CN106970181B - Drainage consolidation test device and method for grouting slurry behind wall in stratum - Google Patents
Drainage consolidation test device and method for grouting slurry behind wall in stratum Download PDFInfo
- Publication number
- CN106970181B CN106970181B CN201710222512.6A CN201710222512A CN106970181B CN 106970181 B CN106970181 B CN 106970181B CN 201710222512 A CN201710222512 A CN 201710222512A CN 106970181 B CN106970181 B CN 106970181B
- Authority
- CN
- China
- Prior art keywords
- slurry
- pressure
- test
- chamber
- consolidation
- 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
Images
Classifications
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N33/00—Investigating or analysing materials by specific methods not covered by groups G01N1/00 - G01N31/00
Abstract
The invention relates to a drainage consolidation test device and a method of grouting slurry behind a wall in a stratum, wherein the test device comprises the following components: the device comprises a pressure supply device, a test cylinder, a back pressure device and a detection assembly, wherein the test cylinder is provided with a stratum filling chamber, a slurry consolidation drainage chamber and a grouting pressure conversion chamber, the stratum filling chamber is communicated with the slurry consolidation drainage chamber, and the slurry consolidation drainage chamber is separated from the grouting pressure conversion chamber by a diaphragm. The test method includes loading the formation into a formation loading chamber; injecting test slurry into the slurry consolidation drainage chamber, and injecting test slurry into the diaphragm of the pressure conversion chamber; injecting water above a diaphragm in the grouting pressure conversion chamber; performing a consolidation drainage test; parameters were measured and recorded. The invention can provide reference for selecting the most economical and reasonable slurry type and grouting parameters (grouting amount and grouting pressure difference), and saves cost on the premise of ensuring engineering safety and high efficiency.
Description
Technical Field
The invention relates to the field of underground engineering, in particular to a drainage consolidation test device and method for grouting slurry behind a wall in a stratum.
Background
With the rapid development of the economy in China, the development and utilization rate of underground space is continuously improved, and the faced difficulties and challenges are also increased, wherein the control of stratum settlement is one of them. In actual construction, stratum pores are often filled and reinforced through grouting after the wall so that the stratum settlement amount meets the design requirement. Along with the continuous increase of engineering burial depth, the crossing stratum is more and more complex, the underground water pressure is higher and higher, and the requirement on grouting after the wall is also higher and higher. Because the consolidation rule of the grout under different stratum conditions is not clear due to the invisibility of underground engineering, the determination of grouting parameters and the selection of grout types in the actual construction process are always experience and reference, and the actual basis is lacked. How to determine grouting parameters and select slurry types aiming at different strata becomes a topic closely focused by the majority of engineering staff.
Disclosure of Invention
The invention aims to provide a drainage consolidation test device for wall post-grouting slurry in a stratum, which can simulate the drainage consolidation process of the wall post-grouting slurry in a shield tunnel, petroleum drilling and underground engineering in the stratum, and can provide reference for determining grouting parameters (grouting amount and grouting pressure difference) in actual engineering.
In order to achieve the above purpose, the invention adopts a technical scheme that:
a drainage consolidation test device for post-wall grouting slurry in a subterranean formation, comprising:
a pressure supply device for providing air pressure;
and (3) a test tube: the device comprises a stratum filling chamber for filling test stratum, a slurry consolidation drainage chamber for filling test slurry and a grouting pressure conversion chamber in sequence from bottom to top, wherein the stratum filling chamber is communicated with the slurry consolidation drainage chamber, the slurry consolidation drainage chamber is separated from the grouting pressure conversion chamber by a liquid-tight diaphragm, and the grouting pressure conversion chamber is connected with a pressure supply device and is used for converting air pressure provided by the pressure supply device into hydraulic pressure and providing positive pressure from top to bottom for the test slurry;
back pressure means in communication with the pressure supply means and the formation loading chamber, respectively, for converting the gas pressure provided by the pressure supply means into hydraulic pressure and providing a bottom-up back pressure to the test formation;
a detection assembly for detecting one or more parameters associated with drainage consolidation.
