CN107228817A - Filling medium/soil body penetration stability comprehensive distinguishing method inside geological structure - Google Patents
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- CN107228817A CN107228817A CN201710438723.3A CN201710438723A CN107228817A CN 107228817 A CN107228817 A CN 107228817A CN 201710438723 A CN201710438723 A CN 201710438723A CN 107228817 A CN107228817 A CN 107228817A
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- 239000002689 soil Substances 0.000 title claims abstract description 62
- 238000000034 method Methods 0.000 title claims abstract description 36
- 230000035515 penetration Effects 0.000 title claims abstract description 29
- 238000002474 experimental method Methods 0.000 claims abstract description 13
- 230000003204 osmotic effect Effects 0.000 claims abstract description 11
- 238000004458 analytical method Methods 0.000 claims abstract description 7
- 238000002360 preparation method Methods 0.000 claims abstract description 6
- 239000008187 granular material Substances 0.000 claims description 10
- 239000002245 particle Substances 0.000 claims description 10
- 230000008569 process Effects 0.000 claims description 3
- 241000208340 Araliaceae Species 0.000 claims description 2
- 235000005035 Panax pseudoginseng ssp. pseudoginseng Nutrition 0.000 claims description 2
- 235000003140 Panax quinquefolius Nutrition 0.000 claims description 2
- 235000008434 ginseng Nutrition 0.000 claims description 2
- 238000007796 conventional method Methods 0.000 abstract description 2
- 238000005516 engineering process Methods 0.000 description 5
- 238000004364 calculation method Methods 0.000 description 4
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 4
- 239000000463 material Substances 0.000 description 3
- 238000010998 test method Methods 0.000 description 3
- 238000012360 testing method Methods 0.000 description 3
- 241001269238 Data Species 0.000 description 2
- 230000005540 biological transmission Effects 0.000 description 2
- 230000007812 deficiency Effects 0.000 description 2
- 230000004069 differentiation Effects 0.000 description 2
- 238000011160 research Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000009172 bursting Effects 0.000 description 1
- 239000004927 clay Substances 0.000 description 1
- 238000005056 compaction Methods 0.000 description 1
- 238000000205 computational method Methods 0.000 description 1
- 239000010419 fine particle Substances 0.000 description 1
- 230000001939 inductive effect Effects 0.000 description 1
- 230000008595 infiltration Effects 0.000 description 1
- 238000001764 infiltration Methods 0.000 description 1
- 230000007246 mechanism Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000035699 permeability Effects 0.000 description 1
- 239000012466 permeate Substances 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 238000009738 saturating Methods 0.000 description 1
- 239000013049 sediment Substances 0.000 description 1
- 238000004062 sedimentation Methods 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
- 238000003325 tomography Methods 0.000 description 1
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N15/00—Investigating characteristics of particles; Investigating permeability, pore-volume or surface-area of porous materials
- G01N15/08—Investigating permeability, pore-volume, or surface area of porous materials
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- Biochemistry (AREA)
- General Health & Medical Sciences (AREA)
- General Physics & Mathematics (AREA)
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- Pathology (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The invention discloses filling medium/soil body penetration stability comprehensive distinguishing method inside a kind of geological structure, the grading curve data of the soil body are obtained by conventional methods such as indoor screen experiments；Based on the grading curve data measured, by data fitting and Parameter analysis, the value for the unknown parameter for obtaining PSD parametric equations is calculated, the mathematicization expression of grading curve is realized；Soil body penetration stability is evaluated using Kezdi, Sherard and Kenney＆Lau criterion, three characteristic points are obtained；By analyzing the relation between 3 lines and Kezdi, Sherard and Kenney＆Lau criterion boundary curve, realize that the preparation to soil body penetration stability judges.The present invention realizes the mathematicization expression of grading curve, the automatic tangent slope calculated on grading curve in specific interval, the accurate osmotic stability for judging the soil body based on limited indoor screen experiments.
Description
Technical field
The present invention relates to filling medium/soil body penetration stability comprehensive distinguishing method inside a kind of geological structure.
