CN201716256U - Soil mass permeability testing device - Google Patents
Soil mass permeability testing device Download PDFInfo
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- CN201716256U CN201716256U CN2010202574493U CN201020257449U CN201716256U CN 201716256 U CN201716256 U CN 201716256U CN 2010202574493 U CN2010202574493 U CN 2010202574493U CN 201020257449 U CN201020257449 U CN 201020257449U CN 201716256 U CN201716256 U CN 201716256U
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Abstract
A soil mass permeability testing device comprises a triaxial apparatus, a pressure cavity, a pressurizing cap, porous stones, an upstream water pipe, a downstream water pipe, an upstream pressure gauge, a downstream pressure gauge and a water valve. The pressure cavity is cylindrical, a soil sample to be tested is arranged in the middle of the pressure cavity, a rubber film is covered on the outer side of the soil sample to be tested, upper porous stones are arranged at the upper end of the sample while lower porous stones are arranged at the lower end of the sample, the upper porous stones and the lower porous stones are arranged in the pressure cavity, the pressurizing cap is arranged at the upper end of the upper porous stones, and the upper end of the pressurizing cap contacts with a press rod of the triaxial apparatus. The soil mass permeability testing device can test permeability of portions of soil mass through the transient pressure pulse method by means of slightly modifying a general triaxial tester and by aids of the pressure cavity, the porous stones and the rubber film, is simple in structure, convenient in use and low in cost, and can realize tests for permeability of soil mass with general purposes.
Description
Technical field
The utility model relates to the construction work instrument and equipment, and particularly the building materials pervasion test device specifically is a kind of soil body penetration property testing device.
Background technology
Soil is the aggregate of the granular or flaky material of many skies, have a large amount of spaces between the soil particle, and the distribution in space is very irregular.When having energy difference in the soil body, water in the soil body space will flow to the low place of energy in high place along the interstitial channels between the soil skeleton from energy, water is exactly seepage flow in the phenomenon that flows in native interstitial channels under the effect of this energy difference, and this relevant with the seepage flow character of soil is the perviousness of soil.Seepage flow is many-sided to the influence of engineerings such as railway, water conservancy, mine, building and traffic with when destroying, and directly has influence on the stable and safety of earth structure and ground.The penetration property of soil comprises seepage flow, seepage failure and seepage flow control etc., and the major parameter of expression soil permeability matter is an infiltration coefficient.The infiltration coefficient of measuring sandy soil and cohesive soil is draining the used drainage equipment of foundation ditch ponding so that the estimation structure foundation to be provided, the earth material of selecting for use when building earth dam considers water percolating capacity and can calculate the coefficient of consolidation from infiltration coefficient, thus calculation structure foundation consolidation time etc. under loading.According to different soil properties, can adopt distinct methods respectively.Sandy soil can adopt Maeve Cummings parent tube (soil sample pipe method) and 70 type test instrument methods (Ji Mushi permeameter); Cohesive soil can adopt southern 55 type permeameters and loading osmosis (osmotic pressure test instrument), and the osmotic pressure test can be measured the infiltration coefficient of soil under different consolidation pressures, and can accelerate process of the test.The osmotic pressure test is obvious for the soil body effect of low-permeability, the theory of its foundation is a transient pressure impulse method etc., the transient pressure impulse method is to obtain permeability by the pressure change of measuring sample pressure at two ends container, through the development in twenty or thirty year, this method has become the important tests method of test least permeable medium Penetration Signature.Existing its structure of transient pressure pulse soil body penetration property testing device is comparatively complicated, the cost height.
Summary of the invention
The purpose of this utility model is to provide a kind of soil body penetration property testing device, and described this soil body penetration property testing device will solve soil body proving installation complex structure in the prior art, technical matters that cost is high.