According to a preferred aspect of the present invention, the test cartridge comprises a lower cylinder body in which the formation loading chamber is formed, an intermediate cylinder body detachably connected to the lower cylinder body and in which the slurry consolidation drainage chamber is formed, and an upper cylinder body detachably connected to the intermediate cylinder body and in which the grouting pressure conversion chamber is formed. By adopting the structure, the test stratum, the test slurry and the water can be filled in three parts, the filling quantity of each part can be better controlled while the filling is convenient, the test workload is small, the time consumption is short, and the operation is simple and feasible. The detachable connection method is not particularly limited, and may be, for example, a conventional bolt connection.
Further preferably, the test cartridge further comprises a base having a first recess, the lower cartridge body is detachably connected to the base and the lower part is in communication with the first recess, and the counter-pressure device is in communication with the first recess through a pipe.
Preferably, the test cylinder further comprises a plurality of connecting columns extending along the up-down direction, and each connecting column sequentially penetrates through the upper cylinder body, the middle cylinder body, the lower cylinder body and the base from top to bottom to be connected into a whole. The adoption of the structure is beneficial to further improving the overall stability and the tightness of the device.
According to a specific and preferred aspect of the invention, the bottom of the upper cylinder is provided with a second groove, a collar is arranged in the second groove, the diaphragm is a latex film, and the latex film is sleeved on the collar. By adopting the structure, the device is convenient to set and operate.
According to the invention, the latex film is preferably a standard latex film with the thickness of phi 101 x 320mm for triaxial apparatus and the thickness of 0.3 mm.
According to a specific aspect of the invention, the upper cylinder comprises a cylinder body, a flange plate arranged at the top of the cylinder body and a cover body fixed on the flange plate. If the connecting column is arranged, the connecting column can pass through the flange plate. In one embodiment, a pressure supply device is connected to the cover in communication with the grouting pressure conversion chamber.
According to the invention, the lower cylinder is preferably made of plexiglas.
According to the invention, the counter-pressure device comprises a cylinder and a drain pipe connected to the bottom of the cylinder. The top of the cylinder is communicated with the pressure supply device, the material of the cylinder is preferably organic glass, and before the cylinder is used, water needs to be added into the cylinder of the back pressure device. The drain pipe is communicated with the stratum filling chamber of the test cylinder, specifically can be connected to the base firstly and is communicated with the stratum filling chamber through a first groove on the base, and the drain pipe is preferably provided with a drain valve.
According to a preferred aspect of the present invention, the pressure supply device comprises an air compressor, a pressure control unit communicated with the air compressor, a first air inlet pipe with two ends communicated with the pressure control unit and the stratum filling chamber respectively, a second air inlet pipe with two ends communicated with the pressure control unit and the back pressure device respectively, and a first air inlet valve and a second air inlet valve arranged on the first air inlet pipe and the second air inlet pipe respectively. Specifically, the pressure control unit comprises an air inlet pressure regulating valve, an air inlet pressure gauge, a back pressure regulating valve and a back pressure gauge.
According to the invention, the parameters related to drainage consolidation include the pressure in each chamber, the slurry consolidation settlement amount, the permeability coefficient after slurry consolidation, and the like.
Preferably, the detection assembly comprises a liquid level detection mechanism for detecting the liquid level in the grouting pressure conversion chamber and/or a pressure detection mechanism for detecting the pressure in the stratum filling chamber, the slurry consolidation drainage chamber and the grouting pressure conversion chamber. The liquid level detection mechanism preferably comprises a U-shaped pipe with scales, and two ends of the U-shaped pipe are respectively communicated with different height positions of the grouting pressure conversion chamber; the pressure sensing mechanism preferably comprises a pore pressure gauge.
Preferably, the test cartridge has an interface in communication with the upper and lower portions of the slurry consolidation drain chamber for connection to a constant head penetration test device, respectively. Therefore, a constant water head permeation experiment device can be externally connected to determine the permeation coefficient after consolidation is completed.
