CN206450554U - The full water stratum face soil body permeates pressure testing device in three-dimensional stress lower critical - Google Patents
The full water stratum face soil body permeates pressure testing device in three-dimensional stress lower critical Download PDFInfo
- Publication number
- CN206450554U CN206450554U CN201621196924.4U CN201621196924U CN206450554U CN 206450554 U CN206450554 U CN 206450554U CN 201621196924 U CN201621196924 U CN 201621196924U CN 206450554 U CN206450554 U CN 206450554U
- Authority
- CN
- China
- Prior art keywords
- pressure
- base
- sample
- balancing gate
- gate pit
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Landscapes
- Testing Of Devices, Machine Parts, Or Other Structures Thereof (AREA)
Abstract
The utility model discloses a kind of full water stratum face soil body pressure testing device, including sample saturation unit, critical infiltration air pressure test cell, axial compressive force analogue unit, radial direction confined pressure analogue unit are permeated in three-dimensional stress lower critical.The device can accurately test out full water stratum face different aperture than critical infiltration air pressure of the soil body under different three-dimensional stresses and infiltration air pressure and the quantitative relationship of gas loss rate, so as to provide reliable Key experiments data and foundation for the tool changing construction with pressure of full water stratum shield tunnel, on the premise of area face stability is effectively ensured, reduce construction cost, there is provided construction speed, it is ensured that construction safety.
Description
Technical field
The utility model is related to a kind of full water stratum face soil body and permeates pressure testing device in three-dimensional stress lower critical.
Background technology
Carried out in tunnel by full water stratum in Analysis on Shield Tunnel Driven Process, with the continuous abrasion of shield cutter, driving effect
Rate constantly reduction to cutter, it is necessary to change.If carrying out normal pressure tool changing, face pole under the collective effect of hydraulic pressure and soil pressure
Easily occur unstable failure, seriously jeopardize tool changing operating personnel safety, influence construction progress.Tool changing technology with pressure is compressed using air
Air pressurized is injected voltage stabilizing cabin by machine, is progressively discharged while air pressure is reached dynamic equilibrium with soil pressure in cabin in cabin
The soil body, and water in front of cutterhead, soil pressure are further balanced by setting up rational air pressure in voltage stabilizing cabin, reach excavation face
Stablize and prevent underground water from pouring in cabin interior, enhance area face stability, drastically increase the security of tool changing personnel
And operating efficiency.Therefore tool changing technology with pressure is now widely used in across Jiang Yuehai tunnel, urban subway tunnel construction.Mesh
The subject matter of the correlation test equipment of front simulation tool changing construction with pressure is that (1) experiment can not realize sample by same device
Saturation and follow-up infiltration air pressure are determined, due to sample it is fully saturated to putting rubber pattern, installation is permeable and is put into test apparatus
In, many unnecessary artificial disturbances can be caused to undisturbed sample, cause sample structure to destroy so that result of the test is inaccurate；
(2) existing testing equipment is mostly using the method for having lateral spacing, and with the increase of axle pressure, confining pressure can also increase and without standard measure
Control, the soil body is with the entrance of gas in experiment, and soil body confined pressure can also change, and these are all and actual tool changing ring with pressure
Border has larger difference, it is impossible to three-dimensional stress constraint and water-loading coupled action process of the true simulation soil body in actual environment, makes
Into result of the test distortion.
So if being directly used according to the infiltration air pressure and the result of the test of gas loss rate obtained by original testing equipment
Shield tunnel tool changing construction with pressure, or air pressure, which is less than, is actually needed air pressure, causes underground water to pour out, has a strong impact on area
Face and supporting construction stability, jeopardize tool changing personal security, have a strong impact on construction speed；Air pressure, which is more than, is actually needed gas
Pressure, significantly increases tool changing difficulty with pressure, and construction cost lowers speed of application, and the body for carrying out tool changing personnel with pressure is good for
Health, which is also brought along, to be had a strong impact on；Even if air pressure is close to value is actually needed, also because the inaccurate of gas loss rate prediction also can be very big
Ground increases construction cost, jeopardizes tool changing personal security with pressure.
Utility model content
The purpose of this utility model is to provide the full water stratum face soil body in the infiltration air pressure test of three-dimensional stress lower critical
Device, the device can accurately test out full water stratum face different aperture than the soil body it is critical under different three-dimensional stresses
Air pressure and infiltration air pressure and the quantitative relationship of gas loss rate are permeated, so as to be applied for full water stratum shield tunnel tool changing with pressure
Work provides reliable Key experiments data and foundation, on the premise of area face stability is effectively ensured, and reduces construction cost, carries
For construction speed, it is ensured that construction safety.
