CN202471558U - In-situ testing device for anisotropic osmotic coefficient of rock body - Google Patents
In-situ testing device for anisotropic osmotic coefficient of rock body Download PDFInfo
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- CN202471558U CN202471558U CN201220084838XU CN201220084838U CN202471558U CN 202471558 U CN202471558 U CN 202471558U CN 201220084838X U CN201220084838X U CN 201220084838XU CN 201220084838 U CN201220084838 U CN 201220084838U CN 202471558 U CN202471558 U CN 202471558U
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Abstract
The utility model discloses an in-situ testing device for an anisotropic osmotic coefficient of a rock body. At least four osmotic pressure holes (4) are circumferentially uniformly arranged in the circle with a water pressing hole (3) as a centre and the radius of 3-5 meters, the length of a water pressing section (5) of the water pressing hole (3) is 5-10 meters, three osmometers (6) are arranged in each osmotic pressure hole (4), the locations of the three osmometers (6) respectively correspond to the upper end part, the lower end part and the middle point of the water pressing section (5) of the water pressing hole (3), the water pressing test has to reach a steady flow condition, namely the pressure and the flow of the water pressing hole (3) and the pressures of the osmometers (6) reach and keep a continuous steady state, and the pressure and the flow of the water pressing hole (3) and the osmotic pressures of the osmometers (6) are maintained in a testing process and are simultaneously recorded, and the interval of data recording is less than 5 min. The in-situ testing device for the anisotropic osmotic coefficient of the rock body is capable of considering the anisotropic osmotic coefficient of the rock body, and is wide in application range.
Description
Technical field
The utility model relates to a kind of rock mass anisotropy infiltration coefficient in-situ testing device; Particularly relate to a kind of field rock mass infiltration tensor test structures such as Hydraulic and Hydro-Power Engineering, traffic engineering, petroleum engineering that are used for, especially measure to the infiltration coefficient of orthotropy rock mass.
Background technology
Under the prior art condition, the rock mass infiltration coefficient can adopt single hole single hop packer permeability test method, three sections packer permeability test methods of single hole and cross bore packer permeability test method to test.Flow, hole internal pressure and parameters such as setting-out pore radius and compressed water section length are come the infiltration coefficient of calculating rock in the single hole single hop packer permeability test employing hole; But can not consider the anisotropic Penetration Signature of rock mass; The infiltration coefficient that test is tried to achieve is the rock mass isotropy infiltration coefficient of equivalence, and its test result has bigger limitation.Three sections setting-outs of single hole need be to arranging setting-out hole direction is vertical with fissure direction, and just inapplicable to guaranteeing that one group of fissure-plane situation is only passed in the setting-out hole, its limitation is also bigger.And cross bore packer permeability test technology and test method are complicated, cost dearly, and test is difficult for successfully, so seldom employing in the engineering.
The utility model content
The utility model technical matters to be solved is the deficiency that exists to existing rock mass packer permeability test system layout technology, provides a kind of and can consider the anisotropic Penetration Signature of rock mass, rock mass anisotropy infiltration coefficient in-situ testing device applied widely.
In order to solve the problems of the technologies described above; The rock mass anisotropy infiltration coefficient in-situ testing device that the utility model provides; Comprising setting-out hole and self-recording device, is the center with described setting-out hole, at radius is circumferentially evenly to be furnished with 4 osmotic pressure holes at least on 3～5 meters the circumference; The equal in length in described setting-out hole and each described osmotic pressure hole; The length of the compressed water section in described setting-out hole is 5～10 meters, at the bottom of the hole in each described osmotic pressure hole at the bottom of the hole in elevation and described setting-out hole elevation consistent, each described osmotic pressure hole is all parallel with described setting-out hole; Be furnished with 3 osmometers in each described osmotic pressure hole; The position of 3 described osmometers corresponds respectively to the upper/lower terminal portion and the mid point of the compressed water section in described setting-out hole, adopts the shutoff of microdilatancy material packing section between 3 described osmometers, and described osmometer is electrically connected with described self-recording device.