Another object of the present invention is to provide a method for testing drainage consolidation of a wall post-grouting slurry in a subterranean formation, the method employing the drainage consolidation test device of the present invention and comprising the steps of:
a) Preparing an undisturbed soil sample;
b) And (3) placing a test stratum: loading the undisturbed soil sample into a stratum loading chamber as a test stratum;
c) And (3) placing test slurry: injecting test slurry into the slurry consolidation drainage chamber, and injecting test slurry into a diaphragm of the grouting pressure conversion chamber;
d) Injecting water above the diaphragm in the grouting pressure conversion chamber;
e) The pressure detection mechanism is provided with: setting pressure acquisition precision and time interval according to the permeability coefficient of the test stratum;
f) And (3) slurry drainage consolidation: providing the positive pressure for the test slurry, providing the back pressure for the bottom of the stratum filling chamber, and performing a consolidation drainage test, wherein the positive pressure is set according to the actual engineering grouting pressure, and the back pressure is set to a) and a undisturbed soil sample according to the actual excavation stratum depth and the groundwater level depth;
g) Measuring the slurry consolidation settlement: observing the liquid level change of water in the grouting pressure conversion chamber, and recording the consolidation time corresponding to the liquid level change;
h) Measuring the slurry permeability coefficient: after the slurry consolidation in the slurry consolidation drainage chamber is finished, the osmotic coefficient is measured,
the method further comprises an optional step (i): reverse saturation of the test formation with the counter-pressure device is performed after step b) and before step c) to vent air from the test formation.
According to the invention, the consolidation is completed, namely the reading of a pore pressure meter on a slurry consolidation drainage chamber is 0.
Further, in the step a), a layer of vaseline is smeared on the inner wall of the ring cutter, the cutting edge is downwards placed on a stratum of a construction site, the ring cutter is vertically pressed down, a soil sample is cut along the outer side of the ring cutter by using a soil cutting cutter, the soil sample is cut to be higher than the ring cutter while pressing, and the soil samples at the two ends of the ring cutter are leveled by using a wire saw and the soil cutting cutter and are stored in a sealing mode to serve as a test stratum.
Further, the slurry in the step c) is synchronous grouting slurry in actual engineering.
Further, in the step d), clean water is injected.
Further, in the step e), a pore pressure meter is adopted, and the pore pressure acquisition precision and time are set according to the permeability coefficient of the stratumDetermining the permeability coefficient of the formation<10 -6 When cm/s, the reading time is set to 10s, and the accuracy is set to 0.1kPa; formation permeability coefficient>10 -6 When cm/s, the reading time is set to be 2s, the precision is set to be 0.01kPa, and the reading time can be automatically adjusted according to the actual stratum.
Preferably, in step b), a water permeable stone is laid in the lower cylinder, and the test bed is then filled.
Due to the application of the technical scheme, compared with the prior art, the invention has the following advantages and effects:
the drainage consolidation test device for the post-wall grouting slurry in the stratum provided by the invention simulates the geological environment of the actual engineering through an indoor test, different grouting pressures and back pressures are set to test the consolidation drainage time of different slurries in the stratum, the consolidation settlement and the permeability coefficient after consolidation are compared and evaluated with the slurry to be adopted, finally the most economical and reasonable slurry type and grouting parameters (grouting amount and grouting pressure difference) are selected, a reference basis is provided for the actual engineering, and the cost is saved on the premise of ensuring the safety and the high efficiency of the engineering.
Drawings
FIG. 1 is a schematic diagram of the structure of the present embodiment;
FIG. 2 is a cross-sectional view of the grouting pressure conversion chamber in the present embodiment;
FIG. 3 is a schematic view of the collar in this embodiment;
fig. 4 is a schematic view of the flange plate in this embodiment.
Wherein: 10. a base; 100. a first groove; 11. a lower cylinder; 12. a middle cylinder; 120. an interface; 121. an interface; 13. an upper cylinder; 130. a second groove; 14. a flange plate; 15. a cover body; 16. a connecting column; 2. a back pressure device; 20. a lower flange; 21. a cylinder; 22. an upper flange plate; 3. a pressure control unit; 4. a drain valve; 5. a collar; 6. a latex film; 70. a second intake valve; 71. a first intake valve; 8. an air compressor; 90. a pore pressure gauge; 91. u-shaped tube.