Background technology
Dyke is the important component of flood-prevention project system, and the main original of dangerous situation occur in dykes and dams during piping is flood
Cause.The osmotic stability of the soil body refers to that coarse granule prevents the ability that fine grained is lost in the soil body under the conditions of seepage flow, once fine grained
It is lost in, the permeability of the whole soil body can increase, while the shearing strength of the soil body can also be reduced.For dyke or earth and rockfill dam, by
Dam body is may result in fine grain loss and produces local sedimentation or concentration infiltration, so as to produce piping, ultimately results in dam body
With bursting for dyke.According to incompletely statistics, earth and rockfill dam about 1/3 above is with permeate corrode in the form of destroy, wherein earth material oozes
Saturating stability difference is the reason for one of them is important.In addition, the geological structure for inducing the prominent mud disaster of tunnel gushing water is (such as roomy
Crack, tomography, solution cavity, karst etc.) it is internal may be filled with the mediums such as clay, fine sand, gravel, fault gouge, it fills
Fill out osmotic stability of the Failure Model with mechanism of water inrush also with filling medium closely related.
Substantial amounts of research work has been made to earth material osmotic stability both at home and abroad, gone out from the angle of soil body geometrical condition
Hair, the geometric criterion for judging soil body penetration stability is proposed by substantial amounts of experiment.Due to test method, seepage direction and
Differentiate that the criterion of stream of fine particles vector is different, so that testing data is regular poor, Analysis on Results is difficult to matches mutually.So far
Untill, for differentiating the stability of earth and stone material or whether occurring piping, go back the putative unified criterion of neither one.
The stability of the soil body depends primarily on grading curve (PSD), relative compaction and seepage water pressure.Its
In, the soil body depends primarily on its PSD curvilinear characteristic from steady characteristic, and the critical slope langth condition of sediment failure is depended primarily on relatively
Compactness and seepage water pressure size.Soil body self-stability method of discrimination mainly has three class methods：Nonuniformity coefficient method, fine grained contains
In amount method and grading curve method, the grading curve method currently generally used, three kinds of Semi-qualitative criterions should below
With relatively broad：Kezdi criterions, Sherard criterions and Kenney＆Lau criterions.These three criterions can be used uniformly granular-grade
Represented with the tangent slope on curve in specific interval, but due to particle diameter and granule content at some particular points need to be known,
Cause to carry out facing three subject matters when soil body self-stability differentiates using these criterions：(1) conventional chambers test method can only
Obtain limited data, it is difficult to obtain complete grading curve；(2) even if we are obtained more using advanced means of testing
Many PSD datas, it is also difficult to obtain the data at these specific positions；(3) because the data of acquisition are all discrete, without even
Continuous, tangent slope can only manual calculations acquisition.
The content of the invention
The purpose of the present invention is, to overcome the shortcomings of above-mentioned technology and method, to propose that one kind can be solved based on PSD parametric equations
The certainly thinking of above mentioned problem, i.e.,：Based on limited experimental data, realize that grading curve is pre- by PSD parametric equations first
Survey and mathematicization expression, and then realize the differentiation of filling medium self-stability.
The technical solution adopted by the present invention is：Soil body penetration stability comprehensive distinguishing method based on PSD parametric equations, it is real
Apply step as follows：
(1) the grading curve data of the soil body are obtained；
(2) the grading curve data measured based on step (1), by data fitting and Parameter analysis, calculating is obtained
The value of the unknown parameter of PSD parametric equations, realizes the mathematicization expression of grading curve；
(3) soil body penetration stability is evaluated using Kezdi, Sherard and Kenney＆Lau criterion, obtains three
Characteristic point；
(4) by analyzing between three characteristic point lines and Kezdi, Sherard and Kenney＆Lau criterion boundary curve
Relation, realize and the preparation of soil body penetration stability judged.
Further, the method that the grading curve data of the soil body are obtained in step (1)：Based on for intending what is evaluated
The soil body, by limited indoor screen experiments, obtains the grading curve data of the soil body.
Further, when carrying out indoor screen experiments, obtained using standard specimen sieve corresponding to sample different-grain diameter
Granule content data.
Further, high standard, many sample sieves is taken to carry out indoor screen experiments, it is bent in order to obtain more samples
Line number evidence, it is ensured that the accuracy of subsequent processes assessment result.
Further, PSD parametric equations use F4P models, F3P models, FBP models, Skaggs models or Weibull
Model.
Further, the PSD parametric equations based on acquisition in step (2), available applications Kezdi, Sherard and
Particle diameter and granule content data during Kenney＆Lau criterions at required specific position.
Further, described Kezdi criterions, Sherard criterions and Kenney＆Lau criterions are used uniformly grain composition
Tangent slope on curve in some interval is represented.
Further, the PSD parametric equations based on acquisition in described method, can be achieved given zone on grading curve
In tangent slope automatic calculating, overcome current criterion can only manual calculations deficiency.
Further, step (4) only specifically judges that anti-method is as follows：
If 3 lines are located above Kezdi, Sherard and Kenney＆Lau criterion boundary curve, show the soil body
With osmotic stability；If 3 lines are located at below Kezdi, Sherard and Kenney＆Lau criterion boundary curve, show
The soil body does not have osmotic stability.
Filling medium/soil body penetration stability comprehensive distinguishing method inside geological structure that the present invention is provided, its it is beneficial it
Be in：
(1) based on limited indoor screen experiments, the parametric equation for characterizing soil body grading curve, realization can be obtained
The mathematicization expression of grain grading curve；
(2) the PSD parametric equations based on acquisition, available applications Kezdi, Sherard and Kenney＆Lau criterion when institute
Particle diameter and granule content data at the specific position of need；
(3) the PSD parametric equations based on acquisition, can be achieved grading curve on it is specific interval in tangent slope from
It is dynamic to calculate, overcome current criterion can only manual calculations deficiency；
(4) analysis method provided using the present invention, the preparation that soil body penetration stability can be achieved is judged, with tradition differentiation
Criterion is compared, and prediction applicability and accuracy are greatly improved.
Brief description of the drawings
In order to illustrate more clearly about the embodiment of the present invention or technical scheme of the prior art, below will be to embodiment or existing
There is the accompanying drawing used required in technology description to be briefly described, it should be apparent that, drawings in the following description are the present invention
Some embodiments, for those of ordinary skill in the art, on the premise of not paying creative work, can also basis
These accompanying drawings obtain other accompanying drawings.
Fig. 1 is soil body sample experimental data and matched curve (by taking FBP models as an example).
Fig. 2 is the tangent slope computational methods of three criterions on PSD curves.
Fig. 3, Fig. 4 are soil body sample PSD tangent slope curves and three characteristic points.
Embodiment
It is noted that described further below is all exemplary, it is intended to provide further instruction to the application.Unless another
Indicate, all technologies used herein and scientific terminology are with usual with the application person of an ordinary skill in the technical field
The identical meanings of understanding.
It should be noted that term used herein above is merely to describe embodiment, and be not intended to restricted root
According to the illustrative embodiments of the application.As used herein, unless the context clearly indicates otherwise, otherwise singulative
It is also intended to include plural form, additionally, it should be understood that, when in this manual using term "comprising" and/or " bag
Include " when, it indicates existing characteristics, step, operation, device, component and/or combinations thereof.
As background technology is introduced, exist in the prior art due to particle diameter and particle at some particular points need to be known
Content, causes to carry out facing three subject matters when soil body self-stability differentiates using these criterions：(1) conventional chambers test method
Limited data can only be obtained, it is difficult to obtain complete grading curve；(2) even if we are obtained using advanced means of testing
Obtain more PSD datas, it is also difficult to obtain the data at these specific positions；(3) because the data of acquisition are all discrete, and
Discontinuously, tangent slope can only manual calculations obtain, in order to solve technical problem as above, present applicant proposes a kind of base
In the soil body penetration stability comprehensive distinguishing method of PSD parametric equations.
In a kind of typical embodiment of the application, there is provided a kind of soil based on PSD parametric equations as shown in Figure 1
Body osmotic stability comprehensive distinguishing method, comprises the following steps：
(1) the grading curve data of the soil body are obtained；
(2) the grading curve data measured based on step (1), by data fitting and Parameter analysis, calculating is obtained
The value of the unknown parameter of PSD parametric equations, realizes the mathematicization expression of grading curve；
(3) soil body penetration stability is evaluated using Kezdi, Sherard and Kenney＆Lau criterion, obtains three
Characteristic point；
(4) by analyzing between three characteristic point lines and Kezdi, Sherard and Kenney＆Lau criterion boundary curve
Relation, realize and the preparation of soil body penetration stability judged.
Each specific method of step is as follows：
(1) for the soil body for intending evaluating, the grading curve of the soil body is obtained by conventional methods such as indoor screen experiments
Data.
By conventional chambers screen experiments, the granule content number corresponding to sample different-grain diameter is obtained using standard sub-sieve
According to as shown in Figure 1.It is recommended that take high standard, many sample sieves to carry out indoor screen experiments as far as possible, it is more in order to obtain
Sample curve data, it is ensured that the accuracy of subsequent processes assessment result.
(2) from the tens of kinds of PSD parametric equations that domestic and foreign scholars have pointed out, the parameter with good applicability is selected
As research object, based on the grading curve data measured, by data fitting and Parameter analysis, calculating obtains PSD ginsengs
The value of the unknown parameter of number equation, realizes the mathematicization expression of grading curve.
According to the applicability of PSD parametric equations, the present invention recommends to use F4P models, F3P models, FBP models, Skaggs
Grading curve data, based on the experimental data of sample in Fig. 1, are carried out data plan by model and Weibull models (being shown in Table 1)
Close, calculate the value for obtaining PSD parametric equation unknown parameters.The individual fitting result for giving FBP models in Fig. 1.
Table 1
(3) soil body penetration stability is evaluated using Kezdi, Sherard and Kenney＆Lau criterion, obtains three
Characteristic point.
Kezdi criterions, Sherard criterions and Kenney＆Lau criterions can be used uniformly given zone on grading curve
In tangent slope represent, need to know the particle diameter and granule content at some particular points.As shown in Fig. 2 Kezdi/
Sherard methods can represent that the granule content at wherein C points contains than the particle at B points with the tangent slope of BC point-to-point transmissions
Amount many 15%；Kenney＆Lau methods can represent that the particle diameter at wherein E points is at A points with the tangent slope of AE point-to-point transmissions
4 times of particle diameter.
Using the PSD parametric equations of above-mentioned acquisition, the Slope in Fig. 3 can be calculated automatically from | BC formula and Slope | AE
The corresponding tangent slope curve of formula, as shown in Figure 3.Solid line is Slope | the corresponding tangent slope of BC formula, dotted line is Slope
| the corresponding tangent slope of AE formula.Dotted line and two horizontal curves intersect at 2 points of A, B, minimum with 0 line slope on solid line
Point be designated as C points, then 3 points of A, B, C are to soil body penetration stability using Kezdi, Sherard and Kenney＆Lau criterion
Three characteristic points obtained when being evaluated.
(4) three characteristic points based on acquisition, it is accurate with Kezdi, Sherard and Kenney＆Lau by analyzing 3 lines
Then the relation between boundary curve, realizes that the preparation to soil body penetration stability judges.
By A, B, C three point attachment into line, and analyze the relation of 3 lines and Fig. 3 bends S=1.66F：If 3 points of companies
Line is located above S=1.66F oblique lines, then shows that the soil body has osmotic stability；If 3 lines are located at below S=1.66F,
Then show that the soil body does not have osmotic stability.
Although above-mentioned the embodiment of the present invention is described with reference to accompanying drawing, not to present invention protection model
The limitation enclosed, one of ordinary skill in the art should be understood that on the basis of technical scheme those skilled in the art are not
Need to pay various modifications or deform still within protection scope of the present invention that creative work can make.
Claims (9)
1. filling medium/soil body penetration stability comprehensive distinguishing method inside geological structure, it is characterised in that implementation steps are such as
Under：
(1) the grading curve data of the soil body are obtained；
(2) the grading curve data measured based on step (1), by data fitting and Parameter analysis, calculating obtains PSD ginsengs
The value of the unknown parameter of number equation, realizes the mathematicization expression of grading curve；
(3) soil body penetration stability is evaluated using Kezdi, Sherard and Kenney＆Lau criterion, obtains three features
Point；
(4) by analyzing the pass between three characteristic point lines and Kezdi, Sherard and Kenney＆Lau criterion boundary curve
System, realizes that the preparation to soil body penetration stability judges.
2. filling medium/soil body penetration stability comprehensive distinguishing method, its feature inside geological structure as claimed in claim 1
It is, the method that the grading curve data of the soil body are obtained in step (1)：Based on the soil body for intending evaluating, by having
The indoor screen experiments of limit, obtain the grading curve data of the soil body.
3. filling medium/soil body penetration stability comprehensive distinguishing method, its feature inside geological structure as claimed in claim 2
It is, when carrying out indoor screen experiments, the granule content data obtained corresponding to sample different-grain diameter is sieved using standard specimen.
4. filling medium/soil body penetration stability comprehensive distinguishing method, its feature inside geological structure as claimed in claim 3
It is, takes high standard, many sample sieves to carry out indoor screen experiments, in order to obtain more sample curve data, it is ensured that
The accuracy of subsequent processes assessment result.
5. filling medium/soil body penetration stability comprehensive distinguishing method, its feature inside geological structure as claimed in claim 1
It is, PSD parametric equations use F4P models, F3P models, FBP models, Skaggs models or Weibull models.
6. filling medium/soil body penetration stability comprehensive distinguishing method, its feature inside geological structure as claimed in claim 1
It is, the PSD parametric equations based on acquisition in step (2), available applications Kezdi, Sherard and Kenney＆Lau criterion
Particle diameter and granule content data at Shi Suoxu specific position.
7. filling medium/soil body penetration stability comprehensive distinguishing method, its feature inside geological structure as claimed in claim 1
It is, described Kezdi criterions, Sherard criterions and Kenney＆Lau criterions is used uniformly some area on grading curve
In tangent slope represent.
8. filling medium/soil body penetration stability comprehensive distinguishing method, its feature inside geological structure as claimed in claim 1
It is, the PSD parametric equations based on acquisition in described method, the tangent line that can be achieved on grading curve in specific interval is oblique
The automatic calculating of rate.
9. filling medium/soil body penetration stability comprehensive distinguishing method, its feature inside geological structure as claimed in claim 1
It is, step (4) only specifically judges that anti-method is as follows：
If 3 lines are located above Kezdi, Sherard and Kenney＆Lau criterion boundary curve, show that the soil body has
Osmotic stability；If 3 lines are located at below Kezdi, Sherard and Kenney＆Lau criterion boundary curve, show the soil
Body does not have osmotic stability.
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109297881A (en) * | 2018-10-12 | 2019-02-01 | 西南交通大学 | A kind of determination method of coarse-grained soil permeability test side wall process layer thickness |
| CN112816387A (en) * | 2020-12-31 | 2021-05-18 | 北京市水利规划设计研究院 | Method and device for determining permeability coefficient and storage medium |
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| CN203025912U (en) * | 2012-12-28 | 2013-06-26 | 中铁二十四局集团有限公司 | Anti-sloughing alarming system for high-danger side slope |
| CN104931401A (en) * | 2015-06-02 | 2015-09-23 | 中国科学院力学研究所 | Dynamic changing model for permeability coefficient in sandy gravel soil piping erosion process |
| JP2016017902A (en) * | 2014-07-10 | 2016-02-01 | Ntn株式会社 | Method, device, and program of translation and design of lifetime test |
| CN106644855A (en) * | 2016-12-07 | 2017-05-10 | 山东大学 | Measuring method for particle diameter of blocking particles in pervious concrete, and pervious concrete grading detection method |
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2017
- 2017-06-12 CN CN201710438723.3A patent/CN107228817B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN203025912U (en) * | 2012-12-28 | 2013-06-26 | 中铁二十四局集团有限公司 | Anti-sloughing alarming system for high-danger side slope |
| JP2016017902A (en) * | 2014-07-10 | 2016-02-01 | Ntn株式会社 | Method, device, and program of translation and design of lifetime test |
| CN104931401A (en) * | 2015-06-02 | 2015-09-23 | 中国科学院力学研究所 | Dynamic changing model for permeability coefficient in sandy gravel soil piping erosion process |
| CN106644855A (en) * | 2016-12-07 | 2017-05-10 | 山东大学 | Measuring method for particle diameter of blocking particles in pervious concrete, and pervious concrete grading detection method |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109297881A (en) * | 2018-10-12 | 2019-02-01 | 西南交通大学 | A kind of determination method of coarse-grained soil permeability test side wall process layer thickness |
| CN109297881B (en) * | 2018-10-12 | 2020-12-11 | 西南交通大学 | Method for determining thickness of sidewall treatment layer in coarse-grained soil permeability test |
| CN112816387A (en) * | 2020-12-31 | 2021-05-18 | 北京市水利规划设计研究院 | Method and device for determining permeability coefficient and storage medium |
| CN112816387B (en) * | 2020-12-31 | 2022-07-12 | 北京市水利规划设计研究院 | Method and device for determining permeability coefficient and storage medium |
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