soil sample through the closable porous plate.
Further improvement, the torsion device comprises a torsion shaft connected with the bottom of the hollow transparent pile, and an angular displacement sensor and a torque sensor are arranged on the torsion shaft; the torsion shaft is connected with a turntable, the turntable is connected with a magnet, a coil is arranged on the periphery of the magnet, and the coil is fixed on the frame through a supporting rod.
Further improvement, the confining pressure control device comprises an air pump communicated with the sealing pressure chamber and a barometer for detecting the air pressure in the sealing pressure chamber.
The test method adopting the pile-unsaturated soil interface friction visualization test device is characterized by comprising the following steps of:
s1, after a soil sample is dried, mixing the dried soil sample with distilled water to prepare a soil sample with preset water content, and storing the soil sample in an environment with controlled humidity and temperature for 24 hours to ensure the water vapor balance of the whole soil sample;
s2, manufacturing an annular calibration box according to the size of the soil sample, filling the soil sample into the calibration box, controlling the compaction of the soil sample at different time t, and adopting a cutting ring method after each compactionCalculating density rho of corresponding soil sample t Thus, a relation curve of the soil sample density t and the compaction time t under different water contents is obtained:
ρ t ＝a 1 ×ln(t)+a 2 (1)
wherein a is 1 And a 2 Is a calibration coefficient;
s3, manufacturing hollow transparent piles with different surface roughness according to engineering practice, and connecting the hollow transparent piles with the torsion shaft;
s4, sequentially placing water permeable stone and filter paper on a base, connecting a sample preparation split cylinder with a workbench, sleeving a rubber film on the inner side of the sample preparation split cylinder, fixing the rubber film by using a rubber band, sequentially adding the soil sample mass into the rubber film in a trisection mode according to a preset dry density, and preparing an annular soil sample by reaching the height required by a corresponding layer;
s5, sequentially placing a switchable porous plate and a top cover at the upper end of the annular soil sample, removing the sample preparation split cylinder, binding two ends of a rubber membrane on the top cover and the base, adjusting the telescopic rod to be just contacted with the top cover, and respectively installing a tension meter and a moisture sensor at the opening of the rubber membrane;
s6, coating vaseline between the top cover, the base and the pile body for sealing, connecting the outer cover cylinder and the inner cover cylinder with the workbench and the top cover respectively, mounting a DIC camera on the bracket, adjusting the lens to be opposite to the pile soil contact surface, and connecting the axial pressure sensor, the laser displacement sensor, the moisture sensor, the tensiometer, the torque sensor, the angular displacement sensor and the DIC camera with the image data acquisition device respectively;
s7, during cyclic moisture removal and K0 consolidation, according to actual design working conditions, two schemes are adopted: 1) Firstly, carrying out K0 consolidation on a soil sample, starting a dry-wet circulating device after the consolidation is finished, and respectively carrying out circulating moisture desorption on the soil sample for a plurality of times; 2) Firstly, starting a dry-wet circulating device, performing circulating moisture desorption on a soil sample for a plurality of times, and then performing K0 consolidation;
cyclic moisture removal and absorption process: opening a steam valve, preheating a steam generator for 2min, opening a peristaltic pump to enable water vapor to enter from the top of a soil sample, recording changes of water content and matrix suction displayed by a water content sensor and a tensiometer respectively, closing the peristaltic pump and the steam generator when the water content required to be simulated is reached, standing for 5-10 min, opening only the drying valve after the water content and the matrix suction are stable in value, preheating a hot air generator for 2min, opening the peristaltic pump to enable hot air to enter from the bottom of the soil sample, controlling the degree of cyclic desorption by controlling the change of the water content, closing the peristaltic pump and the hot air generator when the water content required to be reached, standing for 5-10 min, finishing cyclic desorption once so far, and setting different cyclic desorption times according to test requirements;
k0 consolidation process: closing the closable porous plate, starting the axial pressure loading device and the confining pressure control device, applying confining pressure, monitoring the vertical deformation of the top cover by using the laser displacement sensor, and feeding back the deformation value to the computer, so as to adjust the axial loading device to apply the axial pressure, realize K0 consolidation condition, and load until the deformation of the soil sample in 24 hours is not more than 0.01mm, and completing consolidation at the moment;
s8, when the pile-soil contact interface is sheared, the confining pressure and the shaft pressure of the soil sample are kept unchanged, a torsion device and a torsion control device are started, torsion rate is set to apply torque to the hollow transparent pile, and readings of a shaft pressure sensor, a laser displacement sensor, a moisture sensor, a tensiometer, a torque sensor and an angular displacement sensor and time sequence images shot by a DIC camera are transmitted to a computer for storage through an image data acquisition device;
s9, analyzing test data, and analyzing time sequence images by combining with a DIC program to obtain the displacement change of a pile-soil contact interface shear band, the relationship between water content and shear strength and the cyclic moisture removal and absorption times and the relationship between water content and matrix suction along with the change of shear displacement in the shearing process.