The purpose of this utility model is achieved through the following technical solutions: comprise earthwork triaxial apparatus, this soil body penetration property testing device also comprises pressure chamber, add pressure cap, permeable stone, the upstream water pipe, the downstream water pipe, the upstream pressure table, downstream pressure table and water valve, it is cylindric that pressure chamber is, the soil body sample of test is located at the pressure chamber middle part, the soil body sample outside of test is arranged with rubber membrane, this sample upper end is provided with upper dankness stone, the sample lower end is provided with down permeable stone, upper dankness stone and following permeable stone are positioned at pressure chamber, the upper dankness stone upper end is provided with and adds pressure cap, adding the pressure cap upper end contacts with the depression bar of earthwork triaxial apparatus, the upstream water pipe passes and adds pressure cap and contact with the upper dankness stone upper surface, downstream water pipe front end contacts with following permeable stone, be connected with the upstream water pipe and be provided with the upstream pressure table, being connected with the downstream water pipe is provided with the downstream pressure table, and the upstream water pipe is provided with water valve.
Be provided with O-ring seal between the ring flange of earthwork triaxial apparatus and its base.
The utility model is compared with prior art, and its effect is actively with tangible.This soil body testing permeability device, simple in structure, only need common geotechnological triaxial test machine is changed slightly, pressure chamber, permeable stone and rubber membrane are set, promptly can realize coming the Penetration Signature of the part of detecting soil body with the transient pressure impulse method, easy to use, cost is low, is convenient to the soil body penetration characteristic test of general applications.
Description of drawings
Fig. 1 is a structural representation of the present utility model.
Embodiment
The utility model is described in further detail by embodiment below in conjunction with accompanying drawing.
As shown in Figure 1, in the present embodiment, comprise earthwork triaxial apparatus 1, this soil body penetration property testing device also comprises pressure chamber 2, add pressure cap 3, permeable stone, upstream water pipe 6, downstream water pipe 7, upstream pressure table 8, downstream pressure table 9 and water valve 10, pressure chamber 2 is cylindric, the soil body sample 11 of test is located at pressure chamber 2 middle parts, soil body sample 11 outsides of test are arranged with rubber membrane, this sample upper end is provided with upper dankness stone 4, the sample lower end is provided with down permeable stone 5, upper dankness stone 4 and following permeable stone 5 are positioned at pressure chamber 2, the upper dankness stone upper end is provided with and adds pressure cap 3, adding the pressure cap upper end contacts with the depression bar 12 of earthwork triaxial apparatus, upstream water pipe 6 passes and adds pressure cap 3 and contact with upper dankness stone 4 upper surfaces, and water pipe 7 front ends in downstream contact with following permeable stone 5, and being connected with upstream water pipe 6 is provided with upstream pressure table 8, being connected with downstream water pipe 7 is provided with downstream pressure table 9, and upstream water pipe 6 is provided with water valve 10.Be provided with O-ring seal between the ring flange 13 of earthwork triaxial apparatus and its base 14.
Adopt the method for the utility model test soil body penetration characteristic, it comprises the preparation of soil sample sample, saturated, the installation of sample, the test of correlation parameter and five steps of calculating of infiltration coefficient:
(1) preparation of soil sample: getting the soil body that needs test, be installed on the soil-cutter, along the soil-cutter sidewall soil sample is cut into the size that is fit to the triaxial apparatus pressure chamber needs, generally is Φ 39.1 * 80 (mm) and Φ 61.8 * 125 (mm).
(2) soil sample is saturated: the soil sample of making is put into saturator, and putting into water then, to carry out capillary saturated, determines different saturation times according to soil sample is different.
(3) installation of soil sample: get saturated sample, with holding the film tube rubber membrane is enclosed within outside the sample, sample is installed in the pressure chamber of corresponding size, sample is loaded onto the permeable stone of suitable dimension up and down, and the pressure cap that adds that links to each other with the back-pressure water pipe is installed on top.The pressure chamber is contained on the triaxial apparatus, and the bottom places the O-ring seal hermetic seal, guarantees that the ring flange bottom is connected closely with base.The top depression bar with add pressure cap and closely contact.