The technical scheme that the utility model is used is：
A kind of full water stratum face soil body permeates pressure testing device, including sample saturation list in three-dimensional stress lower critical
First, critical infiltration air pressure test cell, axial compressive force analogue unit, radial direction confined pressure analogue unit；
Sample saturation unit：Including side wall (7), upper dankness stone (1), lower permeable stone (2) and upper lid (6) and base (9),
Undisturbed sample (4) puts water proof rubber membrane (3) and is fitted into side wall (7), and side wall (7) is brought into close contact with water proof rubber membrane (3), former
Shape sample (4) top is brought into close contact with high osmosis upper dankness stone (1), lower permeable stone (2) respectively with bottom, lower permeable stone (2)
Set and be connected with loading piston (16) sealing in the groove of base (9), upper dankness stone (1) and the upper groove for covering (6) are set close
Envelope connection；Set in the middle part of upper lid (6) and be provided with base passages (10) in the middle part of upper lid passage (5), base (9)；
Critical infiltration air pressure test cell：Using sample saturation unit to undisturbed sample carry out saturation after, carry out it is critical
Air pressure test is permeated, the side wall (7) in sample saturation unit, upper dankness stone (1), lower permeable stone (2) are replaced with into pressure-bearing wall
(27), sealing ventilative upper pottery clay plates (12) and lower pottery clay plates (13), the top and bottom of saturated sample respectively with upper pottery clay plates
(12), lower pottery clay plates (13) are brought into close contact, and connection, upper pottery clay plates (12) are set in lower pottery clay plates (13) and loading piston (16) sealing
Set and be tightly connected with bearing plate (24), bearing plate (24) is located at upper lid (6) bottom, pressure-bearing wall (27) and upper lid (6) and base
(9) composition balancing gate pit (21) is set in sealing；Oil cylinder (22) is fixed with groove in the middle part of base (9), oil cylinder (22) is internal to be added
Carry bar (25) with loading piston (16) to be connected, loading piston (16) extends upwardly into balancing gate pit (21)；Base (9) is located at balancing gate pit
(21) position between inner chamber and oil cylinder (22) is provided with the water intaking valve (18) to balancing gate pit (21) water filling；Upper lid passage (5) and gas
Hydraulic coupling-flow testing system (14) is connected, and base passages (10) are connected with gas-liquid pressure-flow control system (11), base
Passage (10) is through loading piston (16)；Gas-liquid pressure-flow control system (11) connection foot passage (10), upper lid passage
(5) it is connected with gas-liquid pressure-flow testing system (14)；
Axial compressive force analogue unit includes GDS axles pressure control system (19), fuel inlet fitting (17), delivery connection (20), oil
Cylinder (22), loading piston (16), GDS axles pressure control system are controlled by being connected with fuel inlet fitting (17), delivery connection (20)
Pressure in groove in the middle part of base (9) in fixed oil cylinder (22), the internal load bar (25) of oil cylinder (22) and loading piston
(16) it is connected；GDS axles pressure control system (19) by load piston (16) to undisturbed sample (4) apply setting axial compressive force with
The axial compressive force of simulation tunnel；
Radial direction confined pressure analogue unit：Including balancing gate pit (21), base (9) is located at balancing gate pit (21) inner chamber and oil cylinder (22)
Between position be provided with water intaking valve (18) to balancing gate pit (21) water filling, upper lid (6) is provided with the exhaust that is connected with balancing gate pit (21)
Valve (15), water intaking valve (18) is connected with radial direction confined pressure control system (26).