The invention has the following remarkable effects:
1) The K0 consolidation of the soil sample is effectively realized by matching the computer with the adjusting shaft pressure loading device and the confining pressure control device.
2) The soil sample is effectively subjected to cyclic desorption by connecting the sealed pressure chamber with the dry-wet circulating device.
3) And the tensiometer and the moisture sensor are connected with the image data acquisition device, so that the suction force and the moisture content of the soil sample matrix in the interface shearing process are effectively monitored.
4) The DIC technology can reflect the shear failure mode of the pile-unsaturated soil-soil interface microscopically.
5) The test device provided by the invention has the advantages of simple structure, convenience in operation and easiness in implementation.
6) And (3) accurately controlling the uniform energy transfer at different depths of the soil sample by using a density-time calibration curve, so as to prepare a homogeneous sample.
Drawings
FIG. 1 is a schematic structural diagram of a pile-unsaturated soil interface visualization test device under cyclic moisture absorption and stress coupling;
FIG. 2 is a schematic view of the structure of the workbench in FIG. 1;
FIG. 3 is a schematic view of the telescopic rod of FIG. 1;
FIG. 4 is an enlarged view of part of A of FIG. 1;
FIG. 5 is a schematic view of the outer cylinder cover in FIG. 1;
FIG. 6 is a schematic view of the inner barrel cover of FIG. 1;
FIG. 7 is a schematic view of the top cover of FIG. 1;
FIG. 8a is a schematic view of the base in FIG. 1;
FIG. 8b is a schematic diagram of a second base structure of FIG. 1;
FIG. 9 is an enlarged view of part B of FIG. 1;
FIG. 10 is an enlarged view of part of C of FIG. 1;
FIG. 11a is a schematic top view of the closable multi-well plate of FIG. 1;
FIG. 11b is a schematic side view of the closable multi-well plate of FIG. 1;
FIG. 12 is a detail view of the torsion device of FIG. 1;
FIG. 13a is a schematic side view of a sample split cylinder;
FIG. 13b is a schematic top view of a sample split cylinder;
FIG. 14 is a graph of soil sample density versus compaction time.
In the figure: 1-1, a cross beam; 1-2, stand columns; 1-3, a workbench; 1-3-1, a threaded hole a;1-3-2, a threaded hole b;1-3-3, groove a;1-3-4 clamping grooves; 1-3-5, connecting holes; 1-3-6, round hole; 1-4, a bracket; 2-1, a cylinder; 2-2, a dowel bar; 2-3, an axle pressure sensor; 2-4, a telescopic rod; 2-4-1, groove b;2-4-2, a threaded hole c;2-5, a laser displacement sensor; 3. an axle pressure control device; 4-1, an outer cover cylinder; 4-1-1, a piston sleeve; 4-1-2, sealing ring; 4-2, an inner cover cylinder; 4-3, top cover; 4-3-1, loading holes; 4-3-2, a threaded hole d;4-3-3, groove c;4-4, a base; 4-4-1, annular groove; 4-4-2, bumps; 4-5, rubber film; a soil sample 5, a soil sample; 6. hollow transparent piles; 7. a confining pressure control device; 8. a vent line; 9. a tensiometer; 9-1, a ceramic head; 9-2, L-shaped grommet a; 10. a moisture sensor; 10-1, TDR probe; 10-2, L-shaped grommet b; 11. DIC cameras; 12. a bracket; 13. a floodlight; 14. an image data acquisition device; 15. a dry-wet circulation device; 16-1, a steam pipeline; 16-2, closable multiwell plate; 16-3, a ventilation pipeline; 16-4, permeable stone; 17-1, torsion shaft; 17-2, a supporting rod; 17-3, a coil; 17-4, an angular displacement sensor; 17-5, a torque sensor; 17-6, a turntable; 17-7, a magnet; 18. a torsion control device; 19. a computer; 20-1, preparing a sample split cylinder; 20-2, a lantern ring.