A. A permeable stone; B. simulating a stratum; C. testing the slurry; D. and (5) clean water.
Detailed Description
Wall post grouting is a main means for controlling stratum settlement, ensuring early stability of duct pieces and improving integral impermeability, the wall post grouting effect is often controlled by adjusting grouting pressure, grouting amount and slurry type in the construction process, and the selection of grouting pressure, grouting amount and slurry type mostly refers to the past construction experience, so that theoretical basis is lacking for the action mechanism of slurry and the determination method of each parameter. The invention innovatively provides a consolidation test device, and from the perspective of a consolidation mechanism of slurry, the type of slurry is selected by testing consolidation drainage amount and permeability coefficient of a consolidated body of different slurries in different stratum; testing the slurry consolidation settlement under the action of different grouting pressures to determine the grouting pressure and grouting quantity in the actual construction process; the consolidation completion time of the slurry is tested to determine if secondary slurry make-up is required in the construction.
The present invention is further illustrated below in conjunction with specific embodiments, it being understood that these embodiments are meant to be illustrative of the embodiments only and not limiting the scope of the invention, as modifications to the invention by persons skilled in the art upon reading the embodiments fall within the scope of the invention as defined in the appended claims.
It will be understood by those skilled in the art that, unless otherwise defined, all terms (including technical and scientific terms) used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this invention belongs. It will be further understood that terms, such as those defined in commonly used dictionaries, should be interpreted as having a meaning that is consistent with their meaning in the context of the prior art and will not be interpreted in an idealized or overly formal sense unless expressly so defined herein.
The meaning of "and/or" in this embodiment means that each exists alone or both exist.
The meaning of "inside and outside" in this embodiment means that the direction pointing toward the inside of the apparatus is inside with respect to the apparatus itself, and vice versa.
The meaning of "left and right" in this embodiment means that when the reader is facing the drawing, the left side of the reader is the left side, and the right side of the reader is the right side.
The term "connected" in this embodiment may mean either a direct connection between components or an indirect connection between components through other components.
A post-wall grouting slurry drainage consolidation test device in a subterranean formation as shown in fig. 1 comprises a test cylinder, a back pressure device 2, a pressure supply device and a detection assembly. Wherein:
the test cartridge comprises a base 10, a lower cartridge body 11 detachably connected to the base 10, an intermediate cartridge body 12 detachably connected to the lower cartridge body 11, and an upper cartridge body 13 detachably connected to the intermediate cartridge body 12. The upper cylinder 13 further comprises a cylinder body, a flange 14 connected to the cylinder body and a cover 15 connected to the flange 14, wherein the detachable connection mode is a bolt connection mode. In addition, six connecting columns (steel columns) 16 sequentially penetrate through the flange 14 of the upper cylinder 13, the lower part of the cylinder body of the upper cylinder 13, the middle cylinder 12, the lower cylinder 11 and the base 10 from top to bottom to connect the whole test cylinder into a whole. The specific method is as follows:
the base 10 is a steel cylindrical base, and a semicircular first groove 100 communicated with the lower part of the lower cylinder 11 is formed in the base 10.
The lower cylinder 11 forms a stratum filling chamber for filling a simulated stratum for the test, and the lower cylinder 11 is made of organic glass and is connected to the base through bolts.
The middle cylinder 12 forms a slurry consolidation water discharge chamber for filling test slurry, the slurry consolidation water discharge chamber is connected with the lower cylinder 11 through bolts, interfaces 120 and 121 are respectively arranged at the upper part and the lower part of the middle cylinder 12, valves are arranged on the interfaces 120 and 121, and the interfaces 120 and 121 are used for externally connecting a constant water head permeation test device to measure the permeation coefficient of the slurry after consolidation.
The upper cylinder 13 forms a grouting pressure conversion chamber for converting air pressure into hydraulic pressure, a second groove 130 is formed in the bottom of the upper cylinder 13, a steel collar 5 is embedded in the second groove 130, and a liquid-tight diaphragm, such as a latex film 6, is sleeved on the collar 5, as shown in fig. 2 and 3.
The flange 14 adopts steel ring, and the outer lane is equipped with the bolt hole for passing spliced pole 16, and the inner circle is equipped with the bolt hole for connecting lid 15, has the sealing washer to be used for the stagnant water between flange 14 and upper cylinder 13, the lid 15, as shown in fig. 4.
