CN116930036A - Method for determining in-situ critical hydraulic gradient in combined indoor and outdoor mode - Google Patents
Method for determining in-situ critical hydraulic gradient in combined indoor and outdoor mode Download PDFInfo
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- CN116930036A CN116930036A CN202310912134.XA CN202310912134A CN116930036A CN 116930036 A CN116930036 A CN 116930036A CN 202310912134 A CN202310912134 A CN 202310912134A CN 116930036 A CN116930036 A CN 116930036A
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- 238000011065 in-situ storage Methods 0.000 title claims abstract description 64
- 238000000034 method Methods 0.000 title claims abstract description 24
- 239000002689 soil Substances 0.000 claims abstract description 80
- 230000009467 reduction Effects 0.000 claims abstract description 35
- 238000012360 testing method Methods 0.000 claims abstract description 27
- 238000007596 consolidation process Methods 0.000 claims abstract description 16
- 230000035515 penetration Effects 0.000 claims abstract description 5
- 239000010419 fine particle Substances 0.000 claims description 15
- 239000012530 fluid Substances 0.000 claims description 6
- 238000002474 experimental method Methods 0.000 claims description 3
- 238000011156 evaluation Methods 0.000 abstract description 4
- 230000035699 permeability Effects 0.000 abstract description 3
- 239000000463 material Substances 0.000 description 7
- 230000007547 defect Effects 0.000 description 3
- 239000002245 particle Substances 0.000 description 2
- 230000000704 physical effect Effects 0.000 description 2
- 239000011435 rock Substances 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000007423 decrease Effects 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 230000008569 process Effects 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 238000003860 storage Methods 0.000 description 1
- 230000007704 transition Effects 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 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
- G01N15/082—Investigating permeability by forcing a fluid through a sample
- G01N15/0826—Investigating permeability by forcing a fluid through a sample and measuring fluid flow rate, i.e. permeation rate or pressure change
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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
- G01N15/02—Investigating particle size or size distribution
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- Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
Abstract
The invention discloses a method for determining in-situ critical hydraulic gradient in combination indoor and outdoor, which comprises the following steps: testing the soil body to obtain various parameters of a soil body sample; performing a penetration damage test under a stress condition indoors to obtain critical hydraulic gradient under a certain soil sample length, consolidation pressure and seepage direction; determining a hydraulic slope reduction coefficient and a standardized stress according to the parameters, and performing numerical fitting on the hydraulic slope reduction coefficient and the standardized stress to obtain a fitting relation; acquiring in-situ standardized stress according to the in-situ stress of the sample to be determined, and obtaining an in-situ hydraulic slope reduction coefficient through fitting relation; and obtaining in-situ critical hydraulic gradient according to the obtained in-situ hydraulic gradient reduction coefficient and in-situ normalized stress. The method fully utilizes the indoor test and combines the relation between the critical hydraulic gradient and each influence factor, enhances the accuracy of the engineering site permeability damage evaluation, and can rapidly predict the critical hydraulic gradient of the soil sample in the actual environment and directly apply the critical hydraulic gradient to the actual scene.
Description
Technical Field
The invention relates to the technical field of hydraulic engineering, in particular to a method for determining in-situ critical hydraulic gradient in a combined indoor and outdoor mode.
Background
The seepage damage is a relatively common damage phenomenon on the structures such as a dam, a damming body and the like or on a foundation, and the damage types mainly comprise flowing soil, piping and transition. The corresponding hydraulic gradient is critical hydraulic gradient when the material is damaged by permeation. The critical hydraulic gradient of the material in the actual running environment is accurately determined, and the method has important engineering significance for dam engineering design, seepage safety evaluation and emergency rescue of dams and damming bodies.
The current test and theoretical research show that critical hydraulic gradient is influenced by material grading, compactness, stress state and the like, but the existing critical hydraulic gradient prediction formula generally only considers particle grading, and does not consider the influence of stress state, compactness and the like of the existing material, so that universality is insufficient, the critical hydraulic gradient cannot be used for a damming body, a loose dam foundation and the like, and the determined critical hydraulic gradient is difficult to represent the performance of each material in the actual working state.
In the prior art, critical hydraulic gradient of different soil bodies is generally measured through a penetration deformation test. For different soil samples, the grading characteristics, the physical properties of materials, the occurrence stress states and the like of the soil samples can influence the critical hydraulic gradient, and when the permeation deformation characteristics of actual engineering buildings or foundation soil samples are studied, the grading characteristics, the physical properties of soil materials, the occurrence stress states and the like of the soil samples are difficult to accurately reduce and set in an indoor permeation damage test, so that the measured critical hydraulic gradient is also difficult to apply to actual engineering due to deviation.
Disclosure of Invention
Aiming at the defects in the prior art, the method for determining the in-situ critical hydraulic gradient indoors and outdoors solves the problems that the influence of particle grade pairing measurement critical hydraulic gradient is only considered in the prior art, the result deviation is large and the method is difficult to apply to actual engineering.