Detailed Description
The present invention will be further described with respect to the drawings below to enable those skilled in the art to better understand the present invention and to practice it.
Example 1:
referring to fig. 1, 11a, 11b and 13a, 13b, the present embodiment provides a cyclic moisture removal and stress coupling lower pile-unsaturated soil interface friction visualization test device, which comprises a frame, a shaft pressure loading device, a shaft pressure control device, a sealed pressure chamber, a soil sample, a hollow transparent pile, a sample split cylinder, a confining pressure control device, a tensiometer, a moisture sensor, a DIC camera, an image data acquisition device, a dry-wet cyclic device, a torsion control device and a computer; the frame is provided with an axial loading device, a sealing pressure chamber and a torsion device in sequence from top to bottom; the shaft pressure loading device and the confining pressure control device are respectively connected with the sealing pressure chamber; the hollow transparent pile is coaxially arranged at the lower end of the inner cover cylinder, and the lower end of the hollow transparent pile is connected with the torsion device; an annular soil sample is filled between the hollow transparent pile and the rubber membrane, filter paper and permeable stone are arranged at the lower end of the soil sample and are arranged on the base, and a closable porous plate and a top cover are arranged at the upper end of the soil sample; the closable porous plate is formed by combining an upper plate and a lower plate, and the pore canal of the upper plate can be opened and closed by rotating; sealing materials are filled among the top cover, the base and the hollow transparent piles; the dry-wet circulating device is connected with the upper end and the lower end of the soil sample; the tensiometer and the moisture sensor are symmetrically arranged on the rubber membrane; the DIC camera is positioned at the lower end of the inner cover cylinder, and the lens is opposite to the pile soil contact interface; the axle pressure sensor, the laser displacement sensor, the moisture sensor, the tensiometer, the torque sensor, the angular displacement sensor and the DIC camera are respectively connected with the image data acquisition device, and data and images are transmitted to the computer for recording, reading and processing through the image data acquisition device.
The hollow transparent pile is made of transparent organic glass, the hollow transparent pile is in the shape of a hollow cylinder, the diameter of the hollow cylinder is 100-300 mm, the height of the hollow cylinder is 500-800 mm, the surrounding wall thickness is 10-20 mm, and the bottom wall thickness is 20-40 mm.
The sealing material adopts vaseline.
Referring to fig. 1 to 2, the frame includes a cross beam, a column, a table, and a bracket; the beam and the upright post are connected to form a reaction frame, and the reaction frame provides support for the axial pressure loading device; the workbench is provided with a threaded hole a, a threaded hole b, a groove a, a ventilation pipeline, a clamping groove, a connecting hole and a round hole; the upright post is connected with the threaded hole a; the groove a is provided with an O-shaped sealing ring; a hollow transparent pile is embedded in the round hole; the lower end of the workbench is connected with the bracket.
Referring to fig. 1, 3-4, the axial pressure loading device at least comprises a cylinder, a dowel bar, an axial pressure sensor, a telescopic rod and a laser displacement sensor; the cylinder is fixed on the cross beam and is connected with the axle pressure control device; the upper end of the dowel bar is connected with the cylinder, the middle part of the dowel bar is fixedly provided with a shaft pressure sensor, and the lower end of the dowel bar is connected with a threaded hole c of the telescopic bar through a bolt; the telescopic rod is provided with a groove b, and an O-shaped sealing ring is placed in the groove b; the laser displacement sensor is fixed on the beam, and the probe is aligned with the top cover.