Compared with prior art, the beneficial effects of the utility model are：
1st, sample is realized from the integration operation for being saturated to the correlation tests such as infiltration air pressure test so that sample is at nobody
The saturation of sample is realized on the premise of for disturbance in the same apparatus with permeating the correlation tests such as air pressure test, experiment is improved
Precision；
2nd, by the way that to balancing gate pit's water filling, sample surrounding formation hydraulic pressure is with the radial direction pressure of simulation tunnel country rock in balancing gate pit
Power, pressure is applied with the axial compressive force of simulation tunnel country rock by oil cylinder to the end face of sample；
3rd, sample is applied by base passages using gas-liquid pressure-flow control system and maintains different atmospheric pressure values,
And to gas-liquid pressure-flow testing system of the gas through sample by upper lid passage, synchro measure, the pressure for recording gas
Power, flow and flow velocity；
When the 4th, testing, the stress field environment and water-air two phase flows process of sample with actual tunnel closely, to it is solid,
Liquid, gas are multiphase coupled completely, reasonably to simulate.Can be by using the device and corresponding method, can be with accurate
Obtain quantifying for different aperture infiltration air pressure more critical than the soil body under different three-dimensional stresses and infiltration air pressure and gas seepage velocity
Relation, so that reliable Key experiments data and foundation are provided for the tool changing construction with pressure of full water stratum shield tunnel, effective
On the premise of ensureing area face stability, there is provided construction speed for reduction construction cost, it is ensured that construction safety.
Brief description of the drawings
Fig. 1 is the structural representation of the utility model sample saturation unit.
Fig. 2 is the structural representation of the critical infiltration air pressure test cell of the utility model.
Fig. 3 is the enlarged diagram of balancing gate pit.
1 upper dankness stone, 2 times permeable stones, 3 water proof rubber membranes, 4 undisturbed samples, lid passage on 5 is covered on 6,7 side walls, 8 draw
Bar, 9 bases, 10 base passages, 11 gas-liquid pressures-flow control system, pottery clay plates on 12,13 times pottery clay plates, 14 gas-liquid pressures-
Flow testing system, 15 air bleeding valves, 16 loading pistons, 17 fuel inlet fittings, 18 water intaking valves, 19GDS axle pressure control systems, 20 go out
Oily joint, 21 balancing gate pits, 22 oil cylinders, 24 bearing plates, 25 load bars, 26 radial direction confined pressure control systems, 27 pressure-bearing walls；
Embodiment
Below in conjunction with specific embodiment, the utility model is described in detail.
Fig. 1, Fig. 2, Fig. 3 show that a kind of full water stratum face soil body is in three-dimensional stress lower critical infiltration air pressure test dress
Put, including sample saturation unit, critical infiltration air pressure test cell, axial compressive force analogue unit, radial direction confined pressure analogue unit；
Sample saturation unit：Including side wall 7, upper dankness stone 1, lower permeable stone 2 and upper lid 6 and base 9, side wall 7 is bottomless
Cylindrical shape, undisturbed sample 4 puts water proof rubber membrane 3 and is fitted into side wall 7, and side wall 7 is brought into close contact with water proof rubber membrane 3, and
The top of undisturbed sample 4 is brought into close contact with high osmosis upper dankness stone 1, lower permeable stone 2 respectively with bottom, finally by lower permeable stone
2 are set and be connecteds with the sealing of loading piston 16 in the groove of base 9, and the groove of upper dankness stone 1 and upper lid 6 is set into sealing company
Connect；The upper middle part of lid 6 sets upper lid passage 5, and the middle part of base 9 is provided with base passages 10；When carrying out sample saturation, base passages 10
It is connected with gas-liquid pressure-flow control system 11, upper lid passage 5 is connected with air, lid passage 5 and foot passage 10 in opening,
Maintain certain hydraulic pressure (50kPa) to carry out saturation to undisturbed sample 4 with gas-liquid pressure-flow control system 11, treat that lid passage 5 connects
After continuous water outlet, undisturbed sample 4 is i.e. fully saturated.
Critical infiltration air pressure test cell：Side wall 7 in sample saturation unit, upper dankness stone 1, lower permeable stone 2 are replaced
For the upper pottery clay plates 12 and lower pottery clay plates 13 that pressure-bearing wall 27, sealing are ventilative, by the top of saturated sample and bottom respectively with upper pottery
Native plate 12, lower pottery clay plates 13 are brought into close contact, it is ensured that sealing, then lower pottery clay plates 13 and the loading sealing of piston 16 are set into connection, will
Upper pottery clay plates 12 and bearing plate 24 are set and are tightly connected, and bearing plate (24) is located at upper lid (6) bottom, pressure-bearing wall 27 and upper lid 6 and
Composition balancing gate pit 21 is set in the sealing of base 9.The load bar 25 inside oil cylinder 22, oil cylinder 22 is fixed with the groove at the middle part of base 9
It is connected with loading piston 16, loading piston 16 extends upwardly into balancing gate pit 21；Base 9 be located at the inner chamber of balancing gate pit 21 and oil cylinder 22 it
Between position be provided with to the water filling of balancing gate pit 21 water intaking valve 18.Upper lid passage 5 is connected with gas-liquid pressure-flow testing system 14,
Base passages 10 are connected with gas-liquid pressure-flow control system 11, and base passages 10 are through loading piston 16.Pass through gas-liquid
Pressure-flow control system 11 applies and maintained the atmospheric pressure value formulated, upper lid passage 5 by foot passage 10 to undisturbed sample 4
Be connected with gas-liquid pressure-flow testing system 14, the gas through undisturbed sample 4 is synchronized record its pressure, flow with
And flow velocity.
Axial compressive force analogue unit include GDS axles pressure control system 19, fuel inlet fitting 17, delivery connection 20, oil cylinder 22, plus
Piston 16 is carried, GDS axles pressure control system with fuel inlet fitting 17, delivery connection 20 by being connected, the groove at the middle part of control base 9
Load bar 25 inside pressure in the oil cylinder 22 of middle fixation, oil cylinder 22 is connected with loading piston 16.GDS axles pressure control system 19
By loading piston 16 to the axial compressive force of the application setting of undisturbed sample 4 with the axial compressive force of simulation tunnel.
Radial direction confined pressure analogue unit：Including balancing gate pit 21, base 9 is located at the position between the inner chamber of balancing gate pit 21 and oil cylinder 22
Provided with the water intaking valve 18 to the water filling of balancing gate pit 21, upper lid 6 is provided with the air bleeding valve 15 connected with balancing gate pit 21, water intaking valve 18 and radial direction
Confined pressure control system 26 is connected；Radial direction confined pressure control system 26 is applied to undisturbed sample 4 and set by water intaking valve 18, balancing gate pit 21
Fixed radial pressure is with the radial direction confined pressure σ 3 of simulation tunnel.
Using the full water stratum face soil body of this example full water is carried out in three-dimensional stress lower critical infiltration pressure testing device
The stratum face soil body permeates air pressure testing experiment method in three-dimensional stress lower critical, and its specific practice is：
A. undisturbed sample 4 is put into water proof rubber membrane 3 to be fitted into side wall 7, and side wall 7 is closely pasted with water proof rubber membrane 3
Close, and the top of undisturbed sample 4 is brought into close contact with high osmosis upper dankness stone 1, lower permeable stone 2 respectively with bottom, finally by under
Permeable stone 2 is set with the sealing of loading piston 16 in the groove of base 9 and is connected, and the groove of upper dankness stone 1 and upper lid 6 is set close
Envelope connection.
B. sample saturation process：Lid passage 5 and foot passage 10, are tieed up with gas-liquid pressure-flow control system 11 in opening
Hold 50kPa hydraulic pressure and saturation is carried out to undisturbed sample 4, after after the upper continuous effluent of lid passage 5, undisturbed sample 4 is i.e. fully saturated；
C. saturated sample device in the middle part of device is replaced with and seals embedding by the transparent pressure-bearing wall 27 of outer wall and upper lid 6 and base 9
The balancing gate pit 21 of composition is put, and the high osmosis upper dankness stone 1 at the two ends of undisturbed sample 4, lower permeable stone 2 are pulled down, untill replacement
Water, ventilative upper pottery clay plates 12, lower pottery clay plates 13, equally by the top of undisturbed sample and bottom respectively with upper pottery clay plates 12, under
Pottery clay plates 13 are brought into close contact, it is ensured that sealing, then lower pottery clay plates 13 and the loading sealing of piston 16 are set into connection, by upper pottery clay plates 12
Set and be tightly connected with bearing plate 24；
D. the air bleeding valve 15 of lid 6 in the nut of pull bar 8, release is tightened, confined pressure control system 26 is by water intaking valve 18 to pressure
The water filling of room 21, air bleeding valve 15 is closed when air bleeding valve 15 has water spilling；
E.GDS axles pressure control system 19 applies the axial compressive force of setting to simulate by loading piston 16 to undisturbed sample 4
The axial compressive force in tunnel；Confined pressure control system 26 applies the radial direction of setting to undisturbed sample 4 by water intaking valve 18, balancing gate pit 21
Pressure is with the radial direction confined pressure of simulation tunnel；
F. gas-liquid pressure-flow control system 11 applies and maintained the gas formulated by foot passage 10 to undisturbed sample 4
Pressure value, and the gas through undisturbed sample 4 is connected by gas-liquid pressure-flow testing system 14 of upper lid passage 5, synchronous note
Record pressure, flow and the flow velocity of gas；It is final to obtain full water formation tunnel face different aperture than the soil body different three
Critical infiltration air pressure under to stress state, gas loss rate, and set up infiltration air pressure and the quantitative relationship of gas loss rate.
It should be appreciated that for those of ordinary skills, can according to the above description be improved or converted,
And all these modifications and variations should all belong to the protection domain of the utility model appended claims.
Claims (1)
1. a kind of full water stratum face soil body permeates pressure testing device in three-dimensional stress lower critical, it is characterised in that including
Sample saturation unit, critical infiltration air pressure test cell, axial compressive force analogue unit, radial direction confined pressure analogue unit；
Sample saturation unit：Including side wall (7), upper dankness stone (1), lower permeable stone (2) and upper lid (6) and base (9), original state examination
Sample (4) puts water proof rubber membrane (3) and is fitted into side wall (7), and side wall (7) is brought into close contact with water proof rubber membrane (3), undisturbed sample
(4) top is brought into close contact with high osmosis upper dankness stone (1), lower permeable stone (2) respectively with bottom, lower permeable stone (2) and base
(9) connection is set in loading piston (16) sealing in groove, and upper dankness stone (1) and the upper groove for covering (6) are set and be tightly connected；
Set in the middle part of upper lid (6) and be provided with base passages (10) in the middle part of upper lid passage (5), base (9)；
Critical infiltration air pressure test cell：After carrying out saturation to undisturbed sample using sample saturation unit, critical infiltration is carried out
Air pressure is tested, and the side wall (7) in sample saturation unit, upper dankness stone (1), lower permeable stone (2) are replaced with into pressure-bearing wall (27), stopped
Water ventilative upper pottery clay plates (12) and lower pottery clay plates (13), the top and bottom of saturated sample respectively with upper pottery clay plates (12), under
Pottery clay plates (13) are brought into close contact, and connection, upper pottery clay plates (12) and pressure-bearing are set in lower pottery clay plates (13) and loading piston (16) sealing
Plate (24), which is set, to be tightly connected, and bearing plate (24) is located at upper lid (6) bottom, pressure-bearing wall (27) and upper lid (6) and base (9) sealing
Set composition balancing gate pit (21)；Oil cylinder (22), the internal load bar (25) of oil cylinder (22) are fixed with groove in the middle part of base (9)
It is connected with loading piston (16), loading piston (16) extends upwardly into balancing gate pit (21)；Base (9) be located at balancing gate pit (21) inner chamber with
Position between oil cylinder (22) is provided with the water intaking valve (18) to balancing gate pit (21) water filling；Upper lid passage (5) and gas-liquid pressure-flow
Test system (14) is connected, and base passages (10) are connected with gas-liquid pressure-flow control system (11), and base passages (10) run through
Load piston (16)；Gas-liquid pressure-flow control system (11) connection foot passage (10), upper lid passage (5) and gas-liquid pressure-
Flow testing system (14) is connected；
Axial compressive force analogue unit includes GDS axles pressure control system (19), fuel inlet fitting (17), delivery connection (20), oil cylinder
(22), loading piston (16), GDS axles pressure control system controls base by being connected with fuel inlet fitting (17), delivery connection (20)
(9) pressure in the groove in the middle part of in fixed oil cylinder (22), the internal load bar (25) of oil cylinder (22) and loading piston (16)
It is connected；GDS axles pressure control system (19) applies the axial compressive force of setting to simulate by loading piston (16) to undisturbed sample (4)
The axial compressive force in tunnel；
Radial direction confined pressure analogue unit：Including balancing gate pit (21), base (9) is located between balancing gate pit (21) inner chamber and oil cylinder (22)
Position is provided with the water intaking valve (18) to balancing gate pit (21) water filling, and upper lid (6) is provided with the air bleeding valve (15) connected with balancing gate pit (21),
Water intaking valve (18) is connected with radial direction confined pressure control system (26).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201621196924.4U CN206450554U (en) | 2016-11-04 | 2016-11-04 | The full water stratum face soil body permeates pressure testing device in three-dimensional stress lower critical |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201621196924.4U CN206450554U (en) | 2016-11-04 | 2016-11-04 | The full water stratum face soil body permeates pressure testing device in three-dimensional stress lower critical |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN206450554U true CN206450554U (en) | 2017-08-29 |
Family
ID=59661732
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201621196924.4U Active CN206450554U (en) | 2016-11-04 | 2016-11-04 | The full water stratum face soil body permeates pressure testing device in three-dimensional stress lower critical |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN206450554U (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106290077A (en) * | 2016-11-04 | 2017-01-04 | 西南交通大学 | The full water stratum face soil body is in three-dimensional stress lower critical infiltration pressure testing device and test method |
| CN108226006A (en) * | 2017-12-28 | 2018-06-29 | 哈尔滨工业大学 | The test method of cement-based material fluid permeability |
| CN109752250A (en) * | 2019-01-22 | 2019-05-14 | 北京交通大学 | Device and method for the synchronous load of external pressure in muddy water diametral compression test |
| CN109946214A (en) * | 2019-04-10 | 2019-06-28 | 中冶集团武汉勘察研究院有限公司 | Rock permeability saturation testing device and infiltration, saturation testing method |
-
2016
- 2016-11-04 CN CN201621196924.4U patent/CN206450554U/en active Active
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106290077A (en) * | 2016-11-04 | 2017-01-04 | 西南交通大学 | The full water stratum face soil body is in three-dimensional stress lower critical infiltration pressure testing device and test method |
| CN106290077B (en) * | 2016-11-04 | 2019-11-29 | 西南交通大学 | The full water stratum face soil body permeates pressure testing device and test method in three-dimensional stress lower critical |
| CN108226006A (en) * | 2017-12-28 | 2018-06-29 | 哈尔滨工业大学 | The test method of cement-based material fluid permeability |
| CN108226006B (en) * | 2017-12-28 | 2020-07-07 | 哈尔滨工业大学 | Method for testing fluid permeability of cement-based material |
| CN109752250A (en) * | 2019-01-22 | 2019-05-14 | 北京交通大学 | Device and method for the synchronous load of external pressure in muddy water diametral compression test |
| CN109946214A (en) * | 2019-04-10 | 2019-06-28 | 中冶集团武汉勘察研究院有限公司 | Rock permeability saturation testing device and infiltration, saturation testing method |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN206450554U (en) | The full water stratum face soil body permeates pressure testing device in three-dimensional stress lower critical | |
| CN100390357C (en) | Analogue experiment stand for interreaction of tunnel structure, surrounding rock and underground water | |
| CN109724865B (en) | Tunnel lining water pressure monitoring system test device and test method | |
| CN106525526B (en) | A kind of measuring method of the high pressure water injection of raw coal containing gas and radial gas permeation rate | |
| CN206223619U (en) | A kind of permeability coefficient of cement soil tester | |
| CN101409024B (en) | Analog system for coal seam mash gas dynamic action | |
| CN106644625A (en) | Three-axis test sample preparation device of low-strength microorganism calcareous sand and application method thereof | |
| CN208206964U (en) | Simulate high-pressure slip-casting device under buried stratum river channels | |
| CN107607374A (en) | A kind of hollow cylinder pilot system suitable for unsaturated soil | |
| CN105486623B (en) | Two-dimentional rock sample seepage flow test device | |
| CN103792104B (en) | Tunnels mimic loading experiment platform | |
| CN105334142B (en) | A kind of experimental provision formed for simulating shield mud film | |
| CN110823612B (en) | Tunnel surrounding rock lining composite structure stress waterproof test system and method | |
| CN103398933A (en) | Constant-pressure concrete permeability testing device | |
| CN104655803A (en) | Tunnel grouting model testing device | |
| CN105301202B (en) | For determining the test system and method for testing of up-protective layer exploitation relief range | |
| CN205263089U (en) | Stratum slip casting analog system | |
| CN107436140A (en) | The settling column test instrument and test method that vacuum preloading and piling prepressing are combined | |
| CN106680131A (en) | Triaxial piping test system | |
| CN102645395B (en) | Diaphragm wall permeability tester | |
| CN105865874A (en) | Sample preparing device suitable for sandy soil laboratory tests | |
| CN106290077B (en) | The full water stratum face soil body permeates pressure testing device and test method in three-dimensional stress lower critical | |
| CN204269464U (en) | The automation equipment of indoor test bedding value | |
| CN102305045A (en) | Shaft crack simulator | |
| CN111239370A (en) | Experimental method for simulating karst collapse caused by underground water |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant |