CN1737530B - Method for testing permeability coefficient and anti-pervasion gradient ratio - Google Patents
Method for testing permeability coefficient and anti-pervasion gradient ratio Download PDFInfo
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- CN1737530B CN1737530B CN 200510028380 CN200510028380A CN1737530B CN 1737530 B CN1737530 B CN 1737530B CN 200510028380 CN200510028380 CN 200510028380 CN 200510028380 A CN200510028380 A CN 200510028380A CN 1737530 B CN1737530 B CN 1737530B
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Abstract
This invention discloses one method for testing osmotic coefficient and impervious rate, which comprises the following steps: a, using fixing device made of water stone to fix the rock mass on one osmotic pressure socket; b, adding water pressure Ps on the bottom of specimen; c, exerting osmotic pressure through specimen and passes out from the above end of the specimen connected to water device; d, measuring osmotic water pressure, time and flow to compute osmotic coefficients and impervious ratio. The method also comprises the following steps: e, covering the film on the specimen to tightly stick to specimen; f, adding water pressure Pw around film larger than the water osmotic pressure as 1-50kPa. The rock mass osmotic coefficient and the impervious rate (sloping) tested by the method has high reliability and accuracy.
Description
Technical field:
The present invention relates to the Geotechnical Engineering field tests, the particularly a kind of method of testing that can measure rock soil mass infiltration coefficient and ratio of resistance seepage slope.
Background technology:
Rock soil mass is under seepage effect; Seepage deformation takes place; Possibly cause the engineering accident, perviousness and the impervious destructive characteristics thereof of therefore studying the soil body have great significance, in engineerings such as refuse landfill antiseepage, the antiseepage of deep basal pit curtain and river dike antiseepage; Adopt cement mixing method continuous impervious wall or plastic concrete diaphragm wall as the antiseepage body mostly, infiltration coefficient and ratio of resistance seepage slope (gradient) are the critical index that cut-pff wall design and quality control detect.Because the infiltration coefficient of rock soil mass such as soil cement is very little, ratio of resistance seepage slope (gradient) is very high; Measure its infiltration coefficient and ratio of resistance seepage slope (gradient); Need higher seepage water pressure, and method of testing should be able to allow sample that seepage deformation destruction is taken place under seepage effect.This just requires under the high hydraulic pressure effect, can not leak around the sample, and the fixture at sample top can fixing sample not influence seepage area again, can also allow sample that seepage deformation takes place under seepage effect.So the sealing around the sample and the fixing means at sample top are the gordian techniquies of measuring infiltration coefficient and ratio of resistance seepage slope.
Summary of the invention:
The purpose of this invention is to provide and a kind ofly can measure the infiltration coefficient of rock soil mass such as soil cement and the method for ratio of resistance seepage slope (gradient), adopt this method can effectively measure soil cement isolith soil body osmotic coefficient and can effectively measure its ratio of resistance seepage slope (gradient) again.
To achieve these goals, technical scheme of the present invention is: a kind of method of testing infiltration coefficient and ratio of resistance seepage slope comprises following steps: the stationary installation that A, use are processed by permeable stone is fixed on one with rock soil mass and can applies on the base of seepage water pressure; B, add infiltration hydraulic pressure P in sample bottom
s, P
s=0～400kPa; C, apply seepage water pressure after, infiltration water is through sample, flowed out by the freeing port of stationary installation top, freeing port connects water measure equipment; D, measurement seepage water pressure, time and seepage flow, calculation permeability coefficient and ratio of resistance seepage slope.
This method also can comprise following steps: E, film is enclosed within on the sample, makes film be close to sample; F, add hydraulic pressure P on every side at film
w, P
wAt least than seepage water pressure P
sBig 1～50kPa.
Wherein stationary installation is the circular permeable stone that is positioned at the sample bottom, is positioned at the annular permeable stone at sample top, and annular permeable stone top also is provided with annular sample cap.The infiltration coefficient of permeable stone is greater than the infiltration coefficient of sample.Therefore, steps A comprises following steps: a, rock soil mass is processed the right cylinder sample; B, sample bottom are placed on the circular permeable stone; An annular permeable stone is placed at c, sample top; D, the permeable stone of sample together with the bottom is placed on the annular base that can apply water pressure; E, the annular permeable stone upper unit one at the sample top prevent the annular sample cap of sample to top offset.Step e comprises following steps: f, a reel like film is enclosed within on sample and permeable stone up and down, sample cap and the base, makes film be close to sample; G, with bungee film is tightened in specimen mount and sample cap place.Wherein step f also can be included in the step of smearing the waterproof material of a small amount of toughness around the sample.Wherein film is a latex film.
The method that the present invention adopts had both guaranteed that the seepage area of sample was unaffected; Allow sample to produce seepage deformation again; And around under the effect of water pressure; Good seal between sample and the latex film is so rock soil mass infiltration coefficient and ratio of resistance seepage slope (gradient) that the present invention measures have very high fiduciary level and precision.
Description of drawings:
Fig. 1 is the synoptic diagram of one embodiment of the invention
Embodiment:
Below in conjunction with accompanying drawing and embodiment the present invention is further described.
According to one embodiment of present invention, a kind of method of testing infiltration coefficient and ratio of resistance seepage slope comprises following steps: the stationary installation that A, use are processed by permeable stone is fixed on one with rock soil mass sample 4 and can applies on the base 7 of seepage water pressure; B, add infiltration hydraulic pressure P in sample bottom
s, P
s=0～400kPa; C, apply seepage water pressure after, infiltration water is through sample, flowed out by the freeing port 8 of stationary installation top, freeing port 8 connects water measure equipment; D, measurement seepage water pressure, time and seepage flow, calculation permeability coefficient and ratio of resistance seepage slope.
This method also can comprise following steps: E, film 3 is enclosed within on the sample 4, makes film be close to sample; F, add hydraulic pressure P on every side at film
w, hydraulic pressure P on every side
wAt least than seepage water pressure P
sBig 1～50kPa.In the present embodiment, film is a latex film.
Wherein stationary installation is the circular permeable stone 5 that is positioned at sample 4 bottoms, is positioned at the annular permeable stone 1 at sample 4 tops, is positioned at the annular sample cap 9 on annular permeable stone 1 top.It should be noted that; The infiltration coefficient of the osmotic coefficient ratio sample of annular permeable stone 1 and circular permeable stone 5 is big, and generally speaking, the infiltration coefficient of permeable stone is greater than 1cm/s; And the infiltration coefficient of sample is less than 0.1cm/s, and the internal diameter of annular permeable stone 1 should be greater than 10mm.Therefore, steps A comprises following steps: a, rock soil mass is processed right cylinder sample 4; B, sample bottom are placed on the circular permeable stone 5; An annular permeable stone 1 is placed at c, sample top; D, the permeable stone 5 of sample 4 together with the bottom is placed on the annular base 7 that can apply water pressure; E, annular permeable stone 1 upper unit one at the sample top prevent the annular sample cap 9 of sample to top offset.Step e comprises following steps: f, a cylindrical shape latex film 3 is enclosed within on sample and permeable stone up and down 1 and 5, sample cap 9 and the base 7, makes latex film 3 be close to sample 4; G, with bungee 10 latex film 3 is tightened in specimen mount 7 and sample cap 9 places.Wherein step f also can be included in the step of smearing the waterproof material of a small amount of toughness around the sample.
Wherein the external diameter of the external diameter of sample 4 diameters, circular permeable stone 5 diameters, annular base 7, annular permeable stone 1 is identical with the external diameter of sample cap 9.The waterproof material of toughness can be a vaseline.
In use; Seepage water pressure independently is applied to the sample bottom; Ambient water pressure is applied on the latex film, and ambient water pressure is all the time than the big at least 1～50kPa of seepage water pressure, and water just can not flow through between sample and latex film like this; As around sample, smearing a small amount of vaseline or the waterproof material of other toughness, the then better tightness between sample and the latex film.Apply seepage water pressure in the sample bottom, infiltration water is through sample, and from the freeing port outflow of stationary installation top, water delivering orifice connects the water gaging device, and through measuring seepage water pressure, time and seepage flow just can calculate infiltration coefficient and ratio of resistance seepage slope (gradient).
Adopt annular permeable stone fixing sample in the present invention; Because the infiltration coefficient of permeable stone is much larger than the infiltration coefficient of sample, so, the mensuration of infiltration coefficient can not influenced; Especially the annular permeable stone at sample top; Not only fix sample but also do not influenced the seepage area of sample, and allowed sample to produce seepage deformation, thereby can measure the ratio of resistance seepage slope (gradient) of sample.Adopt sample overcoat latex film and apply ambient water pressure seal sealing; Smear vaseline or the waterproof material of other toughness at specimen surface when necessary (specimen surface is rough); Because ambient water pressure all the time greater than seepage water pressure, can prevent effectively that sealing is from infiltrate between sample and the latex film.
In sum; The present invention adopts unique method both to guarantee that the seepage area of sample was unaffected; Allow sample to produce seepage deformation again; And around under the effect of water pressure, the good seal between sample and the latex film is so rock soil mass infiltration coefficient and ratio of resistance seepage slope (gradient) that the present invention measures have very high fiduciary level and precision.
Because what adopt in the present embodiment is columniform sample, so the base of fixing sample, the cross sectional shape of the permeable stone of sample cap, sample top and bottom all is circle or annular.But; Those of ordinary skill in the art should understand, the base of fixing sample, and as long as the cross sectional shape of the permeable stone of sample cap, sample top and bottom is the same or supporting just passable with the cross sectional shape of sample; Not only can be circular; Also can be oval, square, other shape such as triangle.Wherein latex film can substitute with other softness, good-extensibility and fluid-tight film.
Claims (5)
1. method of testing infiltration coefficient and ratio of resistance seepage slope comprises following steps: A, use the stationary installation of being processed by permeable stone that rock soil mass is fixed on one can to apply on the base of seepage water pressure; B, add infiltration hydraulic pressure P in sample bottom
S, P
S=0～400kPa; C, apply seepage water pressure after, infiltration water is through sample, flowed out by the freeing port of stationary installation top, freeing port connects water measure equipment; D, measurement seepage water pressure, time and seepage flow, calculation permeability coefficient and ratio of resistance seepage slope; Wherein around sample, smear the waterproof material of a small amount of toughness, a reel like film is enclosed within on sample and permeable stone up and down, sample cap and the base, make film be close to sample, with bungee film is tightened in specimen mount and sample cap place; Add hydraulic pressure P on every side at film
W, hydraulic pressure P on every side
WAt least than seepage water pressure P
SBig 1～50kPa; Wherein steps A comprises following steps: a, rock soil mass is processed the right cylinder sample; B, sample bottom are placed on the circular permeable stone; An annular permeable stone is placed at c, sample top, and the infiltration coefficient of permeable stone is greater than 1cm/s, and the infiltration coefficient of sample is less than 0.1cm/s, and the internal diameter of annular permeable stone is greater than 10mm; D, the permeable stone of sample together with the bottom is placed on the annular base that can apply water pressure; E, the annular permeable stone upper unit one at the sample top prevent the annular sample cap of sample to top offset.
2. the method for test infiltration coefficient as claimed in claim 1 and ratio of resistance seepage slope is characterized in that the infiltration coefficient of the infiltration coefficient of permeable stone greater than sample.
3. the method for test infiltration coefficient as claimed in claim 1 and ratio of resistance seepage slope; The external diameter of external diameter, annular permeable stone that it is characterized in that diameter, the annular base of the diameter of sample, circular permeable stone is identical with the external diameter of sample cap, and the internal diameter of annular permeable stone is greater than 10mm.
4. the method for test infiltration coefficient as claimed in claim 1 and ratio of resistance seepage slope is characterized in that the waterproof material of toughness is a vaseline.
5. the method for test infiltration coefficient as claimed in claim 1 and ratio of resistance seepage slope is characterized in that film is a latex film.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 200510028380 CN1737530B (en) | 2005-08-01 | 2005-08-01 | Method for testing permeability coefficient and anti-pervasion gradient ratio |
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|---|---|---|---|
| CN 200510028380 CN1737530B (en) | 2005-08-01 | 2005-08-01 | Method for testing permeability coefficient and anti-pervasion gradient ratio |
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| CN1737530A CN1737530A (en) | 2006-02-22 |
| CN1737530B true CN1737530B (en) | 2012-04-25 |
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| CN 200510028380 Active CN1737530B (en) | 2005-08-01 | 2005-08-01 | Method for testing permeability coefficient and anti-pervasion gradient ratio |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102866095A (en) * | 2012-09-12 | 2013-01-09 | 中冶集团武汉勘察研究院有限公司 | Multifunctional seepage deformation tester and test method thereof |
Families Citing this family (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN100451605C (en) * | 2006-09-06 | 2009-01-14 | 何满潮 | Tester for testing earth formation deep soft rock water logic effect |
| CN101344515B (en) * | 2008-08-29 | 2011-10-05 | 成都理工大学 | Permeability coefficient determinator |
| CN101603915B (en) * | 2009-07-28 | 2011-01-19 | 北京市水利科学研究所 | Synthetic water infiltration capability test method for water permeable ground |
| CN102297826B (en) * | 2010-06-23 | 2013-03-06 | 中国科学院大连化学物理研究所 | Device used for measuring permeability of solution and application thereof |
| CN103868838B (en) * | 2014-02-24 | 2016-04-06 | 同济大学 | Soil body osmotic coefficient measuring system |
| CN108375532A (en) * | 2018-01-08 | 2018-08-07 | 东南大学 | Infiltration experiment device and test method |
| CN111307688A (en) * | 2020-03-18 | 2020-06-19 | 山东省水利科学研究院 | Test system and method for determining cement soil osmotic deformation |
| CN112595648A (en) * | 2020-12-14 | 2021-04-02 | 广东省水利水电科学研究院 | Device and method for detecting seepage failure ratio degradation quality of core sample of plastic concrete wall |
Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1601255A (en) * | 2004-10-18 | 2005-03-30 | 中国科学院地质与地球物理研究所 | Central direct shear apparatus of triaxiality ring pressure |
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Patent Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1601255A (en) * | 2004-10-18 | 2005-03-30 | 中国科学院地质与地球物理研究所 | Central direct shear apparatus of triaxiality ring pressure |
Non-Patent Citations (1)
| Title |
|---|
| JP特开平5-215747A 1993.08.24 |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102866095A (en) * | 2012-09-12 | 2013-01-09 | 中冶集团武汉勘察研究院有限公司 | Multifunctional seepage deformation tester and test method thereof |
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| CN1737530A (en) | 2006-02-22 |
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