CN114034620A - Method for determining permeability of cohesive soil body by utilizing columnar experiment - Google Patents
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- 239000002689 soil Substances 0.000 title claims abstract description 113
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- 239000000203 mixture Substances 0.000 claims abstract description 10
- 230000013011 mating Effects 0.000 claims abstract description 6
- 239000006228 supernatant Substances 0.000 claims abstract description 6
- 230000006835 compression Effects 0.000 claims description 8
- 238000007906 compression Methods 0.000 claims description 8
- 239000011800 void material Substances 0.000 claims description 6
- 238000004364 calculation method Methods 0.000 claims description 5
- 239000004927 clay Substances 0.000 claims description 5
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- 238000010606 normalization Methods 0.000 claims description 3
- 239000011148 porous material Substances 0.000 abstract description 9
- 238000005259 measurement Methods 0.000 abstract description 4
- 238000007596 consolidation process Methods 0.000 description 9
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- 238000013461 design Methods 0.000 description 1
- 238000007865 diluting Methods 0.000 description 1
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- 210000004872 soft tissue Anatomy 0.000 description 1
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Abstract
The invention discloses a method for determining the permeability of a cohesive soil body by utilizing a columnar experiment, which comprises the following steps: s1, obtaining the interface height h of the soil-water mixture and the supernatant according to the original data of the column experiment of the undisturbed cohesive soil body1And settling time T1(ii) a S2, obtaining the initial pore ratio of the undisturbed cohesive soil body through measurement, and obtaining the initial height of the undisturbed cohesive soil body through an undisturbed cohesive soil body column experiment; s3, obtaining the initial height and the initial pore ratio respectively as H by changing the loose condition of the undisturbed cohesive soil body02And v02The mating cohesive soil mass of (1); s4, repeating the step S3, and recording the height h of the soil-water mixture and upper clear water interface2And settling time T2(ii) a S5, normalizing the height, taking logarithm of the settling time, and combining the normalized height Hi(j)(ii) a S6, drawing the columnar experimental data in a coordinate graph to obtain a time logarithm and a normalized heightHorizontal distance of degrees Δ x; and S7, obtaining a theoretical analytical expression of the drawn-up constant P of the constitutive relation of permeability according to the theoretical distance of the two curves.
Description
Technical Field
The invention relates to the technical field of disaster prevention and reduction engineering, in particular to a method for determining the permeability of a viscous soil body by utilizing a columnar experiment.
Background
The saturated loose cohesive soil body is settled and consolidated under the action of self gravity, the settling rate of the saturated loose cohesive soil body is controlled by the permeability of the cohesive soil body, and the permeability coefficient is strongly related to the pore ratio, so that the determination of the functional relationship between the permeability coefficient and the pore ratio becomes more important. Although the pore ratio measurement has been performed by a well-established method, the permeability coefficient of the soft clay is difficult to be accurately measured due to the extremely small value, so that the function relationship between the permeability coefficient and the pore ratio is difficult to determine.
The traditional method for determining the permeability of the soft clay is to directly measure the permeability coefficient of the soft clay under the condition of a specific pore ratio, the steps for measuring the permeability coefficient are complicated, the experimental amount is large, the requirement on equipment is high, the related aims can be achieved by a soil body one-dimensional instantaneous permeability coefficient tester, a hydraulic consolidation test, high-energy X-ray or electrical impedance measurement and the like at present, and the method for measuring the permeability coefficient of the loose material needs to be operated and maintained by professional technicians, so that time and labor are wasted; in addition, the measurement precision is limited by test equipment, the result variability is large, and the engineering design is easy to be unreasonable; moreover, such geotechnical tests require professional test equipment, so that the cost is difficult to reduce, and small-scale projects with low project expenditure cannot bear high-precision permeability coefficient tests.
Therefore, a solution method for consolidation permeability of a large-deformation loose material, which is small in calculation amount, simple in process and low in cost, is urgently needed.