The back pressure device 2 comprises a lower flange plate 20, a cylinder 21 connected to the lower flange plate 20, an upper flange plate 22 connected to the cylinder 21, four connecting columns (steel columns) connecting the lower flange plate 20 and the upper flange plate 22, sealing rings are arranged at the joints of the cylinder 21 and the lower flange plate 20 and the upper flange plate 22 for sealing water, the cylinder 21 adopts organic glass, a drain pipe is connected to the bottom of the cylinder 21 and is communicated with the first groove 100 of the base 10, and a drain valve 4 is arranged on the drain pipe.
The pressure supply device comprises an air compressor 8, a pressure control unit 3 communicated with the air compressor 8, a first air inlet pipe with two ends respectively communicated with the pressure control unit 3 and the stratum filling chamber, a second air inlet pipe with two ends respectively communicated with the pressure control unit 3 and the back pressure device 2, and a first air inlet valve 71 and a second air inlet valve 70 respectively arranged on the first air inlet pipe and the second air inlet pipe. The pressure control unit 3 comprises a cylinder body made of organic glass, an air inlet regulating valve, an air inlet pressure gauge, a back pressure regulating valve and a back pressure gauge.
The detection assembly is used for detecting one or more parameters related to drainage consolidation, and in this example, comprises a liquid level detection mechanism for detecting the liquid level in the grouting pressure conversion chamber and a pressure detection mechanism for detecting the pressure in the stratum filling chamber, the slurry consolidation drainage chamber and the grouting pressure conversion chamber. Wherein: the pressure detection mechanism comprises a pore pressure meter 90, and the stratum filling chamber is connected with the pore pressure meter 90 and is used for testing the water stress of the ultra-static pores in the stratum so as to ensure that undisturbed soil is in a consolidation completion state before the test starts; the slurry consolidation drain chamber is connected with a pore pressure meter 90 for reading the water stress of the ultra-static pore in the slurry; the grouting pressure conversion chamber is connected to a pore pressure gauge 90 for monitoring the variation of grouting pressure during the test. The liquid level detection mechanism comprises a U-shaped pipe 91 with scales, and two ends of the U-shaped pipe 91 are respectively communicated with different height positions of the grouting pressure conversion chamber. The detection assembly may further comprise a constant head penetration test device.
The following specifically describes the method of performing the test using the apparatus of this example:
a) Preparing an undisturbed soil sample: sampling by using a cutting ring, smearing a layer of vaseline on the inner wall of the cutting ring, placing the cutting edge downwards on a stratum at a construction site, vertically pressing the cutting ring, cutting a soil sample along the outer side of the cutting ring by using a soil cutting knife, cutting the soil sample to be higher than the cutting ring while pressing, leveling the soil samples at two ends of the cutting ring by using a wire saw and the soil cutting knife, and sealing and storing the soil samples to serve as a test stratum;
b) And (3) placing a test stratum: the lower cylinder 11 is fixed on the base 10 and sealed, firstly, permeable stones are paved in the lower cylinder 11, then, an undisturbed soil sample and a cutting ring are integrally arranged in the lower cylinder 1, a reverse saturation method is adopted by the back pressure device 2, the test stratum is saturated from bottom to top, and air in the base 10 and the lower cylinder 11 is discharged;
c) And (3) placing test slurry: the middle cylinder 12 is fixed on the lower cylinder 11 and sealed, test slurry is filled in the middle cylinder 12, the test slurry adopts synchronous grouting slurry in actual engineering, the lantern ring 5 sleeved with the latex film 6 is embedded in the second groove 130 of the upper cylinder 13, the whole cylinder is connected and sealed through the connecting column 16 and the flange plate 14, the test slurry is filled in the latex film 6, and the exhaust is sealed;
d) And (5) injecting clear water: injecting clear water above the emulsion film 6, and controlling the water level between the upper part of the lower port and the upper port of the U-shaped pipe 91;
e) Hole pressure gauge setting: setting time interval and acquisition precision of reading pore pressure, clearing pore pressure reading and acquisition time of pore pressure meter 90, setting pore pressure acquisition precision and time according to permeability coefficient of stratum, such as stratum permeability coefficient<10 -6 When cm/s, the reading time is set to 10s, and the accuracy is set to 0.1kPa; formation permeability coefficient>10 -6 When cm/s, the reading time is set to 2s, and the accuracy is set to 0.01kPa;
f) And (3) slurry drainage consolidation: respectively setting positive pressure and back pressure through a pressure supply device 3, opening a first air inlet valve 71, a drain valve 4 on a base 10 and a second air inlet valve 70 after an air inlet pressure gauge and a back pressure gauge are stable, performing slurry consolidation drainage test, determining consolidation pressure according to actual engineering grouting pressure, and setting back pressure according to excavation stratum depth and groundwater level depth;
g) Measuring the slurry consolidation settlement: observing the liquid level scales of the U-shaped pipe 91, and recording the corresponding consolidation time under each set scale through a stopwatch; the scale setting of the monitor pipe 91 is determined according to the slurry consolidation drainage speed, such as the stratum permeability coefficient>10 -6 When cm/s, the permeability coefficient of the stratum is set to be 1mm<10 -6 cm/s, set to 5mm;
h) Measuring the slurry permeability coefficient: and a constant water head permeation experiment device is connected outside the interfaces 120 and 121 of the middle cylinder 12, the permeation coefficient of the slurry after consolidation is measured, and when the reading of the pore pressure meter 90 of the slurry consolidation drainage chamber is 0, the consolidation is completed.
Claims (7)
1. A drainage consolidation test device of grouting slurry behind wall in stratum, characterized in that: comprising the following steps:
the pressure supply device is used for providing air pressure and comprises an air compressor, a pressure control unit, a first air inlet pipe, a second air inlet pipe, a first air inlet valve and a second air inlet valve, wherein the pressure control unit is communicated with the air compressor, the first air inlet pipe is respectively communicated with the pressure control unit and the stratum filling chamber at two ends, the second air inlet pipe is respectively communicated with the pressure control unit and the back pressure device at two ends, and the first air inlet valve and the second air inlet valve are respectively arranged on the first air inlet pipe and the second air inlet pipe;
and (3) a test tube: the device comprises a stratum filling chamber for filling a test stratum, a slurry consolidation drainage chamber for filling test slurry, and a grouting pressure conversion chamber, wherein the stratum filling chamber is communicated with the slurry consolidation drainage chamber, the slurry consolidation drainage chamber is separated from the grouting pressure conversion chamber by a liquid-tight diaphragm, the grouting pressure conversion chamber is connected with a pressure supply device and used for converting air pressure provided by the pressure supply device into hydraulic pressure and providing positive pressure for the test slurry from top to bottom, and the test cylinder comprises a lower cylinder body, a middle cylinder body and an upper cylinder body, wherein the lower cylinder body is internally provided with the stratum filling chamber, the middle cylinder body is detachably connected with the lower cylinder body, the slurry consolidation drainage chamber is internally provided with the slurry consolidation drainage chamber, and the upper cylinder body is detachably connected with the middle cylinder body, and the grouting pressure conversion chamber is internally provided with the grouting pressure conversion chamber;
back pressure means in communication with the pressure supply means and the formation loading chamber, respectively, for converting the gas pressure provided by the pressure supply means into hydraulic pressure and providing a bottom-up back pressure to the test formation;
a detection assembly for detecting one or more parameters associated with drainage consolidation, the detection assembly comprising a liquid level detection mechanism for detecting a liquid level within the grouting pressure conversion chamber and/or a pressure detection mechanism for detecting a pressure within the formation loading chamber, the slurry consolidation drainage chamber, and the grouting pressure conversion chamber.
2. The post-wall grouting slurry drainage consolidation test device in a subterranean formation of claim 1, wherein: the test cartridge further comprises a base with a first groove, the lower cylinder is detachably connected to the base, the lower portion of the lower cylinder is communicated with the first groove, and the back pressure device is communicated with the first groove through a pipeline.
3. The post-wall grouting slurry drainage consolidation test device in a subterranean formation of claim 2, wherein: the test cylinder further comprises a plurality of connecting columns extending along the up-down direction, and each connecting column sequentially penetrates through the upper cylinder body, the middle cylinder body, the lower cylinder body and the base from top to bottom to be connected into a whole.
4. A post-wall grouting slurry drainage consolidation test device in a subterranean formation according to claim 3, wherein: the bottom of the upper cylinder body is provided with a second groove, a lantern ring is arranged in the second groove, the diaphragm is a latex film, and the latex film is sleeved on the lantern ring.
5. The post-wall grouting slurry drainage consolidation test device in a subterranean formation of claim 1, wherein: the liquid level detection mechanism comprises a U-shaped pipe with scales, and two ends of the U-shaped pipe are respectively communicated with different height positions of the grouting pressure conversion chamber; the pressure detection mechanism comprises a pore pressure gauge.
6. The post-wall grouting slurry drainage consolidation test device in a subterranean formation of claim 1, wherein: the test cylinder is provided with interfaces which are respectively communicated with the upper part and the lower part of the slurry consolidation drainage chamber and are used for connecting a constant head permeation test device.
7. A method for testing drainage consolidation of a post-wall grouting slurry in a stratum, which is characterized by comprising the following steps of: the method adopts the drainage consolidation test device according to any one of claims 1 to 6, and comprises the following steps:
a) Preparing an undisturbed soil sample;
b) And (3) placing a test stratum: loading the undisturbed soil sample into a stratum loading chamber as a test stratum;
c) And (3) placing test slurry: injecting test slurry into the slurry consolidation drainage chamber, and injecting test slurry into a diaphragm of the grouting pressure conversion chamber;
d) Injecting water above the diaphragm in the grouting pressure conversion chamber;
e) The pressure detection mechanism is provided with: setting pressure acquisition precision and time interval according to the permeability coefficient of the test stratum;
f) And (3) slurry drainage consolidation: providing the positive pressure for the test slurry, and providing the back pressure for the bottom of the stratum filling chamber to perform a consolidation drainage test, wherein the positive pressure is set according to the actual engineering grouting pressure, and the back pressure is set according to the actual excavation stratum depth and the groundwater level depth;
g) Measuring the slurry consolidation settlement: observing the liquid level change of water in the grouting pressure conversion chamber, and recording the consolidation time corresponding to the liquid level change;
h) Measuring the slurry permeability coefficient: after the slurry consolidation in the slurry consolidation drainage chamber is finished, the osmotic coefficient is measured,
the method further comprises an optional step (i): reverse saturation of the test formation with the counter-pressure device is performed after step b) and before step c) to vent air from the test formation.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710222512.6A CN106970181B (en) | 2017-04-07 | 2017-04-07 | Drainage consolidation test device and method for grouting slurry behind wall in stratum |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710222512.6A CN106970181B (en) | 2017-04-07 | 2017-04-07 | Drainage consolidation test device and method for grouting slurry behind wall in stratum |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN106970181A CN106970181A (en) | 2017-07-21 |
| CN106970181B true CN106970181B (en) | 2023-04-28 |
Family
ID=59336293
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710222512.6A Active CN106970181B (en) | 2017-04-07 | 2017-04-07 | Drainage consolidation test device and method for grouting slurry behind wall in stratum |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN106970181B (en) |
Families Citing this family (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107703031B (en) * | 2017-11-24 | 2019-06-21 | 中国矿业大学 | A kind of air pressure driving loose media grouting simulation test device and test method |
| CN110044713A (en) * | 2019-04-22 | 2019-07-23 | 河海大学 | A kind of the piston vapour-pressure type consolidation testing device and method of grouting behind shaft or drift lining slurries |
| CN114235677B (en) * | 2021-11-29 | 2023-01-17 | 苏州大学 | Testing arrangement of clay material filling performance |
Family Cites Families (15)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| TWI220681B (en) * | 2003-07-10 | 2004-09-01 | Jr-Kuan Ni | A simulation system and method of a grouting test body |
| CN102817370A (en) * | 2012-08-13 | 2012-12-12 | 中国矿业大学 | Positive pressure and negative pressure combined grouting method |
| CN103048439A (en) * | 2012-12-04 | 2013-04-17 | 三峡大学 | Pressure grouting experiment device |
| CN103954745B (en) * | 2014-04-30 | 2015-11-25 | 山东大学 | A kind of terrestrial stress charger and using method thereof being applicable to slip casting model test |
| CN103926394B (en) * | 2014-04-30 | 2015-06-10 | 山东大学 | Three-dimensional visible testing system and method of dynamic water grouting model |
| CN204166368U (en) * | 2014-10-27 | 2015-02-18 | 山东科技大学 | Indoor three-dimensional slip casting model test servo-control system |
| CN104297457B (en) * | 2014-10-27 | 2015-07-08 | 山东科技大学 | Three-dimensional grouting model test device and method |
| CN105134285B (en) * | 2015-08-24 | 2017-05-31 | 山西晋城无烟煤矿业集团有限责任公司 | " three stifled two notes " gas extraction hole method for sealing |
| CN205301298U (en) * | 2016-01-15 | 2016-06-08 | 山东大学 | Slip casting analogue test device |
| CN105527384B (en) * | 2016-01-15 | 2018-01-16 | 山东大学 | A kind of grouting simulation test device and its test method |
| CN105716967B (en) * | 2016-02-03 | 2018-03-06 | 山东科技大学 | Utilize the magmatic rock interface feature test method for inducing fracture grouting device |
| CN105866337A (en) * | 2016-04-21 | 2016-08-17 | 河海大学 | Device and method for testing slurry shield excavation surface mud film formation and mud film air tightness under high pressure |
| CN205643310U (en) * | 2016-05-17 | 2016-10-12 | 湖南水利水电职业技术学院 | Move and fill type solution cavity prevention of seepage slip casting simulation experiment device under water condition |
| CN106153860B (en) * | 2016-06-24 | 2019-03-22 | 河海大学 | A kind of device and method of one-dimensional microorganism grouting and reinforcing silt test |
| CN206684129U (en) * | 2017-04-07 | 2017-11-28 | 河海大学 | A kind of drainage consolidation test device of grouting behind shaft or drift lining slurries in the earth formation |
-
2017
- 2017-04-07 CN CN201710222512.6A patent/CN106970181B/en active Active
Also Published As
| Publication number | Publication date |
|---|---|
| CN106970181A (en) | 2017-07-21 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN204789161U (en) | A one -dimensional consolidation apparatus for testing soil body consolidation deformation and osmotic coefficient | |
| CN108195723B (en) | Permeation grouting test system and method for reinforcing loose gravel soil | |
| CN106970181B (en) | Drainage consolidation test device and method for grouting slurry behind wall in stratum | |
| CN109709308B (en) | Water-mining type ground crack physical model test device and test method | |
| CN105334142B (en) | A kind of experimental provision formed for simulating shield mud film | |
| CN103105310A (en) | Testing device and method of ground deformation caused by simulating metro shield tunnel construction | |
| CN206223619U (en) | A kind of permeability coefficient of cement soil tester | |
| CN106324226A (en) | Pouring and injection integrated indoor testing device and method for monitoring underground water seepage and precipitation | |
| CN106088174A (en) | A kind of soft clay area diaphram wall seepage detection system | |
| CN103398933A (en) | Constant-pressure concrete permeability testing device | |
| CN108318401A (en) | One kind being suitable for anisotropy permeability coefficient test device under soil solidifying stress | |
| CN103940718B (en) | A kind of on-the-spot permeability experimental facility of discrete material | |
| CN206132761U (en) | Monitoring groundwater seepage flow, subside fill integrative indoor test device | |
| CN106198890A (en) | A kind of indoor grouting simulation test device and using method thereof | |
| CN203904966U (en) | Rapid water sampling device pressed with cone penetration device | |
| CN102445398A (en) | Simulation testing method of soft rock and hard soil mechanical characteristics | |
| CN107102378B (en) | Utilize the method for hole pressure touching methods measurement artesian aquifer water level and head height | |
| CN203132854U (en) | Test device used for simulating stratum deformation triggered by subway shield tunnel construction | |
| CN103308393B (en) | Formation fracturing resistance testing device and method | |
| CN205242462U (en) | Research anti -floating pile resists test device that foundation ditch suddenly gushes failure mechanisms | |
| CN110056335A (en) | Three axis multiple cracks hydraulic fracturing experiments devices of one kind and experimental method | |
| CN103176220A (en) | Tunnel water pressure model test method | |
| CN209145580U (en) | A kind of three axis multiple cracks hydraulic fracturing experiments devices | |
| CN104865131A (en) | Bentonite hydraulic fracturing feature determination device | |
| CN206340266U (en) | The model of full-scope simulation tunnel excavation process |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |