CN116297105A - Device and method for simulating three-dimensional dynamic slurry permeation test under supergravity - Google Patents
Device and method for simulating three-dimensional dynamic slurry permeation test under supergravity Download PDFInfo
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- CN116297105A CN116297105A CN202310325823.0A CN202310325823A CN116297105A CN 116297105 A CN116297105 A CN 116297105A CN 202310325823 A CN202310325823 A CN 202310325823A CN 116297105 A CN116297105 A CN 116297105A
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- 239000002002 slurry Substances 0.000 title claims abstract description 98
- 238000012360 testing method Methods 0.000 title claims abstract description 44
- 238000000034 method Methods 0.000 title claims abstract description 22
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 87
- 239000002689 soil Substances 0.000 claims abstract description 76
- 230000003204 osmotic effect Effects 0.000 claims abstract description 47
- 238000001764 infiltration Methods 0.000 claims abstract description 41
- 230000008595 infiltration Effects 0.000 claims abstract description 41
- 238000012544 monitoring process Methods 0.000 claims abstract description 30
- 239000011148 porous material Substances 0.000 claims abstract description 25
- 238000005192 partition Methods 0.000 claims abstract description 16
- 238000001914 filtration Methods 0.000 claims abstract description 14
- 238000009412 basement excavation Methods 0.000 claims abstract description 9
- 238000007789 sealing Methods 0.000 claims abstract description 4
- 239000007788 liquid Substances 0.000 claims description 25
- 230000001105 regulatory effect Effects 0.000 claims description 25
- 230000000149 penetrating effect Effects 0.000 claims description 23
- 230000035515 penetration Effects 0.000 claims description 15
- 230000008569 process Effects 0.000 claims description 13
- 230000001133 acceleration Effects 0.000 claims description 9
- 230000008859 change Effects 0.000 claims description 7
- 229910000278 bentonite Inorganic materials 0.000 claims description 3
- 239000000440 bentonite Substances 0.000 claims description 3
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 claims description 3
- 230000005484 gravity Effects 0.000 claims description 3
- 238000012546 transfer Methods 0.000 claims description 3
- 230000005611 electricity Effects 0.000 claims description 2
- 238000009738 saturating Methods 0.000 claims description 2
- 238000004088 simulation Methods 0.000 claims description 2
- 230000005540 biological transmission Effects 0.000 abstract description 4
- 238000005520 cutting process Methods 0.000 description 5
- 238000002360 preparation method Methods 0.000 description 5
- 238000005070 sampling Methods 0.000 description 5
- 238000010586 diagram Methods 0.000 description 3
- 238000009933 burial Methods 0.000 description 2
- 230000001276 controlling effect Effects 0.000 description 2
- 238000009792 diffusion process Methods 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
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- 238000011160 research Methods 0.000 description 2
- 229920006395 saturated elastomer Polymers 0.000 description 2
- 238000010998 test method Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000002775 capsule Substances 0.000 description 1
- 239000004020 conductor Substances 0.000 description 1
- 238000010276 construction Methods 0.000 description 1
- 238000007599 discharging Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000007246 mechanism Effects 0.000 description 1
- 230000035699 permeability Effects 0.000 description 1
- 239000012466 permeate Substances 0.000 description 1
- 238000002407 reforming Methods 0.000 description 1
- 230000008929 regeneration Effects 0.000 description 1
- 238000011069 regeneration 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
- G01N15/00—Investigating characteristics of particles; Investigating permeability, pore-volume, or surface-area of porous materials
- G01N15/08—Investigating permeability, pore-volume, or surface area of porous materials
- G01N15/082—Investigating permeability by forcing a fluid through a sample
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N15/00—Investigating characteristics of particles; Investigating permeability, pore-volume, or surface-area of porous materials
- G01N15/08—Investigating permeability, pore-volume, or surface area of porous materials
- G01N15/0806—Details, e.g. sample holders, mounting samples for testing
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N15/00—Investigating characteristics of particles; Investigating permeability, pore-volume, or surface-area of porous materials
- G01N15/08—Investigating permeability, pore-volume, or surface area of porous materials
- G01N15/082—Investigating permeability by forcing a fluid through a sample
- G01N15/0826—Investigating permeability by forcing a fluid through a sample and measuring fluid flow rate, i.e. permeation rate or pressure change
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N15/00—Investigating characteristics of particles; Investigating permeability, pore-volume, or surface-area of porous materials
- G01N15/08—Investigating permeability, pore-volume, or surface area of porous materials
- G01N2015/0846—Investigating permeability, pore-volume, or surface area of porous materials by use of radiation, e.g. transmitted or reflected light
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A90/00—Technologies having an indirect contribution to adaptation to climate change
- Y02A90/30—Assessment of water resources
Abstract
The invention discloses a device and a method for simulating three-dimensional dynamic slurry permeation test under supergravity. The osmotic power system, the slurry supply system and the monitoring system are all connected with an osmotic column, the partition plate divides the working cabin into an air cushion cabin and a mud water cabin, two ends of the communicating pipe are respectively communicated with the air cushion cabin and the mud water cabin, one end of the main shaft is connected with the cutter head, the other end is connected with the driving motor, two ends of the osmotic shell are respectively provided with a left top plate and a right bottom plate for sealing, stratum soil sample is placed in the infiltration shell, stratum soil sample both ends respectively with left roof and filtering layer contact, the drain pipe passes behind the right bottom plate and contacts with the filtering layer, the drain pipe is connected with monitoring system, is equipped with in the cabin shell that the one end in mud water cabin is worn to be established in the through-hole on the left roof after stretching into stratum soil sample. The invention can restore the dynamic slurry permeation condition of the double-cabin slurry balance shield under the real working condition, and the monitoring system monitors the hyperstatic pore water pressure and the water filtering quantity in the stratum soil sample to acquire the transmission rule of the slurry pressure before excavation.
Description
Technical Field
The invention belongs to a dynamic mud penetration test simulation device and method in the field of slurry balance shield mud penetration, and particularly relates to a three-dimensional dynamic mud penetration test device and method under simulated supergravity.
Background
The slurry balance shield is currently used as a common construction tool in cross-sea river-crossing tunnel engineering and can adapt to a plurality of complex stratum. The mud is pressed out of a permeable stratum by using mud pressure, a mud film is formed before excavation, the mud pressure acts on the mud film in a face force mode, and then the water and soil pressure in front of a tunnel face is balanced, so that the stability of the excavation face is realized. The mud film forming process is a dynamic process of mud penetration, and is always in a forming-destroying-reforming cycle along with the cutting of the cutter head. At present, how to master the change rule of the slurry osmotic pressure and the control mechanism of the stability of the excavation surface under the conditions of large burial depth and high water pressure is a problem to be solved.
Research devices for dynamic penetration of mud currently adopt a form of a penetration column assembled cutter head. The existing research improves the osmotic column device to be transversely placed, so that the influence of dead weight stress can be solved, but the device always solves the problem of two-dimensional dynamic slurry permeation, and the situation of three-dimensional dynamic slurry diffusion permeation cannot be reflected; in addition, the existing permeation column device cannot realize the disassembly freedom, and the efficient and convenient layered sample preparation and layered sampling are difficult to realize; and the stress level of the stratum is not consistent with the actual condition, and the slurry permeation rule obtained by the constant-gravity scale model test is difficult to verify, so that the slurry permeation rule is suitable for the actual condition of slurry balance shield slurry permeation under large burial depth and high water pressure.
Disclosure of Invention
In order to solve the problems in the background technology, the invention aims to provide a device and a method for simulating three-dimensional dynamic slurry permeation under the hypergravity. By utilizing the supergravity environment generated by the geotechnical centrifuge, the mud water cabin, the air cushion cabin and the cutterhead in the device can restore the real mud balance shield scale according to the similar scale relationship, and the stress level of the stratum can restore the real condition, so that the working condition of the three-dimensional dynamic mud permeation of the mud balance shield in the actual engineering can be restored. Meanwhile, the permeation column is formed by assembling a plurality of groups of connecting flanges, so that the high efficiency and convenience of layered sample preparation and layered sampling can be realized.
The technical scheme of the invention is as follows:
1. a three-dimensional dynamic mud penetration test device under simulated supergravity:
the system comprises a mud permeation module, a geotechnical centrifuge and a control center; the mud infiltration module is placed on geotechnical centrifuge, is connected between mud infiltration module and the control center electricity, and mud infiltration module includes osmotic power system, osmotic column, monitoring system and mud supply system, and osmotic power system's output and mud supply system's output all are connected with osmotic column's input, and osmotic column's output is connected with monitoring system, and osmotic power system, osmotic column, monitoring system and mud supply system all fix on the bottom plate.
The osmotic power system comprises a cabin shell, a communicating pipe, a partition board, a cutter head, a main shaft, a torque sensor and a driving motor, wherein a working cabin is arranged in the cabin shell; the partition board is positioned in the cabin shell and divides the working cabin into an air cushion cabin and a muddy water cabin, the communicating pipe is positioned in the cabin shell, one end of the communicating pipe is communicated with the air cushion cabin, the other end of the communicating pipe penetrates through the through hole in the partition board and is communicated with the muddy water cabin, the cutterhead is positioned at one side close to the muddy water cabin, one end of the main shaft penetrates through the air cushion cabin, the partition board and the muddy water cabin in sequence and is coaxially connected with the cutterhead, the other end of the main shaft is connected with the output shaft of the driving motor, a torque sensor is further arranged on the outer surface of one side, close to the driving motor, of the main shaft, and the cutterhead is positioned in the permeation column;
the infiltration column comprises infiltration shells with openings at two ends, stratum soil samples, a filter layer and a drain pipe; the two ends of the penetrating shell are respectively provided with a left top plate and a right bottom plate for sealing, a stratum soil sample is placed in the penetrating shell, one end of the stratum soil sample is contacted with the left top plate, a filter layer is arranged between the other end of the stratum soil sample and the right bottom plate, through holes are formed in the left top plate and the right bottom plate, the input end of a drain pipe is contacted with the filter layer after penetrating through the through holes of the right bottom plate, the output end of the drain pipe is connected with the input end of the monitoring system, and a drain valve is arranged at one end of the drain pipe, which is close to the monitoring system; one end of the cabin shell, which is provided with a mud water cabin, penetrates through the through hole in the left top plate and then stretches into the stratum soil sample, so that the mud water cabin is communicated with the stratum soil sample, and the cutter head is arranged in the stratum soil sample.