Described microdilatancy material packing section is made up of rubber separator, sealing sea-tangle and swelling water mud.
Adopt the rock mass anisotropy infiltration coefficient in-situ testing device of technique scheme; With the setting-out hole is the center; Be circumferentially evenly to be furnished with 4 osmotic pressure holes at least on 3～5 meters the circumference at radius; The equal in length in described setting-out hole and each described osmotic pressure hole, the length of the compressed water section in described setting-out hole is 5～10 meters, at the bottom of the hole in each described osmotic pressure hole at the bottom of the hole in elevation and described setting-out hole elevation consistent; Each described osmotic pressure hole is all parallel with described setting-out hole; Be furnished with 3 osmometers in each described osmotic pressure hole, the position of 3 described osmometers corresponds respectively to the upper/lower terminal portion and the mid point of the compressed water section in described setting-out hole, adopts the shutoff of microdilatancy material packing section between 3 described osmometers; Packer permeability test must reach condition of steady flow; Be that the pressure of pressure and the flow in described setting-out hole, described osmometer reaches and keeps continuous steady state, and keep pressure and flow, the described osmotic pressure hole osmotic pressure in described setting-out hole to adopt the automatic record of self-recording device simultaneously in the process of the test, the data recording time interval is not more than 5 minutes.Seepage pressure through diverse location in the record rock mass of osmotic pressure hole; Be pressed into the flow and the setting-out pressure of rock mass through setting-out hole record; Combine the osmotic pressure value of flow, pressure and osmotic pressure hole diverse location in the setting-out hole again, utilize the Schneebeli formula can inquire into the anisotropy infiltration coefficient of rock mass.This packer permeability test technology arrangement is reasonable in design, simple in structure, easy to operate.
In sum; The utility model is arranged a plurality of osmometer record osmotic pressures variable quantity in different directions through diverse location in the osmotic pressure hole; And then the anisotropy of inquiring into the rock mass infiltration coefficient changes; Further perfect rock mass anisotropy infiltration coefficient home position testing method is a kind of rock mass anisotropy infiltration coefficient in-situ testing device based on setting-out hole pressure and osmotic pressure hole pressure.
Description of drawings
Fig. 1 is a rock mass infiltration coefficient test macro floor plan.
Fig. 2 is a rock mass infiltration coefficient test macro diagrammatic cross-section.
Embodiment
Below in conjunction with accompanying drawing and embodiment the utility model is described further.
Referring to Fig. 1 and Fig. 2; With setting-out hole 3 is the center, at radius is circumferentially evenly to be furnished with 4 osmotic pressure holes 4 on 3～5 meters the circumference equal in length in setting-out hole 3 and each osmotic pressure hole 4; In setting-out hole 3, be provided with high pressure sealing embolism 7 and be formed with compressed water section 5; Water inlet pipe 1 passes high pressure sealing embolism 7 and is communicated with compressed water section 5, and the length of the compressed water section 5 in setting-out hole 3 is 5～10 meters, at the bottom of the hole in each osmotic pressure hole 4 at the bottom of the hole in elevation and setting-out hole 3 elevation consistent; Each osmotic pressure hole 4 is all parallel with setting-out hole 3; The position that is furnished with 6,3 osmometers 6 of 3 osmometers in each osmotic pressure hole 4 corresponds respectively to the upper/lower terminal portion and the mid point of the compressed water section 5 in setting-out hole 3, and each osmometer 6 adopts cable to be electrically connected with datalogger; Adopt 8 shutoff of microdilatancy material packing section between 3 osmometers 6; Microdilatancy material packing section 8 is made up of rubber separator, sealing sea-tangle and swelling water mud, and packer permeability test must reach condition of steady flow, and promptly the pressure of the pressure in setting-out hole 3 and flow, osmometer 6 reaches and keeps continuous steady state; And keep pressure and flow, osmotic pressure hole 4 osmotic pressures in setting-out hole 3 to adopt the automatic record of self-recording device simultaneously in the process of the test, the data recording time interval is not more than 5 minutes.