Referring to fig. 1, 5-8 a and 8b, the sealed pressure chamber is connected with the confining pressure control device through a ventilation pipeline in the dowel bar; the sealed pressure chamber at least comprises an outer cover cylinder, an inner cover cylinder, a top cover, a base and a rubber membrane; the top of the outer cover cylinder is provided with a piston sleeve, a sealing ring is arranged in the piston sleeve, and the sealing ring is in sealing connection with the dowel bar; the lower end of the outer cover cylinder is connected with the threaded hole b through a bolt; the top cover is provided with a loading hole, a threaded hole d, a groove c and a steam pipeline, the loading hole is in contact connection with the telescopic rod, and the groove c is provided with an O-shaped sealing ring; the lower end of the inner cover cylinder is connected with the threaded hole d through a bolt; the top of the base is provided with an annular groove, and a ventilation pipeline and permeable stones are arranged in the annular groove; the bottom of the base is provided with a bump which is connected with the clamping groove; the rubber film is attached to the outer side wall of the soil sample, and two ends of the rubber film are fastened on the top cover and the base by using rubber bands.
The sample split cylinders described with reference to fig. 13a and 13b are secured with collars, the wings of which are bolted to the table.
Referring to fig. 9, an opening is formed at the joint of the tensiometer and the rubber membrane, and the tensiometer and the rubber membrane are fixedly connected through the L-shaped grommet a; sealant is filled between the L-shaped cable a and the tensiometer; the ceramic head is in contact with the soil sample.
Referring to fig. 10, an opening is formed at the joint of the moisture sensor and the rubber membrane, and the moisture sensor and the rubber membrane are fixedly connected through the L-shaped grommet b; sealant is filled between the L-shaped cable b and the water sensor; the TDR probe is contacted with the soil sample.
Referring to fig. 1, the DIC camera is mounted on a cradle, which is mounted within the inner housing; the floodlight is fixed at the top of the inner cover cylinder and provides a light source for the DIC camera.
Referring to fig. 1, the dry-wet circulation device at least includes a hot air generator, a steam generator, and a peristaltic pump; the hot air generated by the hot air generator is pressurized by a peristaltic pump and then enters the soil sample from the ventilation pipeline; the steam generated by the steam generator is pressurized by a peristaltic pump and then enters a soil sample from a steam pipeline; the peristaltic pump drives hot air and steam to rapidly finish water vapor exchange in the soil sample.
Referring to fig. 1 and 12, the torsion control apparatus is connected to a torsion apparatus; the torsion device at least comprises a torsion shaft, a supporting rod, a coil, an angular displacement sensor, a torque sensor, a turntable and a magnet; the upper end of the torsion shaft is connected with the bottom of the hollow transparent pile, an angular displacement sensor and a torque sensor are sequentially fixed in the middle of the torsion shaft from top to bottom, and the lower end of the torsion shaft is connected with the turntable; the support rod is fixed at the bottom of the workbench, and the lower part of the support rod is connected with a coil; the coils are distributed on the periphery of the turntable; the magnets are arranged in the coils in a one-to-one correspondence.
Example 2:
referring to the device described in example 1, in this embodiment, the soil sample is first subjected to K0 consolidation, and after consolidation is completed, the soil sample is subjected to cyclic desorption for several times, and finally, a pile-unsaturated soil interface shear test is performed, so as to investigate the quantitative relationship between the change of the interfacial shear band displacement and the water content, the shear strength and the cyclic desorption times in the shear process, and further, reveal the mechanical properties and the load transfer mechanism of the pile-soil interface.
The test method comprises the following steps:
s1, drying a soil sample, mixing the dried soil sample with distilled water to prepare a soil sample with a certain water content, and storing the soil sample in an environment with controlled humidity and temperature for 24 hours to ensure the water vapor balance of the whole soil sample;
s2, manufacturing an annular calibration box according to the size of the pile soil sample, filling the soil sample into the calibration box, controlling compaction of the soil sample at different time t, and calculating the density t of the corresponding soil sample by adopting a cutting ring method after each compaction, so as to obtain a relation curve of the density t of the soil sample at different water contents and the compaction time t:
ρ t ＝a 1 ×ln(t)+a 2 (1)
wherein a is 1 And a 2 Is a calibration coefficient;
specifically, typical ρ at different water contents t The t curve is shown in FIG. 14;
s2, manufacturing hollow transparent piles with different surface roughness according to engineering practice, and connecting a pile body with the torsion shaft;
s3, sequentially placing a permeable stone and filter paper on a base, connecting a sample preparation split cylinder with a workbench, sleeving a rubber film on the inner side of the sample preparation split cylinder, fixing the rubber film by using a rubber band, sequentially adding the soil sample mass into the rubber film in a trisection manner according to a preset dry density, and preparing an annular soil sample to reach the height required by a corresponding layer;
s4, sequentially placing a switchable porous plate and a top cover at the upper end of the annular soil sample, binding two ends of a rubber membrane on the top cover and the base, dismantling the sample preparation split cylinder, adjusting the telescopic rod to be just contacted with the top cover, and respectively installing a tension meter and a moisture sensor at the opening of the rubber membrane;
s5, coating vaseline between the top cover, the base and the pile body for sealing, connecting the outer cover cylinder and the inner cover cylinder with the workbench and the top cover respectively, mounting a DIC camera on the bracket, adjusting the lens to be opposite to the pile soil contact surface, and connecting the axial pressure sensor, the laser displacement sensor, the moisture sensor, the tensiometer, the torque sensor, the angular displacement sensor and the DIC camera with the image data acquisition device respectively;
s6, firstly performing a cyclic moisture removal and absorption process, namely opening a steam valve, preheating a steam generator for 2min, opening a peristaltic pump to enable water vapor to enter from the top of a soil sample, recording the changes of water content and matrix suction force displayed by a water sensor and a tensiometer respectively, closing the peristaltic pump and the steam generator when the water content reaches the required simulated water content, standing for 5-10 min, only opening a drying valve after the water content and the matrix suction force are stable in value, preheating a hot air generator for 2min, opening the peristaltic pump to enable hot air to enter from the bottom of the soil sample, controlling the cyclic moisture removal and absorption degree through controlling the change of the water content, closing the peristaltic pump and the hot air generator when the required water content is reached, standing for 5-10 min, and thus finishing one-time cyclic moisture removal and absorption for 1, 3 times, 5 times and 10 times of cyclic moisture removal and absorption according to test requirements; then, a K0 consolidation process is carried out, namely, a closable porous plate is closed, a shaft pressure loading device and a confining pressure control device are started, confining pressure is firstly applied, a laser displacement sensor is used for monitoring vertical deformation of a top cover, a deformation value is fed back to a computer, so that the shaft pressure is regulated to be applied by the shaft pressure loading device, K0 consolidation conditions are realized, loading is carried out until the deformation of a soil sample in 24 hours is not more than 0.01mm, and consolidation is completed at the moment;
s7, when the pile-soil contact interface is sheared, the confining pressure and the shaft pressure of the soil sample are kept unchanged, a torsion device and a torsion control device are started, torsion rate is set to apply torque to the hollow transparent pile, and readings of a shaft pressure sensor, a laser displacement sensor, a moisture sensor, a tensiometer, a torque sensor and an angular displacement sensor and time sequence images shot by a DIC camera are transmitted to a computer for storage through an image data acquisition device;
s8, analyzing test data, and analyzing time sequence images by combining with a compiled DIC program to obtain the displacement change of a pile-soil contact interface shear band, the relation between water content and shear strength and cyclic moisture removal and absorption times and the relation between water content and matrix suction along with the change of shear displacement in the shearing process.
Example 3:
referring to the device described in example 1, in this embodiment, the soil sample is first subjected to several times of cyclic desorption, then subjected to K0 consolidation, and after consolidation, subjected to a pile-soil interface shear test, to investigate the quantitative relationship between the displacement change of the interface shear band and the water content-shear strength-cyclic desorption times in the shear process, and further to reveal the mechanical properties and load transfer mechanism of the pile-unsaturated soil interface.
The test method is the same as example 2 except for step S6, and step S6 is changed to:
s6, firstly, performing a K0 consolidation process, namely closing the closable porous plate, starting the axial pressure loading device and the confining pressure control device, firstly applying confining pressure, monitoring vertical deformation of the top cover by using the laser displacement sensor, and feeding back a deformation value to the computer, so as to adjust the axial loading device to apply the axial pressure, realizing the K0 consolidation condition, and loading until the deformation of the soil sample in 24 hours is not more than 0.01mm, wherein consolidation is completed; then, a cyclic moisture removing and absorbing process is carried out, namely a steam valve is opened, a peristaltic pump is opened after a steam generator is preheated for 2min, so that water vapor enters from the top of a soil sample, the changes of water content and matrix suction force displayed by a water sensor and a tensiometer are recorded, the peristaltic pump and the steam generator are closed and kept stand for 5-10 min when the water content required to be simulated is reached, the drying valve is only opened after the water content and the matrix suction force are stable in value, a hot air generator is preheated for 2min, the peristaltic pump is opened, so that hot air enters from the bottom of the soil sample, the cyclic moisture removing and absorbing degree is controlled by controlling the change of the water content, the peristaltic pump and the hot air generator are closed and kept stand for 5-10 min when the water content required to be reached, and thus one cyclic moisture removing and 1, 3, 5 and 10 cyclic moisture removing and absorbing times are set according to test requirements.
Example 4:
with reference to the device described in example 1, the present embodiment, based on examples 2 and 3, researches the soil-water characteristic curves of unsaturated soil under cyclic moisture absorption and stress coupling, specifically extracts the change data of the soil sample matrix suction force and water content during the K0 consolidation process and the change data of the soil sample matrix suction force and water content along with the shear displacement during the shear process, respectively, and draws the soil-water characteristic curves of unsaturated soil according to the change data.
The above description is only of the preferred embodiments of the present invention and is not intended to limit the present invention, but various modifications and variations can be made to the present invention by those skilled in the art. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (1)
1. The testing method for the pile-unsaturated soil interface friction visualization test is characterized by comprising the following steps of:
s1, after a soil sample is dried, mixing the dried soil sample with distilled water to prepare a soil sample with preset water content, and storing the soil sample in an environment with controlled humidity and temperature for 24 hours to ensure the water vapor balance of the whole soil sample;
s2, manufacturing an annular calibration box according to the size of the soil sample, filling the soil sample into the calibration box, controlling the compaction of the soil sample at different time t, and calculating the density of the corresponding soil sample by adopting a ring cutting method after each compactionThus, a relation curve of the soil sample density t and the compaction time t under different water contents is obtained:
（1）
wherein a1 and a2 are calibration coefficients; accurately controlling energy uniform transfer at different depths of the soil sample by using a density-time calibration curve, so as to prepare a homogeneous sample;
s3, manufacturing hollow transparent piles with different surface roughness according to engineering practice, and connecting the hollow transparent piles with the torsion shaft;
s4, sequentially placing water permeable stone and filter paper on a base, connecting a sample preparation split cylinder with a workbench, sleeving a rubber film on the inner side of the sample preparation split cylinder, fixing the rubber film by using a rubber band, sequentially adding the soil sample mass into the rubber film in a trisection mode according to a preset dry density, and preparing an annular soil sample by reaching the height required by a corresponding layer;
s5, sequentially placing a switchable porous plate and a top cover at the upper end of the annular soil sample, removing the sample preparation split cylinder, binding two ends of a rubber membrane on the top cover and the base, adjusting the telescopic rod to be just contacted with the top cover, and respectively installing a tension meter and a moisture sensor at the opening of the rubber membrane;
s6, coating vaseline between the top cover, the base and the pile body for sealing, connecting the outer cover cylinder and the inner cover cylinder with the workbench and the top cover respectively, mounting a DIC camera on the bracket, adjusting the lens to be opposite to the pile soil contact surface, and connecting the axial pressure sensor, the laser displacement sensor, the moisture sensor, the tensiometer, the torque sensor, the angular displacement sensor and the DIC camera with the image data acquisition device respectively;
s7, during cyclic moisture removal and K0 consolidation, according to actual design working conditions, two schemes are adopted: 1) Firstly, carrying out K0 consolidation on a soil sample, starting a dry-wet circulating device after the consolidation is finished, and respectively carrying out circulating moisture desorption on the soil sample for a plurality of times; 2) Firstly, starting a dry-wet circulating device, performing circulating moisture desorption on a soil sample for a plurality of times, and then performing K0 consolidation;
cyclic moisture removal and absorption process: opening a steam valve, preheating a steam generator for 2min, opening a peristaltic pump to enable water vapor to enter from the top of a soil sample, recording changes of water content and matrix suction displayed by a water content sensor and a tensiometer respectively, closing the peristaltic pump and the steam generator and standing for 5-10 min when the water content and the matrix suction reach the required simulated water content, opening only the drying valve after the water content and the matrix suction are stable in value, preheating a hot air generator for 2min, opening the peristaltic pump to enable hot air to enter from the bottom of the soil sample, controlling the degree of cyclic moisture desorption by controlling the change of the water content, closing the peristaltic pump and the hot air generator and standing for 5-10 min when the water content is required, so as to finish cyclic moisture desorption once, and setting different cyclic moisture desorption times according to test requirements;
k0 consolidation process: closing the closable porous plate, starting the axial pressure loading device and the confining pressure control device, applying confining pressure, monitoring the vertical deformation of the top cover by using the laser displacement sensor, and feeding back the deformation value to the computer, so as to adjust the axial loading device to apply the axial pressure, realize K0 consolidation condition, and load until the deformation of the soil sample in 24 hours is not more than 0.01mm, and completing consolidation at the moment;
s8, when the pile-soil contact interface is sheared, the confining pressure and the shaft pressure of the soil sample are kept unchanged, a torsion device and a torsion control device are started, torsion rate is set to apply torque to the hollow transparent pile, and readings of a shaft pressure sensor, a laser displacement sensor, a moisture sensor, a tensiometer, a torque sensor and an angular displacement sensor and time sequence images shot by a DIC camera are transmitted to a computer for storage through an image data acquisition device;
s9, analyzing test data, and analyzing time sequence images by combining with a DIC program to obtain the displacement change of a pile-soil contact interface shear band, the relationship between water content and shear strength and the cyclic moisture removal and absorption times and the relationship between water content and matrix suction along with the change of shear displacement in the shearing process;
the pile-unsaturated soil interface friction visualization test device comprises a frame, a torsion device is arranged on the frame and connected with a hollow transparent pile (6), a sealing pressure chamber is arranged on the periphery of the hollow transparent pile (6), a soil sample (5) is filled between the sealing pressure chamber and the hollow transparent pile (6), and the hollow transparent pile (6) and the soil sample (5) form a pile-soil contact interface; the sealing pressure chamber is communicated with a confining pressure control device; an axial pressure loading device is arranged right above the soil sample (5); the soil sample (5) is communicated with a dry-wet circulating device; a tension meter (9) and a moisture sensor (10) are arranged on the soil sample (5); a camera device aiming at a pile-soil contact interface is arranged in the hollow transparent pile (6); the torsion device, the confining pressure control device, the shaft pressure loading device, the tensiometer (9) and the moisture sensor (10) are all in communication connection with an image data acquisition device (14); the frame comprises a workbench (1-3), an upright post (1-2) is arranged on the upper surface of the workbench (1-3), a cross beam (1-1) is fixed on the upright post (1-2), and a bracket (1-4) is arranged at the bottom of the workbench (1-3); the beam (1-1) is connected with the upright post (1-2) to form a reaction frame, and the reaction frame is connected with the axial pressure loading device; the workbench (1-3) is provided with a threaded hole a (1-3-1) for connecting the upright post (1-2), a threaded hole b (1-3-2) for connecting