The monitoring system comprises a water collecting barrel, a liquid level camera and image acquisition equipment; the water collecting barrel is communicated with the output end of the drain pipe, the liquid level camera is arranged at the top of the outer side wall of the water collecting barrel, the image acquisition equipment is arranged on the geotechnical centrifuge, and the liquid level camera and the image acquisition equipment are connected with the control center through cables;
the geotechnical centrifuge comprises a first hanging basket, a second hanging basket and a centrifuge base; the first hanging basket and the second hanging basket are respectively fixedly arranged on two sides of the centrifuge base through the rotating arms, the balancing weights are placed in the first hanging basket, the driving motor, the penetrating column, the water collecting barrel and the slurry supply system are all in rigid connection with the bottom plate, the bottom plate is fixedly arranged on the second hanging basket, and the image acquisition equipment is arranged on the rotating arms connected with the centrifuge base.
The slurry supply system comprises an air source, pressure regulating equipment and a slurry storage tank; the output end of the air source is connected with the input end of the slurry storage tank through pressure regulating equipment, and the output end of the slurry storage tank is communicated with the air cushion cabin through a slurry feeding pipe.
The utility model provides a permeability shell including infiltration inner shell and infiltration shell, the inside at the infiltration shell is coaxial to be set up to infiltration inner shell, the both ends of infiltration inner shell and the both ends of infiltration shell are connected through left roof and right bottom plate respectively, stratum soil sample and filtering layer are placed respectively in the both sides of infiltration inner shell, be equipped with a plurality of pore pressure sensor interface on the lateral wall of infiltration inner shell, pore pressure sensor stretches into in the stratum soil sample after penetrating through pore pressure sensor interface, pore pressure sensor passes through the cable conductor and links to each other with the control center.
The inner penetrating shell comprises a plurality of penetrating sub-shells, and the penetrating sub-shells are connected into an integrated structure through connecting flanges.
2. A test method for three-dimensional dynamic slurry permeation under supergravity comprises the following steps:
step 1: preparing slurry by bentonite and water according to a preset proportion, then injecting the slurry into a slurry storage tank, switching on an air source, continuously injecting the slurry into a working cabin by the air pressure provided by the air source, and zeroing the air pressure provided by the air source by pressure regulating equipment when the slurry cabin is full of the slurry and the liquid level in the air cushion cabin reaches the 2/3 liquid level of the pipe diameter of the cabin shell;
step 2: taking out the permeable inner shell from the permeable column, vertically placing the permeable inner shell on a test bed, disassembling a connecting flange on the permeable inner shell, preparing a stratum soil sample in a layered manner, burying a pore pressure sensor in the stratum soil sample, compacting the stratum soil sample, and then reassembling the permeable inner shell by using the connecting flange;
step 3: reversely saturating the stratum soil sample by using a saturation cylinder, then mounting a cutter disc on a main shaft, connecting a left top plate of a permeation column with a permeation inner shell by using bolts, and connecting a drain pipe with a filter layer by penetrating through a right bottom plate of the permeation column;
step 4: hanging the slurry permeation module into a second hanging basket of the geotechnical centrifuge, fixing the slurry permeation module, installing a balancing weight in the first hanging basket, connecting a pore pressure sensor, a liquid level camera and image acquisition equipment into a control center through cables, and then opening a drain valve;
step 5: starting a geotechnical centrifuge, gradually increasing the centrifugal acceleration of the geotechnical centrifuge to a preset Ng for 15min, regulating and controlling the gas pressure provided by a gas source to a preset pressure value by using pressure regulating equipment, filtering out water in a drain pipe, and then starting a mud permeation film forming test to obtain the permeation rule of mud;
step 6: after the slurry permeation film forming test is finished, gradually reducing the centrifugal acceleration of the geotechnical centrifuge to 0, taking out a permeation column, disassembling a connecting flange, performing microscopic test on a stratum soil sample to obtain microscopic characteristics of the stratum soil sample at different positions, and further reducing the permeation condition of the dynamic slurry of the double-cabin slurry balance shield under the real working condition to obtain the transfer rule of the slurry pressure in the front of the excavation surface.
The slurry permeation film forming test in the step 5 specifically comprises the following steps:
step 5.1: when water is not filtered out in the drain pipe, the driving motor is started to control the cutter disc to rotationally cut the stratum soil sample so that the drain pipe is filtered out with water again, and when the drain pipe is not filtered out with water any more, the pressure of the gas is regulated and controlled again by the pressure regulating equipment, and the step 5.1 is repeated;
step 5.2: the control center is utilized to obtain the change of pore water pressure, the change of water filtering amount, the rotation parameter of the cutter disc and the video in the test process in the stratum soil sample under different gas pressures, and then the permeation rule of the slurry under the hypergravity is analyzed.
The technical scheme principle of the invention is as follows;
for prototype soil samples: sigma=ρgh
For a 1/N-fold reduced scale model: sigma (sigma) 1 ＝ρ·g·h/N
For a 1/N-fold reduced scale model under N-fold supergravity: sigma (sigma) 2 ＝ρ·Ng·h/N＝ρgh
Wherein sigma represents stress of a prototype soil sample, ρ represents natural density of a soil body, g represents gravitational acceleration, h represents stratum depth, and sigma 1 Representing the stress, sigma, of a 1/N-fold scaled model 2 The stress of the 1/N-time reduced scale model under N times of supergravity is represented, and N represents the ratio of the centrifugal acceleration to the gravitational acceleration of the geotechnical centrifuge;
as can be easily seen, σ=σ 2 The stress level of the prototype soil sample is equal to that of a 1/N-time reduced scale model under N times of supergravity, namely the stress field of the prototype can be duplicated under the supergravity, so that the similarity of the three-dimensional dynamic slurry permeation test is greatly improved.
The osmotic power system adopts a double-cabin mode of the air cushion cabin and the slurry cabin, so that the stability of the device in the test process is improved, the device can restore the dynamic slurry permeation condition of the double-cabin slurry balance shield under the real working condition by utilizing the similarity of supergravity, and the monitoring system is used for monitoring the hyperstatic pore water pressure and the water filtering quantity in the stratum soil sample to obtain the transmission rule of the slurry pressure before excavation.
The beneficial effects of the invention are as follows:
1. the N times of supergravity environment is utilized to carry out 1/N times of dynamic mud permeation model test, so that the similarity of the model test is greatly improved.
2. By using the similarity of the supergravity test, the scaled osmotic power system can simulate the three-dimensional dynamic mud diffusion permeation rule in the actual engineering.
3. The permeation column is assembled by utilizing a plurality of groups of connecting flanges, so that the high efficiency and convenience of layered sample preparation and layered sampling can be realized.
4. The osmotic power system adopts a double-cabin mode of an air cushion cabin and a mud cabin, so that the fluctuation of mud pressure in the test process is smaller, and the stability is higher. Compared with the traditional osmotic power system, the slurry pressure provided by the invention is distributed in a gradient way before excavation, and the generation and cutting process of the nonuniform slurry film which is more in line with the actual situation can be simulated.
Drawings
FIG. 1 is a schematic view of the apparatus of the present invention;
FIG. 2 is a schematic diagram of an osmotic engine;
FIG. 3 is a schematic illustration of a permeation column;
FIG. 4 is a schematic diagram of the assembly of the device of the present invention;
fig. 5 is a schematic diagram of a cutterhead structure of the present invention;
in the figure: 1. an osmotic engine; 2. a permeation column; 3. a monitoring system; 4. a geotechnical centrifuge; 5. a control hub; 6. a slurry supply system; 7. a bottom plate; 101. an air cushion cabin; 102. a communicating pipe; 103. a partition plate; 104. a mud water cabin; 105. a cutterhead; 106. a main shaft; 107. a torque sensor; 108. a driving motor; 109. a mud water cabin pressure monitoring hole; 201. a left top plate; 202. a stratum soil sample; 203. a connecting flange; 204. a filter layer; 205. a right bottom plate; 206. a drain pipe; 207. a drain valve; 301. a pore pressure sensor interface; 302. a water collecting barrel; 303. a liquid level camera; 304. a cable; 305. an image acquisition device; 401. a first basket; 402. balancing weight; 403. a second basket; 404. a rotating arm; 601. a gas source; 602. a pressure regulating device; 603. a slurry storage tank; 604. and a slurry feeding pipe.
Detailed Description
The invention will be further described with reference to the drawings and examples.
As shown in fig. 1, comprises a mud permeation module, a geotechnical centrifuge 4 and a control center 5; the mud infiltration module is placed on geotechnical centrifuge 4, is electrically connected between mud infiltration module and the control center 5, and mud infiltration module includes osmotic power system 1, osmotic column 2, monitoring system 3 and mud supply system 6, and osmotic power system 1's output and mud supply system 6's output all are connected with osmotic column 2's input, and osmotic column 2's output is connected with monitoring system 3, and osmotic power system 1, osmotic column 2, monitoring system 3 and mud supply system 6 all are fixed on bottom plate 7.
As shown in fig. 2, the osmotic power system 1 includes a capsule shell having a working chamber inside, a communicating pipe 102, a partition plate 103 having a through hole, a cutter head 105, a spindle 106, a torque sensor 107, and a driving motor 108; the partition plate 103 is positioned in the cabin shell and divides a working cabin in the cabin shell into an air cushion cabin 101 and a mud water cabin 104, the communicating pipe 102 is positioned in the cabin shell, one end of the communicating pipe 102 is communicated with the air cushion cabin 101, the other end of the communicating pipe 102 penetrates through a through hole in the partition plate 103 and then is communicated with the mud water cabin 104, the air cushion cabin 101 and the mud water cabin 104 are separated by the partition plate 103 and are communicated through the communicating pipe 102 so as to realize the transportation of mud and the pressure transmission, the cutter head 105 is positioned at one side close to the mud water cabin 104, one end of the main shaft 106 penetrates through the air cushion cabin 101, the partition plate 103 and the mud water cabin 104 in sequence and then is coaxially connected with the cutter head 105, the other end of the main shaft 106 is connected with an output shaft of the driving motor 108, a torque sensor 107 is further arranged on the outer surface of one side, close to the driving motor 108, of the cutter head 105 is positioned in the osmotic column 2;
the driving motor 108 drives the cutter 105 to rotationally cut the stratum soil sample 202 through the spindle 106, and the rotation parameters of the cutter 105 are obtained through the torque sensor 107 in the cutting process. Openings are formed in two ends of the cabin, an opening in one end of the cabin is used for penetrating the spindle 106, and an opening in the other end of the cabin is used for discharging mud. The partition plate 103 is also provided with a mud water cabin pressure monitoring hole 109, and the mud water cabin pressure monitoring hole 109 is buried with a pore water pressure gauge for monitoring the mud pressure of the mud water cabin 104.
As shown in fig. 3, the osmotic column 2 includes an osmotic shell having two open ends, a soil sample 202, a filter layer 204, and a drain pipe 206; the two ends of the penetrating shell are respectively provided with a left top plate 201 and a right bottom plate 205 used for sealing, a stratum soil sample 202 is placed in the penetrating shell, one end of the stratum soil sample 202 is contacted with the left top plate 201, a filter layer 204 is arranged between the other end of the stratum soil sample 202 and the right bottom plate 205, through holes are formed in the left top plate 201 and the right bottom plate 205, the input end of a drain pipe 206 is contacted with the filter layer 204 after penetrating through the through holes of the right bottom plate 205, the output end of the drain pipe 206 is connected with the input end of a monitoring system 3, one end, close to the monitoring system 3, of the drain pipe 206 is provided with a drain valve 207, and the drain valve 207 is used for adjusting the water outlet rate; one end of the hold shell, which is provided with the muddy water hold 104, penetrates through the through hole in the left top plate 201 and then stretches into the stratum soil sample 202, so that the muddy water hold 104 is communicated with the stratum soil sample 202, and the cutter 105 is arranged in the stratum soil sample 202 and is used for cutting the stratum soil sample 202.
The permeate column 2 is placed in a mould box which is mounted on a bottom plate 7. The diameter of the opening of the left top plate 201 is equal to the outer diameter of one end of the tank shell, provided with the mud water tank 104, and the left top plate 201 is connected with the osmotic power system 1 through bolts; the diameter of the opening of the right bottom plate 205 is equal to the outer diameter of the drain pipe 206.
As shown in fig. 1 and 4, the monitoring system 3 includes a water collection tub 302, a liquid level camera 303, and an image acquisition device 305; the water collecting barrel 302 is communicated with the output end of the drain pipe 206, the liquid level camera 303 is arranged at the top of the outer side wall of the water collecting barrel 302, the image acquisition equipment 305 is arranged on the geotechnical centrifuge 4, and the liquid level camera 303 and the image acquisition equipment 305 are connected with the control center 5 through the cable 304;
the geotechnical centrifuge 4 comprises a first hanging basket 401, a second hanging basket 403 and a centrifuge base; the first hanging basket 401 and the second hanging basket 403 are respectively fixedly installed on two sides of the centrifuge base through the rotating arm 404, the balancing weights 402 are placed in the first hanging basket 401, the driving motor 108, the penetrating column 2, the water collecting barrel 302 and the slurry storage tank 603 in the slurry supply system 6 are rigidly connected with the bottom plate 7, the bottom plate 7 is fixedly installed on the second hanging basket 403, the image acquisition equipment 305 and the air source 601 are arranged on the rotating arm 404 connected with the centrifuge base, and the image acquisition equipment 305 is used for observing dynamic seepage conditions of slurry and splitting conditions of soil layers in real time.
The mud supply system 6 includes a gas source 601, a pressure regulating device 602, and a mud storage tank 603; the slurry storage tank 603 is used for storing slurry, the output end of the gas source 601 is connected with the input end of the slurry storage tank 603 through the pressure regulating device 602, and the output end of the slurry storage tank 603 is communicated with the air cushion cabin 101 through the slurry feeding pipe 604.
The slurry in the slurry tank 603 is transported into the air bearing compartment 101 through the slurry feed pipe 604 by the gas pressure provided by the gas source 601.
The infiltration shell includes infiltration inner shell and infiltration shell, and the coaxial setting of infiltration inner shell is in the inside of infiltration shell, and the both ends of infiltration inner shell and the both ends of infiltration shell are connected through left roof 201 and right bottom plate 205 respectively, and stratum soil sample 202 and filtering layer 204 are placed respectively in the both sides of infiltration inner shell, are equipped with a plurality of pore pressure sensor interface 301 on the lateral wall of infiltration inner shell, and pore pressure sensor stretches into stratum soil sample 202 after penetrating pore pressure sensor interface 301, and pore pressure sensor passes through cable 304 and links to each other with control center 5.
The permeation inner shell comprises a plurality of permeation sub-shells, all permeation sub-shells are connected into an integrated structure through a connecting flange 203, namely, two adjacent permeation sub-shells are connected through the connecting flange 203, and the plurality of permeation sub-shells are connected together to form the complete permeation inner shell.
As shown in fig. 5, the cutter head 105 is in the form of a plurality of cutter combinations, and the cutter head 105 can be detached from the spindle 106 for replacement. The connecting flange 203 divides the stratum soil sample 202 of the permeable column 2 into a plurality of parts, and the layering sample preparation and layering sampling of the stratum soil sample 202 are realized by disassembling the connecting flange 203. The water collecting bucket 302 is provided with scales for measuring the liquid volume, and a liquid level camera 303 is installed at the top end of the side wall of the water collecting bucket 302 to observe the liquid level in real time. The mud pressure is regulated by the pressure regulating device 602, and the pressure is transferred to the mud water tank 104 through the air cushion tank 101. The air cushion cabin 101, the muddy water cabin 104, the cutterhead 105 and the stratum soil sample 202 are in a super-gravity environment with N times of gravity, and the air cushion cabin, the muddy water cabin 104, the cutterhead 105 and the stratum soil sample 202 are scaled according to 1/N times of the prototype, so that the three-dimensional dynamic mud permeation process under the real condition can be simulated.
In the osmotic power system 1, a driving motor 108 passes through an air cushion cabin 101 and a mud water cabin 104 through a main shaft 106 to drive a front cutter 105 to rotate so as to cut a stratum soil sample 202, so as to simulate a dynamic process of mud film generation, cutting and regeneration, and rotation parameters of the cutter 105 are acquired through a torque sensor 107 in the whole test process.
The infiltration post 2 is assembled by using the connecting flange 203, and the connecting flange 203 is assembled by disassembling, so that the high efficiency of layered sample preparation and layered embedded sensor of the stratum soil sample 202 before the test starts can be realized, and the convenience of testing by layered sampling after the test ends can also be realized. The osmotic column 2 is connected to the osmotic engine 1 by bolts through the holes of the left top plate 201 and the filter layer 204 is connected to the drain pipe 206 through the holes of the right bottom plate 205.
The pore pressure sensor interfaces 301 in the monitoring system 3 are fixed on the osmotic shell at certain intervals, and the pore pressure sensor interfaces 301 are used for connecting pore water pressure gauges embedded in the stratum soil sample 202. The liquid level camera 303 is fixed on one side of the top of the water collecting barrel 302, and can observe the liquid level height in real time and measure the filtered water quantity. The image acquisition device 305 is fixed on the rotating arm 404 of the geotechnical centrifuge 4, so that the slurry permeation condition can be observed in real time. The monitoring results of these devices are transmitted to the control center 5 through the cable 304.
The slurry supply system 6 controls the gas pressure through the pressure regulating device 602, and the slurry in the slurry storage tank 603 is pressed into the air cushion cabin 101 through the slurry conveying pipe 604 by the gas pressure, so that the pressure transmission between the air cushion cabin 101 and the slurry cabin 104 and the slurry transportation are realized through the communicating pipe 102.
The system is rigidly connected into a whole through a bottom plate 7 and is fixed in a second hanging basket 403 of the geotechnical centrifuge 4 except the geotechnical centrifuge 4 and the control center 5, and a balancing weight is arranged in the first hanging basket 401. In the rotation process of the geotechnical centrifuge 4, the centrifugal force enables the device to be in a super-gravity environment equivalent to N times of gravity, at the moment, the stress level of the stratum soil sample 202 is consistent with the soil layer stress level of the field actual earth covering thickness, the osmotic power system 1 is consistent with the field actual slurry balance shield in size, and therefore the real three-dimensional dynamic slurry permeation process can be simulated.
The device carries out a test method of three-dimensional dynamic slurry permeation under the hypergravity, which comprises the following steps:
step 1: preparing slurry by bentonite and water according to a preset proportion, then injecting the slurry into a slurry storage tank 603, starting an air source 601, continuously injecting the slurry into a working cabin by the air pressure provided by the air source 601, and zeroing the air pressure provided by the air source 601 by a pressure regulating device 602 when a slurry tank 104 is full of the slurry and the liquid level in an air cushion tank 101 reaches the 2/3 liquid level of the tank shell pipe diameter;
step 2: taking out the permeable inner shell from the permeable column 2, vertically placing the permeable inner shell on a test bed, disassembling a connecting flange 203 on the permeable inner shell, preparing a stratum soil sample 202 in a layering manner, burying a pore pressure sensor in the stratum soil sample 202 in a layering manner, preparing a filter layer 204 at the same time, compacting the stratum soil sample 202 by using a compacting tool, and then re-assembling the permeable inner shell by using the connecting flange 203;
step 3: the stratum soil sample 202 is reversely saturated by utilizing a saturation cylinder, when the stratum soil sample 202 is reversely saturated, the cutter head 105 is mounted on the main shaft 106, the left top plate 201 of the permeation column 2 is connected with the permeation inner shell by utilizing bolts, different mud permeation distances can be simulated by controlling the distance between the cutter head 105 and the left top plate 201 in the mounting process of the device, and the drain pipe 206 is penetrated through the right bottom plate 205 of the permeation column 2 and is connected with the filter layer 204;
reverse saturation refers to hanging the inner shell of the osmotic column 2 filled with the stratum soil sample 202 into an external large-scale saturation tank, vacuumizing the whole saturation tank, and slowly introducing airless water in the external water storage tank into the bottom of the inner side wall of the osmotic column 2 through a pipeline until reaching the designated water level of the osmotic column 2 when the vacuum degree is stable, so that the saturation work is completed.
Step 4: hanging the slurry permeation module into a second hanging basket 403 of the geotechnical centrifuge 4, fixing the slurry permeation module, installing a balancing weight 402 in a first hanging basket 401 at the other side of a rotating arm 404, connecting a hole pressure sensor, a liquid level camera 303 and an image acquisition device 305 into a control center 5 through a cable 304, and then opening a drain valve 207;
step 5: starting the geotechnical centrifuge 4, gradually increasing the centrifugal acceleration of the geotechnical centrifuge 4 to a preset Ng for about 15min, regulating the gas pressure provided by the gas source 601 to a preset pressure value by using the pressure regulating equipment 602, filtering out water in the drain pipe 206, and then starting a mud permeation film forming test to obtain the permeation rule of mud;
step 6: after the slurry permeation film forming test is finished, the centrifugal acceleration of the geotechnical centrifuge 4 is gradually reduced to 0, the permeation column 2 is taken out, the connecting flange 203 is disassembled, microscopic tests are carried out on the stratum soil sample 202 to obtain microscopic characteristics of the stratum soil sample 202 at different positions, and then the permeation condition of the double-cabin slurry balance shield dynamic slurry under the real working condition is reduced, and the transfer rule of the slurry pressure before excavation is obtained.
The mud permeation film forming test in the step 5 specifically comprises the following steps:
step 5.1: when water is not filtered out of the drain pipe 206, the driving motor 108 is turned on to control the cutter head 105 to rotationally cut the stratum soil sample 202 so that the drain pipe 206 is filtered out again, and when the water is not filtered out of the drain pipe 206 after the cutter head 105 is rotationally cut for a period of time, the pressure of the gas is regulated and controlled again to a preset pressure value by the pressure regulating equipment 602, and the step 5.1 is repeated;
step 5.2: the control center 5 is utilized to obtain the change of pore water pressure in the stratum soil sample 202 under different gas pressures, the change 303 of water filtering quantity, the rotation parameters of the cutter head 105 and the video in the test process, and then the permeation rule of the three-dimensional dynamic slurry under the hypergravity is analyzed.
The pore water pressure, the water filtering quantity 303, the rotation parameters of the cutter head 105 and the video during the test are respectively obtained by a pore pressure sensor, a volume of liquid in the measuring water collecting barrel 302, a torque sensor 107 and an image acquisition device 305.
Many changes and modifications may be made by one skilled in the art without departing from the spirit and scope of the invention as defined in the following claims. Any modification and equivalent variation of the above embodiments according to the technical ideas and entities of the present invention are within the scope of protection defined by the claims of the present invention.
Claims (8)
1. The utility model provides a three-dimensional dynamic mud penetration test device under simulation supergravity which characterized in that:
comprises a mud permeation module, a geotechnical centrifuge (4) and a control center (5); the mud infiltration module is placed on geotechnical centrifuge (4), and the electricity is connected between mud infiltration module and control center (5), and mud infiltration module includes osmotic power system (1), osmotic column (2), monitoring system (3) and mud supply system (6), and the output of osmotic power system (1) and the output of mud supply system (6) all are connected with osmotic column (2) input, and osmotic column (2) output and monitoring system (3) are connected, osmotic power system (1), osmotic column (2), monitoring system (3) and mud supply system (6) all are fixed on bottom plate (7).
2. The simulated hypergravity three-dimensional dynamic mud penetration test device as set forth in claim 1, wherein: the osmotic power system (1) comprises a cabin shell, a communicating pipe (102), a partition board (103) with a through hole, a cutter head (105), a main shaft (106), a torque sensor (107) and a driving motor (108), wherein the cabin shell is internally provided with a working cabin; the partition board (103) is positioned in the cabin shell and divides the working cabin into an air cushion cabin (101) and a muddy water cabin (104), the communicating pipe (102) is positioned in the cabin shell, one end of the communicating pipe (102) is communicated with the air cushion cabin (101), the other end of the communicating pipe (102) penetrates through a through hole in the partition board (103) and then is communicated with the muddy water cabin (104), the cutterhead (105) is positioned at one side close to the muddy water cabin (104), one end of the main shaft (106) sequentially penetrates through the air cushion cabin (101), the partition board (103) and the muddy water cabin (104) and then is coaxially connected with the cutterhead (105), the other end of the main shaft (106) is connected with an output shaft of the driving motor (108), a torque sensor (107) is further arranged on the outer surface of one side, close to the driving motor (108), of the main shaft (106), of the cutterhead (105) is positioned in the permeable column (2);
the infiltration column (2) comprises an infiltration shell with two open ends, a stratum soil sample (202), a filter layer (204) and a drain pipe (206); the two ends of the penetrating shell are respectively provided with a left top plate (201) and a right bottom plate (205) which are used for sealing, a stratum soil sample (202) is placed in the penetrating shell, one end of the stratum soil sample (202) is contacted with the left top plate (201), a filter layer (204) is arranged between the other end of the stratum soil sample (202) and the right bottom plate (205), through holes are formed in the left top plate (201) and the right bottom plate (205), the input end of a drain pipe (206) is contacted with the filter layer (204) after penetrating through the through holes of the right bottom plate (205), the output end of the drain pipe (206) is connected with the input end of a monitoring system (3), and one end, close to the monitoring system (3), of the drain pipe (206) is provided with a drain valve (207); one end of the cabin shell, which is provided with the muddy water cabin (104), penetrates through the through hole in the left top plate (201) and then stretches into the stratum soil sample (202), so that the muddy water cabin (104) is communicated with the stratum soil sample (202), and the cutterhead (105) is arranged in the stratum soil sample (202).
3. The simulated hypergravity three-dimensional dynamic mud penetration test device as set forth in claim 2, wherein: the monitoring system (3) comprises a water collecting barrel (302), a liquid level camera (303) and image acquisition equipment (305); the water collecting barrel (302) is communicated with the output end of the drain pipe (206), the liquid level camera (303) is arranged at the top of the outer side wall of the water collecting barrel (302), the image acquisition equipment (305) is arranged on the geotechnical centrifuge (4), and the liquid level camera (303) and the image acquisition equipment (305) are connected with the control center (5) through the cable (304);
the geotechnical centrifuge (4) comprises a first hanging basket (401), a second hanging basket (403) and a centrifuge base; the first hanging basket (401) and the second hanging basket (403) are fixedly arranged on two sides of the centrifuge base respectively through rotating arms (404), the balancing weights (402) are arranged in the first hanging basket (401), the driving motor (108), the penetrating columns (2), the water collecting barrel (302) and the slurry supply system (6) are all rigidly connected with the bottom plate (7), the bottom plate (7) is fixedly arranged on the second hanging basket (403), and the image acquisition equipment (305) is arranged on the rotating arms (404) connected with the second hanging basket (403) and the centrifuge base.
4. The simulated hypergravity three-dimensional dynamic mud penetration test device as set forth in claim 2, wherein: the mud supply system (6) comprises an air source (601), pressure regulating equipment (602) and a mud storage tank (603); the output end of the air source (601) is connected with the input end of the slurry storage tank (603) through the pressure regulating device (602), and the output end of the slurry storage tank (603) is communicated with the air cushion cabin (101) through the slurry feeding pipe (604).
5. The simulated hypergravity three-dimensional dynamic mud penetration test device as set forth in claim 2, wherein: the utility model provides a infiltration shell including infiltration inner shell and infiltration shell, the inside at infiltration shell is coaxial to be set up to infiltration inner shell, the both ends of infiltration inner shell and the both ends of infiltration shell are connected through left roof (201) and right bottom plate (205) respectively, stratum soil sample (202) and filtering layer (204) are placed respectively in the both sides of infiltration inner shell, be equipped with a plurality of hole pressure sensor interface (301) on the lateral wall of infiltration inner shell, hole pressure sensor stretches into in stratum soil sample (202) after wearing to establish hole pressure sensor interface (301), hole pressure sensor passes through cable (304) and links to each other with control center (5).
6. The simulated hypergravity three-dimensional dynamic mud penetration test device as set forth in claim 5, wherein: the inner penetrating shell comprises a plurality of penetrating sub-shells, and the penetrating sub-shells are connected into an integrated structure through a connecting flange (203).
7. A method for testing three-dimensional dynamic mud penetration under supergravity by using the device of any one of claims 1-6, comprising the following steps:
step 1: preparing slurry according to a preset proportion of bentonite and water, then injecting the slurry into a slurry storage tank (603), switching on an air source (601) and continuously injecting the slurry into a working cabin through the air pressure provided by the air source (601), and when a slurry water cabin (104) is full of the slurry and the liquid level in an air cushion cabin (101) reaches the position of 2/3 of the liquid level of the pipe diameter of a cabin shell, zeroing the air pressure provided by the air source (601) through a pressure regulating device (602);
step 2: taking out the permeable inner shell from the permeable column (2) and vertically placing the permeable inner shell on a test bed, disassembling a connecting flange (203) on the permeable inner shell, preparing a stratum soil sample (202) in a layered manner, burying a pore pressure sensor in the stratum soil sample (202), compacting the stratum soil sample (202), and then reassembling the permeable inner shell by using the connecting flange (203);
step 3: reversely saturating a stratum soil sample (202) by using a saturation cylinder, then mounting a cutter head (105) on a main shaft (106), connecting a left top plate (201) of a permeation column (2) with a permeation inner shell by using bolts, and connecting a drain pipe (206) with a filter layer (204) by penetrating through a right bottom plate (205) of the permeation column (2);
step 4: hanging the slurry permeation module into a second hanging basket (403) of the geotechnical centrifuge (4) and fixing, installing a balancing weight (402) in the first hanging basket (401), connecting a pore pressure sensor, a liquid level camera (303) and an image acquisition device (305) into a control center (5) through a cable (304), and then opening a drain valve (207);
step 5: starting a geotechnical centrifuge (4), gradually increasing the centrifugal acceleration of the geotechnical centrifuge (4) to a preset Ng for 15min, regulating the gas pressure provided by a gas source (601) to a preset pressure value by using a pressure regulating device (602), filtering out water in a drain pipe (206), and then starting a mud permeation film forming test to obtain the permeation rule of mud;
step 6: after the slurry permeation film forming test is finished, gradually reducing the centrifugal acceleration of the geotechnical centrifuge (4) to 0, taking out the permeation column (2) and disassembling the connecting flange (203), and performing microscopic test on the stratum soil sample (202) to obtain microscopic characteristics of the stratum soil sample (202) at different positions, so as to reduce the permeation condition of the double-cabin slurry balance shield dynamic slurry under the real working condition, and obtain the transfer rule of the slurry pressure in the presence of the excavation surface.
8. The method for performing three-dimensional dynamic mud penetration test under high gravity according to claim 7, wherein the method comprises the following steps: the slurry permeation film forming test in the step 5 specifically comprises the following steps:
step 5.1: when water is not filtered out in the drain pipe (206), the driving motor (108) is turned on to control the cutter head (105) to rotationally cut the stratum soil sample (202) so that the drain pipe (206) is filtered out with water again, and when the drain pipe (206) is not filtered out with water again, the pressure of the gas is regulated and controlled again by the pressure regulating equipment (602) and the step 5.1 is repeated;
step 5.2: the control center (5) is utilized to obtain the change of pore water pressure in the stratum soil sample (202) under different gas pressures, the change of water filtering capacity (303), the rotation parameters of the cutter head (105) and the video in the test process, and then the permeation rule of mud under the hypergravity is analyzed.
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