Disclosure of Invention
The invention aims to overcome the defects of the prior art and provides a method for determining the permeability of a cohesive soil body by utilizing a columnar experiment.
The purpose of the invention is realized by the following technical scheme:
a method for determining the permeability of a cohesive soil mass by using a columnar experiment comprises the following steps:
s1, obtaining the interface height h of the soil-water mixture and the supernatant according to the original data of the column experiment of the undisturbed cohesive soil body1And at the time of sedimentationInter T1Remember (T)1i,h1i) For the ith measuring point, wherein i is a natural number greater than 0, executing step S2;
s2, obtaining the initial porosity ratio of the undisturbed cohesive soil body by measuring the undisturbed cohesive soil body, and recording the initial porosity ratio as v01＝e01+1, obtaining the initial height of the original-state cohesive soil body through the columnar experiment of the original-state cohesive soil body, and marking as H01Wherein subscript 0 represents an initial value and subscript 1 represents an undisturbed cohesive soil mass, performing step S3;
s3, obtaining the initial height and the initial porosity ratio respectively as H by changing the loose condition of partial undisturbed cohesive soil body02And v02＝e02+1 mating cohesive soil mass, performing step S4;
s4, repeating the step S3, and recording the height h of the soil-water mixture and upper clear water interface2And settling time T2(ii) a Note (T)2j,h2j) For the jth station, where j is a natural number greater than 0, executing step S5;
s5, height h1And a height h2Carrying out normalization processing to obtain the normalized height Hi(j)For settling time T1And settling time T2Logarithmic, combined normalized height Hi(j)Obtaining new column experimental data of original state cohesive soil body and matched cohesive soil body, namely (log (T)1i),H1i) And (log (T)2j),H2j) Step S6 is executed;
s6, drawing the column experimental data of the new undisturbed cohesive soil body and the matched cohesive soil body in a coordinate graph, wherein the horizontal axis is the time logarithm (log (T)i(j)) Vertical axis normalized height (H)i(j)) Obtaining the horizontal distance Δ x between the time logarithm and the normalized height, and executing step S7;
s7, theoretical distance according to two curves
Obtaining a theoretical analytical formula of a drawing constant P of the constitutive relation of the permeability, namely:
further, in step S4, the coordinated cohesive soil body satisfies the following relation:
in the formula, subscript 0 represents an initial value, subscript 2 represents a matching cohesive soil body, and constant D is a parameter of a constitutive relation of compression performance of the cohesive soil body.
Further, the constant D is expressed by a constitutive relation of compression performance, i.e., v ═ e +1 ═ C (σ'v)DIn the formula, e represents the void ratio of an undisturbed viscous soil body, sigma'vThe vertical effective stress of the undisturbed cohesive soil body is shown, and C is a parameter.
Further, in the step S5, the normalized height Hi(j)The calculation formula of (2) is as follows:
further, the steps S1 to S7 need to be repeated twice, the initial void ratio and the initial height of the undisturbed cohesive soil body in the step S1 and the matched cohesive soil body in the step S3 are different each time, and the relational expression is satisfied
Further, in the step S3, the loosening of the undisturbed cohesive soil body is changed by injecting clean water into the undisturbed cohesive soil body.
The invention has the beneficial effects that:
1. the invention skillfully adopts the columnar experiment to obtain the sedimentation consolidation original data, can accurately perform the permeability coefficient test without other professional instruments and equipment, can solve the set constant P only by two columnar experiments and a small amount of manual calculation, and can simultaneously perform the two experiments, thereby greatly reducing the equipment cost and the time cost.
2. The method ingeniously avoids errors caused by the linearity of a numerical simulation analysis program of large deformation consolidation, and can better reflect the nonlinearity of the one-dimensional consolidation process of the soft soil.
3. The invention skillfully deduces the analytic solution of the set constant P through the constitutive equation, and has very high theoretical and practical significance.
4. The invention skillfully converts the drawing constant P of measurement abstraction into geometric and simple operation problems, and the drawing constant P is abstracted into an image and has higher educational significance.
Drawings
FIG. 1 is a schematic flow diagram of the present invention;
fig. 2 is a new original state cohesive soil body and a coordinate diagram of column experimental data of a mating cohesive soil body.
Detailed Description
The technical solutions in the embodiments of the present invention are clearly and completely described below with reference to fig. 1-2 of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all embodiments. All other implementations made by those of ordinary skill in the art based on the embodiments of the present invention are obtained without inventive efforts.
In the description of the present invention, it is to be understood that the terms "counterclockwise", "clockwise", "longitudinal", "lateral", "up", "down", "front", "back", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", etc., indicate orientations or positional relationships based on those shown in the drawings, and are used for convenience of description only, and do not indicate or imply that the referenced devices or elements must have a particular orientation, be constructed and operated in a particular orientation, and thus, are not to be considered as limiting.
A method for determining the permeability of a cohesive soil mass by using a columnar experiment comprises the following steps:
s1, obtaining soil and water according to original data of the undisturbed cohesive soil column experimentHeight h of interface of mixture and supernatant1And settling time T1Remember (T)1i,h1i) For the ith measuring point, wherein i is a natural number greater than 0, executing step S2;
s2, obtaining the initial porosity ratio of the undisturbed cohesive soil body by measuring the undisturbed cohesive soil body, and recording the initial porosity ratio as v01＝e01+1, obtaining the initial height of the original-state cohesive soil body through the columnar experiment of the original-state cohesive soil body, and marking as H01Wherein subscript 0 represents an initial value and subscript 1 represents an undisturbed cohesive soil mass, performing step S3;
s3, obtaining the initial height and the initial porosity ratio respectively as H by changing the loose condition of partial undisturbed cohesive soil body02And v02＝e02+1 mating cohesive soil mass, performing step S4;
s4, repeating the step S3, and recording the height h of the soil-water mixture and upper clear water interface2And settling time T2(ii) a Note (T)2j,h2j) For the jth station, where j is a natural number greater than 0, executing step S5;
s5, height h1And a height h2Carrying out normalization processing to obtain the normalized height Hi(j)For settling time T1And settling time T2Logarithmic, combined normalized height Hi(j)Obtaining new column experimental data of original state cohesive soil body and matched cohesive soil body, namely (log (T)1i),H1i) And (log (T)2j),H2j) Step S6 is executed;
s6, drawing the column experimental data of the new undisturbed cohesive soil body and the matched cohesive soil body in a coordinate graph, wherein the horizontal axis is the time logarithm (log (T)i(j)) Vertical axis normalized height (H)i(j)) Obtaining the horizontal distance Δ x between the time logarithm and the normalized height, and executing step S7;
s7, theoretical distance according to two curves
Obtaining a theoretical analytical formula of a drawing constant P of the constitutive relation of the permeability, namely:
further, in step S4, the coordinated cohesive soil body satisfies the following relation:
in the formula, subscript 0 represents an initial value, subscript 2 represents a matching cohesive soil body, and constant D is a parameter of a constitutive relation of compression performance of the cohesive soil body.
Further, the constant D is expressed by a constitutive relation of compression performance, i.e., v ═ e +1 ═ C (σ'v)DIn the formula, e represents the void ratio of an undisturbed viscous soil body, sigma'vThe vertical effective stress of the undisturbed cohesive soil body is shown, and C is a parameter.
Further, in the step S5, the normalized height Hi(j)The calculation formula of (2) is as follows:
further, the steps S1 to S7 need to be repeated twice, the initial void ratio and the initial height of the undisturbed cohesive soil body in the step S1 and the matched cohesive soil body in the step S3 are different each time, and the relational expression is satisfied
Further, in the step S3, the loosening of the undisturbed cohesive soil body is changed by injecting clean water into the undisturbed cohesive soil body.
Examples
Changing the one-dimensional dead-weight consolidation constitutive equation of the saturated cohesive soil body proposed by Gibson (1967)1, namely:
wherein:
Gsis the specific gravity of the cohesive soil body;
e is the porosity of the cohesive soil mass;
k is the constitutive relation of permeability of cohesive soil body k ═ M (e +1)P＝MvPWhere M and P are two constants, and v ═ e + 1. The function is the function sought by the invention, more precisely, the invention is the drawing constant P for determining the constitutive relation, the determination method of the drawing constant M is obtained by other methods by scholars, and can be seen in [ Qi S, ChenX, Simms P, Zhou J, Yang XJC, Geotechnics.New method for determining the functional parameters of soft tissues consistency and consistency.2020; 127 (103781), z being the position coordinate characterizing the one-dimensional dead-weight consolidation process of the soft clay;
t is a time coordinate representing the one-dimensional self-weight consolidation process of the viscous soil body;
sigma ' is the constitutive relation v ═ e +1 ═ C (sigma ') of the compression performance of the cohesive soil body 'v)DWherein C, b and D are constants of σ'vThe effective stress of the cohesive soil body in the vertical direction is obtained easily, so that C and D are regarded as known constants by the method;
γwis the volume weight of water;
the constitutive relation of permeability and compressibility in this constitutive equation is given by Yamaguchi (1991)3It is first proposed.
The solution to this constitutive equation at this time can be expressed as f (t, z). The modified process comprises the following steps:
s1.1, transforming the coordinate system of the original equation, transforming the position coordinate z into a, wherein the relationship between the position coordinate z and the position coordinate a is shown as the following formula
Substitution gives the constitutive equation solved as f (t, a), i.e.
In step S1.2, the constitutive equation, the position coordinates a and the porosity ratio e (v ═ e +1 in the formula) are normalized. That is, the following two equations are substituted into the constitutive equation obtained in step S1.1:
substituted can be solved as f (t, D)a) Constitutive equation of (i), i.e.
Step S1.3, two constitutive relations (k and sigma') are transformed to be unified with the constitutive equation obtained in step S1.2, namely, for the constitutive relation k, two sides are divided by the constitutive equation
Similarly, for constitutive relation σ', both sides are divided by v0：
Step S1.4, will passThe two constitutive relations transformed in step S1.3 are substituted into the constitutive equation obtained in step S1.2, and the constitutive equation can be solved through certain simple transformation
The constitutive equation of (a):
recording:
-(Gs-1)M＝Q
the original formula can be expressed as:
from the solution f (tS, D) of the constitutive equationa) It can be seen that in a single logarithmic coordinate system (taking the logarithm of the tS coordinate), the solution can be expressed as f (log (t)) + log(s), Da). That is, in an image, if the values of the constant term coefficients N, Q, and R are the same, the change of the value of the constant S has only an effect 1 on the position of the image and has no effect on the shape of the image, and the two differ in tS logarithmic coordinate by the value:
where 1 and 2 represent two different examples.
Based on the theoretical basis, the invention aims to provide a method for determining the permeability of a cohesive soil body by utilizing a columnar experiment, and the technical scheme adopted by the invention is as follows:
s2.1, obtaining original data of a columnar experiment of an undisturbed cohesive soil body, and recording the height h of an interface of a soil-water mixture and supernatant water1And settling time T1(ii) a Note (T)1i,h1i) The test point is the ith test point, wherein i is a natural number greater than 0, the subscript 1 represents an undisturbed cohesive soil body, and the undisturbed cohesive soil body in the invention only changes the loose condition relative to the water added in the step S2.3;
step S2.2, the compression performance constitutive relation v ═ e +1 ═ C (σ'v+b)DParameters C, b and D; obtaining the initial height and the initial pore ratio of the undisturbed cohesive soil body and recording as H01And v01＝e01+1, where subscript 0 represents the initial value and subscript 1 represents the undisturbed cohesive soil mass;
s2.3, comprehensively considering factors such as experiment time, experiment equipment precision and the like, taking part of undisturbed soil and adding clear water to change the loosening condition to be matched into the condition that the initial height and the initial pore ratio are respectively H02And v02＝e02+1, and satisfy N1＝N2Of cohesive earth, i.e.
Wherein subscript 0 represents an initial value, subscript 2 represents a matched cohesive soil body, N is a constant term of the constitutive equation in step S1.4, and constant D is a parameter of the constitutive relation of the compression performance of the cohesive soil body, and the constant D is kept unchanged when only the porosity ratio of the cohesive soil body is changed;
s2.4, repeating the step S2.3 by adopting a matched cohesive soil body, and recording the height h of the interface of the soil-water mixture and the supernatant water2And settling time T2(ii) a Note (T)2j,h2j) Is the jth measuring point, wherein j is a natural number greater than 0; (ii) a
Step S2.5, step S2, respectively.1 and the height H obtained in the step S2.4 are normalized to obtain the normalized height Hi(j)：
In the formula:
h0the initial height of the one-dimensional soil column;
hfthe minimum height of the one-dimensional soil column after settlement and consolidation is finished;
hi(j)the meaning of (1) is the same as before;
step S2.6, taking logarithm of the time T obtained in step S2.1 and step S2.4, combining step S2.5, obtaining new column experimental data of the original state cohesive soil body and the mating cohesive soil body, namely (log (T)1i),H1i) And (log (T)2j),H2j)；
Step S2.7, the column experimental data of the undisturbed cohesive soil body and the matched cohesive soil body processed in the steps S2.5 and S2.6 are drawn in the same graph, wherein the horizontal axis is the time logarithm (log (T)i(j)) Vertical axis normalized height (H)i(j)) Visually obtaining the horizontal distance delta x between the two (if the viscous soil body is matched for diluting by adding water, the delta x is negative, otherwise, the delta x is positive), and the value can also be obtained by a computer;
step S2.8, the theoretical distance between the two curves obtained in step S1.4
A theoretical analytical formula of a set constant P of the constitutive relation of permeability can be obtained, namely:
the values of the proposed constant P can be obtained by substituting the data obtained in steps S2.2, S2.3 and S2.7 into the above equation.
The foregoing is merely a preferred embodiment of the invention, it being understood that the embodiments described are part of the invention, and not all of it. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention. The invention is not intended to be limited to the forms disclosed herein, but is to be accorded the widest scope consistent with the principles and novel features disclosed herein. And that modifications and variations may be effected by those skilled in the art without departing from the spirit and scope of the invention as defined by the appended claims.
Claims (6)
1. A method for determining the permeability of a cohesive soil mass by utilizing a columnar experiment is characterized by comprising the following steps of:
s1, obtaining the interface height h of the soil-water mixture and the supernatant according to the original data of the column experiment of the undisturbed cohesive soil body1And settling time T1Remember (T)1i，h1i) For the ith measuring point, wherein i is a natural number greater than 0, executing step S2;
s2, obtaining the initial porosity ratio of the undisturbed cohesive soil body by measuring the undisturbed cohesive soil body, and recording the initial porosity ratio as v01＝e01+1, obtaining the initial height of the original-state cohesive soil body through the columnar experiment of the original-state cohesive soil body, and marking as H01Wherein subscript 0 represents an initial value and subscript 1 represents an undisturbed cohesive soil mass, performing step S3;
s3, obtaining the initial height and the initial porosity ratio respectively as H by changing the loose condition of partial undisturbed cohesive soil body02And v02＝e02+1 mating cohesive soil mass, performing step S4;
s4, repeating the step S3, and recording the height h of the soil-water mixture and upper clear water interface2And settling time T2(ii) a Note (T)2j，h2j) For the jth station, where j is a natural number greater than 0, executing step S5;
s5, height h1And a height h2Carrying out normalization treatment to obtain normalizationHeight H after formationi(j)For settling time T1And settling time T2Logarithmic, combined normalized height Hi(j)Obtaining new column experimental data of original state cohesive soil body and matched cohesive soil body, namely (log (T)1i)，H1i) And (log (T)2j)，H2j) Step S6 is executed;
s6, drawing the column experimental data of the new undisturbed cohesive soil body and the matched cohesive soil body in a coordinate graph, wherein the horizontal axis is the time logarithm (log (T)i(j)) Vertical axis normalized height (H)i(j)) Obtaining the horizontal distance Δ x between the time logarithm and the normalized height, and executing step S7;
s7, theoretical distance according to two curves
Obtaining a theoretical analytical formula of a drawing constant P of the constitutive relation of the permeability, namely:
2. the method for determining the permeability of a cohesive soil mass through a columnar experiment as claimed in claim 1, wherein in step S4, the cohesive soil mass is matched to satisfy the following relation:
in the formula, subscript 0 represents the initial value, subscript 2 represents the matching soft clay, and constant D is the parameter of constitutive relation of compression performance of the cohesive soil mass.
3. The method for determining the permeability of a cohesive soil mass through a columnar experiment as claimed in claim 2, wherein the constant D is determined by the constitutive relation of compressibility v ═ e +1 ═ C (σ'v)DTo obtain the formulaWherein e represents the void ratio of the undisturbed cohesive soil body, sigma'vThe vertical effective stress of the undisturbed cohesive soil body is shown, and C is a parameter.
4. The method of claim 1, wherein the normalized height H5 is used in step S5i(j)The calculation formula of (2) is as follows:
5. the method for determining the permeability of a cohesive soil mass through a columnar experiment as claimed in claim 1, wherein the steps S1-S7 are repeated twice, and the initial void ratio and the initial height of the undisturbed cohesive soil mass in the step S1 and the matched cohesive soil mass in the step S3 are different and satisfy the relation
6. The method for determining the permeability of cohesive soil mass through a columnar experiment as claimed in claim 1, wherein the step S3 is implemented by injecting clean water into the undisturbed cohesive soil mass to change the loosening condition of the undisturbed cohesive soil mass.
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| WO2005104002A1 (en) * | 2004-03-31 | 2005-11-03 | Exxonmobil Upstream Research Company | Method for simulating and estimating sandstone properties |
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| CN109556931A (en) * | 2018-10-31 | 2019-04-02 | 同济大学 | Soil cement cutting ring sample preparation facilities and permeability coefficient of cement soil measuring method, equipment |
| CN111651906A (en) * | 2020-07-10 | 2020-09-11 | 四川大学 | Novel efficient solution method for consolidation permeability of large-deformation tailings |
| CN113390771A (en) * | 2021-05-21 | 2021-09-14 | 浙江工业大学 | Indoor high-water-content dredged mud permeability test system and permeability test method |
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Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2005104002A1 (en) * | 2004-03-31 | 2005-11-03 | Exxonmobil Upstream Research Company | Method for simulating and estimating sandstone properties |
| CN109556931A (en) * | 2018-10-31 | 2019-04-02 | 同济大学 | Soil cement cutting ring sample preparation facilities and permeability coefficient of cement soil measuring method, equipment |
| CN109342150A (en) * | 2018-12-19 | 2019-02-15 | 中国科学院武汉岩土力学研究所 | A kind of experimental rig and method for gassiness soil sample consolidation test and permeability test |
| CN111651906A (en) * | 2020-07-10 | 2020-09-11 | 四川大学 | Novel efficient solution method for consolidation permeability of large-deformation tailings |
| CN113390771A (en) * | 2021-05-21 | 2021-09-14 | 浙江工业大学 | Indoor high-water-content dredged mud permeability test system and permeability test method |
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