Referring to Fig. 1 and Fig. 2; The utility model is through the seepage pressure of diverse location in the 4 record rock mass of osmotic pressure hole; Be pressed into the flow and the setting-out pressure of rock mass through setting-out hole 3 records; Combine the osmotic pressure value of flow, pressure and osmotic pressure hole 4 diverse locations in the setting-out hole 3 again, utilize the Schneebeli formula can inquire into the anisotropy infiltration coefficient of rock mass.This packer permeability test technology arrangement is reasonable in design, simple in structure, easy to operate.
Claims (2)
1. rock mass anisotropy infiltration coefficient in-situ testing device; Comprise setting-out hole (3) and self-recording device; It is characterized in that: with described setting-out hole (3) is the center; Be circumferentially evenly to be furnished with 4 osmotic pressure holes (4) at least on 3～5 meters the circumference at radius, the equal in length in described setting-out hole (3) and each described osmotic pressure hole (4), the length of the compressed water section (5) in described setting-out hole (3) is 5～10 meters; At the bottom of the hole in each described osmotic pressure hole (4) at the bottom of the hole in elevation and described setting-out hole (3) elevation consistent; Each described osmotic pressure hole (4) is all parallel with described setting-out hole (3), is furnished with 3 osmometers (6) in each described osmotic pressure hole (4), and the position of 3 described osmometers (6) corresponds respectively to the upper/lower terminal portion and the mid point of the compressed water section (5) in described setting-out hole (3); Adopt microdilatancy material packing section (8) shutoff between 3 described osmometers (6), described osmometer (6) is electrically connected with described self-recording device.
2. rock mass anisotropy infiltration coefficient in-situ testing device according to claim 1, it is characterized in that: described microdilatancy material packing section (8) is made up of rubber separator, sealing sea-tangle and swelling water mud.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201220084838XU CN202471558U (en) | 2012-03-08 | 2012-03-08 | In-situ testing device for anisotropic osmotic coefficient of rock body |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201220084838XU CN202471558U (en) | 2012-03-08 | 2012-03-08 | In-situ testing device for anisotropic osmotic coefficient of rock body |
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| CN202471558U true CN202471558U (en) | 2012-10-03 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN201220084838XU Expired - Fee Related CN202471558U (en) | 2012-03-08 | 2012-03-08 | In-situ testing device for anisotropic osmotic coefficient of rock body |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102608015A (en) * | 2012-03-08 | 2012-07-25 | 长沙理工大学 | Rock mass anisotropy osmotic coefficient in-situ test method and device thereof |
| CN112595647A (en) * | 2020-12-14 | 2021-04-02 | 广东省水利水电科学研究院 | Testing device and method for detecting seepage failure ratio degradation quality of plastic concrete impervious wall |
| CN113092334A (en) * | 2021-03-19 | 2021-07-09 | 中国神华煤制油化工有限公司 | Multi-stratum permeability tensor measuring device |
-
2012
- 2012-03-08 CN CN201220084838XU patent/CN202471558U/en not_active Expired - Fee Related
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102608015A (en) * | 2012-03-08 | 2012-07-25 | 长沙理工大学 | Rock mass anisotropy osmotic coefficient in-situ test method and device thereof |
| CN112595647A (en) * | 2020-12-14 | 2021-04-02 | 广东省水利水电科学研究院 | Testing device and method for detecting seepage failure ratio degradation quality of plastic concrete impervious wall |
| CN113092334A (en) * | 2021-03-19 | 2021-07-09 | 中国神华煤制油化工有限公司 | Multi-stratum permeability tensor measuring device |
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| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| C17 | Cessation of patent right | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20121003 Termination date: 20130308 |