the sealing pressure chamber, a groove a (1-3-3) for embedding an O-shaped sealing ring, a clamping groove (1-3-4), a round hole (1-3-6) for embedding a hollow transparent pile (6), a connecting hole (1-3-5) for connecting a dry-wet circulating device and a ventilation pipeline (16-3); the axial pressure loading device comprises an air cylinder (2-1), wherein the air cylinder (2-1) is connected with a dowel bar (2-2), an axial pressure sensor (2-3) is arranged on the dowel bar (2-2), and the dowel bar (2-2) is connected with a telescopic bar (2-4); a groove b (2-4-1) is formed on the telescopic rod (2-4), a threaded hole c (2-4-1) is formed in the middle of the groove b (2-4-1), the telescopic rod (2-4) is connected with the dowel bar (2-2) through the threaded hole c (2-4-1), and an O-shaped sealing ring is placed in the groove b (2-4-1); the sealing pressure chamber is communicated with the confining pressure control device through a ventilation pipeline; the sealing pressure chamber comprises a rubber membrane (4-5) wrapped on the outer side of the soil sample (5), and an outer cover barrel (4-1) is arranged on the outer cover of the rubber membrane (4-5); the top of the outer cover cylinder (4-1) is provided with a piston sleeve (4-1-1), a sealing ring (4-1-2) is arranged in the piston sleeve (4-1-1), and the sealing ring (4-1-2) is in sealing connection with the dowel bar (2-2); a top cover (4-3) positioned above the soil sample (5) is arranged at the upper part between the rubber membrane (4-5) and the hollow transparent pile (6); the top cover (4-3) is provided with a loading hole (4-3-1), a threaded hole d (4-3-2) and a groove c (4-3-3) which are communicated with a steam pipeline (16-1), the loading hole (4-3-1) is in contact connection with the telescopic rod (2-4), and an O-shaped sealing ring is arranged in the groove c (4-3-3); an inner cover cylinder (4-2) positioned in the outer cover cylinder (4-1) is arranged at the top of the hollow transparent pile (6);
a base (4-4) is arranged at the bottom of the soil sample (5), an annular groove (4-4-1) is arranged at the top of the base (4-4), the annular groove (4-4-1) is communicated with a ventilation pipeline (16-3) and is used for placing a permeable stone (16-4), and filter paper is placed between the permeable stone (16-4) and the soil sample (5); the bottom of the base (4-4) is provided with a lug (4-4-2), and the lug (4-4-2) is connected with a clamping groove (1-3-4) on the frame; the rubber membrane (4-5) is attached to the outer side wall of the soil sample, and two ends of the rubber membrane (4-5) are fastened on the top cover (4-3) and the base (4-4) by using rubber bands;
the rubber film (4-5) is provided with an opening penetrating through the tensiometer (9), and the tensiometer (9) is fixed on the rubber film (4-5) through an L-shaped grommet a (9-2); the sealing glue is filled between the L-shaped grommet a (9-2) and the tensiometer (9); the end part of the tensiometer (9) is connected with a ceramic head (9-1) contacted with the soil sample (5); a water sensor (10) is also formed on the rubber film (4-5);
the water sensor (10) is fixed on the rubber membrane (4-5) through an L-shaped grommet b (10-2); sealant is filled between the L-shaped grommet b (10-2) and the moisture sensor (10); the TDR probe (10-1) on the moisture sensor (10) is contacted with the soil sample (5); the camera device comprises a DIC camera (11), wherein the DIC camera (11) is fixed on a bracket (12), and the bracket (12) is fixed in the inner cover cylinder (4-2); a floodlight (13) is also fixed at the top of the inner cover cylinder (4-2); the dry-wet circulating device comprises a hot air generator and a steam generator, wherein the hot air generator is communicated with a ventilation pipeline (16-3) through a peristaltic pump; the steam generator is communicated with a steam pipeline (16-1) through a peristaltic pump; a steam line (16-1); the ventilation pipeline (16-3) is communicated with the bottom of the soil sample (5) through the permeable stone (16-4), and the steam pipeline (16-1) is communicated with the top of the soil sample (5) through the closable porous plate (16-2); the torsion device comprises a torsion shaft (17-1) connected with the bottom of the hollow transparent pile (6), and an angular displacement sensor (17-4) and a torque sensor (17-5) are arranged on the torsion shaft (17-1); the torsion shaft (17-1) is connected with a rotary table (17-6), the rotary table (17-6) is connected with a magnet (17-7), a coil (17-3) is arranged on the periphery of the magnet (17-7), and the coil (17-3) is fixed on the frame through a supporting rod (17-2); the confining pressure control device comprises an air pump communicated with the sealing pressure chamber and a barometer for detecting the air pressure in the sealing pressure chamber.
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| CN115876579A (en) * | 2022-08-25 | 2023-03-31 | 中国科学院西北生态环境资源研究院 | Creep test method for pile-frozen soil shear sample |
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