(4) test of correlation parameter: before the infiltration sample carries out, check in the coefficient of viscosity of the water of test, the compressibility coefficient of fluid, the compressibility coefficient of mineral substrate, the factor of porosity of experimental test sample and effective compressibility by the correlation technique handbook earlier.The parameter that process of the test should be tested comprises: the sectional area of sample and length, the time dependent curve of upstream and downstream pressure.The sectional area of sample and length are just determined when sample preparation, just can determine with its length of vernier caliper measurement and diameter before the sample.Earlier provide a pressure as upstream pressure with back-pressure during test, the pressure after stablizing with the sensor test of test pore water pressure is as downstream pressure; Improve back-pressure pressure then, close the back-pressure water injection valve after predetermined pressure, observational record upstream pressure (back-pressure tensimeter) and downstream pressure (pore water pressure sensor) concern over time.
(5) calculating of infiltration coefficient: the constants of nature of known materials and fluid, the measured result that changes along with the time according to sample upstream and downstream pressure:
P(0，t)＝P
d(t) t≥0
P(l，t)＝P
u(t) t≥0
Go out infiltration coefficient by the following formula inverse
In the following formula: P is a ground pore pressure in the sample; P
dPressure for the sample downstream; P
uPressure for the sample upstream; X is the distance apart from downstream end face; T is the time; L is the length of sample; K is an infiltration coefficient; μ is the coefficient of viscosity of water; S
sFor than the rate of storing.
Claims (2)
1. soil body penetration property testing device, comprise earthwork triaxial apparatus, it is characterized in that: this soil body penetration property testing device also comprises pressure chamber, add pressure cap, permeable stone, the upstream water pipe, the downstream water pipe, the upstream pressure table, downstream pressure table and water valve, it is cylindric that pressure chamber is, the soil body sample of test is located at the pressure chamber middle part, the soil body sample outside of test is arranged with rubber membrane, this sample upper end is provided with upper dankness stone, the sample lower end is provided with down permeable stone, upper dankness stone and following permeable stone are positioned at pressure chamber, the upper dankness stone upper end is provided with and adds pressure cap, adding the pressure cap upper end contacts with the depression bar of earthwork triaxial apparatus, the upstream water pipe passes and adds pressure cap and contact with the upper dankness stone upper surface, downstream water pipe front end contacts with following permeable stone, being connected with the upstream water pipe is provided with the upstream pressure table, and being connected with the downstream water pipe is provided with the downstream pressure table, and the upstream water pipe is provided with water valve.
2. soil body penetration property testing device as claimed in claim 1 is characterized in that: be provided with O-ring seal between the ring flange of earthwork triaxial apparatus and its base.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2010202574493U CN201716256U (en) | 2010-07-14 | 2010-07-14 | Soil mass permeability testing device |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2010202574493U CN201716256U (en) | 2010-07-14 | 2010-07-14 | Soil mass permeability testing device |
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| CN201716256U true CN201716256U (en) | 2011-01-19 |
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| CN2010202574493U Expired - Fee Related CN201716256U (en) | 2010-07-14 | 2010-07-14 | Soil mass permeability testing device |
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Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102735800A (en) * | 2012-06-27 | 2012-10-17 | 兰州大学 | Measurement apparatus for swelling force change of buffer backfill material along with water absorption change, and measurement method thereof |
| CN103674809A (en) * | 2013-12-17 | 2014-03-26 | 中国矿业大学(北京) | Water-resisting property test device and method for deep deformation clay |
| CN104020092A (en) * | 2013-03-01 | 2014-09-03 | 中国地质科学院水文地质环境地质研究所 | Consolidation pore water pressure combined test device and method |
| CN104535470A (en) * | 2014-12-12 | 2015-04-22 | 上海交通大学 | Penetration and corrosion triaxial testing apparatus for gravel soil and testing method thereof |
| CN104655468A (en) * | 2015-03-17 | 2015-05-27 | 河海大学 | Sample preparation device and sample preparation method for sand-soil contact surface test sample as well as osmotic coefficient determination method |
| CN104913959A (en) * | 2015-06-10 | 2015-09-16 | 温州大学 | High-airtightness sample preparation device and sample preparation method thereof |
| CN106769691A (en) * | 2016-11-22 | 2017-05-31 | 三峡大学 | The measuring equipment and its method for measurement of a kind of seepage force |
| CN106872249A (en) * | 2017-03-31 | 2017-06-20 | 榆林学院 | The experimental provision of soluble ion in a kind of non-destructive removal soil body sample |
| CN108593517A (en) * | 2018-04-16 | 2018-09-28 | 浙江大学 | A kind of measuring device and its method of stickiness soil body osmotic coefficient |
| CN109490119A (en) * | 2018-12-13 | 2019-03-19 | 中国科学院武汉岩土力学研究所 | A kind of determination method of rock material damage variable |
| CN109959553A (en) * | 2019-03-15 | 2019-07-02 | 浙江大学 | Consolidation-infiltration-shear wave velocity coupling experiment device |
| CN110108538A (en) * | 2019-06-10 | 2019-08-09 | 山东农业大学 | Adding pressure type salinized soil desalter |
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2010
- 2010-07-14 CN CN2010202574493U patent/CN201716256U/en not_active Expired - Fee Related
Cited By (19)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102735800A (en) * | 2012-06-27 | 2012-10-17 | 兰州大学 | Measurement apparatus for swelling force change of buffer backfill material along with water absorption change, and measurement method thereof |
| CN104020092A (en) * | 2013-03-01 | 2014-09-03 | 中国地质科学院水文地质环境地质研究所 | Consolidation pore water pressure combined test device and method |
| CN103674809A (en) * | 2013-12-17 | 2014-03-26 | 中国矿业大学(北京) | Water-resisting property test device and method for deep deformation clay |
| CN104535470A (en) * | 2014-12-12 | 2015-04-22 | 上海交通大学 | Penetration and corrosion triaxial testing apparatus for gravel soil and testing method thereof |
| CN104535470B (en) * | 2014-12-12 | 2017-05-10 | 上海交通大学 | Penetration and corrosion triaxial testing apparatus for gravel soil and testing method thereof |
| CN104655468A (en) * | 2015-03-17 | 2015-05-27 | 河海大学 | Sample preparation device and sample preparation method for sand-soil contact surface test sample as well as osmotic coefficient determination method |
| CN104655468B (en) * | 2015-03-17 | 2017-04-12 | 河海大学 | Sample preparation device and sample preparation method for sand-soil contact surface test sample as well as osmotic coefficient determination method |
| CN104913959B (en) * | 2015-06-10 | 2018-02-16 | 温州大学 | High leakproofness sample preparation device and its method for making sample |
| CN104913959A (en) * | 2015-06-10 | 2015-09-16 | 温州大学 | High-airtightness sample preparation device and sample preparation method thereof |
| CN106769691A (en) * | 2016-11-22 | 2017-05-31 | 三峡大学 | The measuring equipment and its method for measurement of a kind of seepage force |
| CN106769691B (en) * | 2016-11-22 | 2019-11-08 | 三峡大学 | A kind of measuring equipment and its method for measurement of seepage force |
| CN106872249A (en) * | 2017-03-31 | 2017-06-20 | 榆林学院 | The experimental provision of soluble ion in a kind of non-destructive removal soil body sample |
| CN106872249B (en) * | 2017-03-31 | 2023-02-24 | 长安大学 | Experimental device for non-destructive soluble ion in getting rid of soil body sample |
| CN108593517A (en) * | 2018-04-16 | 2018-09-28 | 浙江大学 | A kind of measuring device and its method of stickiness soil body osmotic coefficient |
| CN108593517B (en) * | 2018-04-16 | 2023-09-29 | 浙江大学 | Device and method for measuring permeability coefficient of viscous soil body |
| CN109490119A (en) * | 2018-12-13 | 2019-03-19 | 中国科学院武汉岩土力学研究所 | A kind of determination method of rock material damage variable |
| CN109959553A (en) * | 2019-03-15 | 2019-07-02 | 浙江大学 | Consolidation-infiltration-shear wave velocity coupling experiment device |
| CN109959553B (en) * | 2019-03-15 | 2023-12-01 | 浙江大学 | Consolidation-permeation-shear wave velocity coupling experimental device |
| CN110108538A (en) * | 2019-06-10 | 2019-08-09 | 山东农业大学 | Adding pressure type salinized soil desalter |
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Legal Events
| Date | Code | Title | Description |
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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: 20110119 Termination date: 20110714 |