In order to achieve the aim of the invention, the invention adopts the following technical scheme:
there is provided a method for determining in situ critical hydraulic ramp down in combination indoors and outdoors comprising the steps of:
s1, testing a soil body by adopting an in-situ sample to obtain the floating volume weight and the grain composition of the soil body sample; obtaining the fine grain content, the non-uniformity coefficient and the coarse-fine grain size ratio of a soil body sample according to grain composition;
s2, performing a penetration damage test under the stress condition indoors to obtain critical hydraulic gradient under a certain soil sample length, seepage direction and consolidation pressure;
s3, determining a hydraulic gradient reduction coefficient and a standardized stress according to the seepage direction, the consolidation pressure, the critical hydraulic gradient and the soil sample length of the seepage damage test;
s4, carrying out numerical fitting on the hydraulic slope reduction coefficient, the standardized stress, the fine particle content, the non-uniformity coefficient, the coarse-fine particle size ratio and the soil body sample length to obtain a fitting relation;
s5, acquiring in-situ standardized stress according to in-situ stress of a sample to be determined, and obtaining an in-situ hydraulic gradient reduction coefficient through a fitting relation based on the fine particle content, the non-uniformity coefficient, the thickness-diameter ratio and the soil sample length of the sample;
s6, obtaining in-situ critical hydraulic gradient according to the obtained in-situ hydraulic gradient reduction coefficient and in-situ normalized stress.
Further, the specific method of step S2 is as follows: determining the length and consolidation pressure of a soil body sample; solidifying the soil body sample according to the solidifying pressure to obtain a solidified soil body sample; and performing a seepage damage experiment on the consolidated soil sample to obtain critical hydraulic gradient under a certain soil sample length, seepage direction and consolidation pressure.
Further, the specific steps of step S3 are as follows:
s3-1, according to the formula:
obtaining standardized stressWherein sigma h ' represents the test stress, sigma, of the permeation failure test t 'represents consolidation pressure, gamma' represents floating volume weight of soil sample, deltaZ represents soil sample length, gamma w Representing the fluid volume weight;
s3-2, according to the formula:
obtaining a hydraulic slope reduction coefficient alpha; wherein i is c Indicating the critical hydraulic gradient of the soil body sample.
Further, the relation between the standardized stress of the sample, the grain composition, the soil sample length and the hydraulic gradient reduction coefficient in the step S4 is as follows:
wherein lg (·) represents a logarithmic function, α represents a hydraulic ramp down reduction coefficient, P f The content of fine particles is indicated,represents normalized stress, C u Representing the non-uniformity coefficient>The ratio of the coarse to fine particle diameters is shown, and ΔZ is the length of the soil sample.
Further, the specific steps of step S5 are as follows:
s5-1, according to the formula:
obtaining in-situ normalized stressWherein sigma s ' represents the in situ stress of the sample to be determined, gamma w Representing the volume weight of the fluid, and deltaZ represents the length of a sample of the soil body to be determined;
s5-2, in-situ normalized stressSample length deltaZ of soil body to be determined and soil body to be determinedAnd (3) determining the fine grain content of the soil body, the non-uniformity coefficient of the soil body to be determined and the thickness grain diameter ratio of the soil body to be determined, and calculating by adopting the same formula as the step S4 to obtain an in-situ hydraulic slope reduction coefficient alpha'.
Further, the specific formula of step S6 is as follows:
wherein i is c Represents in-situ critical hydraulic gradient, alpha' represents in-situ hydraulic gradient reduction coefficient,representing in-situ normalized stress.
The beneficial effects of the invention are as follows: the method fully utilizes the advantages of the indoor test, considers the defects of the indoor test, combines the relation between the critical hydraulic power gradient and each influence factor, establishes a correlation model, and can rapidly predict the critical hydraulic power gradient of the soil sample in the actual occurrence environment; the nonlinear influence of stress on critical hydraulic gradient is considered, and the accuracy of engineering site permeability damage evaluation is enhanced; the in-situ critical hydraulic gradient obtained by the method can be applied to actual scenes such as a damming body, a loose covering layer dam foundation, a earth-rock dam body, a embankment foundation and the like.
Drawings
FIG. 1 is a flow chart of the present invention;
FIG. 2 is a predictive model diagram of the present invention;
FIG. 3 is a graph showing the effect of predicting critical hydraulic ramp down according to the present invention.
Detailed Description
The following description of the embodiments of the present invention is provided to facilitate understanding of the present invention by those skilled in the art, but it should be understood that the present invention is not limited to the scope of the embodiments, and all the inventions which make use of the inventive concept are protected by the spirit and scope of the present invention as defined and defined in the appended claims to those skilled in the art.
As shown in fig. 1, a method for determining in-situ critical hydraulic ramp down in combination indoors and outdoors comprises the following steps:
s1, testing a soil body by adopting an in-situ sample to obtain the floating volume weight and the grain composition of the soil body sample; obtaining the fine grain content, the non-uniformity coefficient and the coarse-fine grain size ratio of a soil body sample according to grain composition;
s2, performing a penetration damage test under the stress condition indoors to obtain critical hydraulic gradient under a certain soil sample length, seepage direction and consolidation pressure;
s3, determining a hydraulic gradient reduction coefficient and a standardized stress according to the seepage direction, the consolidation pressure, the critical hydraulic gradient and the soil sample length of the seepage damage test;
s4, carrying out numerical fitting on the hydraulic slope reduction coefficient, the standardized stress, the fine particle content, the non-uniformity coefficient, the coarse-fine particle size ratio and the soil body sample length to obtain a fitting relation;
s5, acquiring in-situ standardized stress according to in-situ stress of a sample to be determined, and obtaining an in-situ hydraulic gradient reduction coefficient through a fitting relation based on the fine particle content, the non-uniformity coefficient, the thickness-diameter ratio and the soil sample length of the sample;
s6, obtaining in-situ critical hydraulic gradient according to the obtained in-situ hydraulic gradient reduction coefficient and in-situ normalized stress.
The specific method of the step S2 is as follows: determining the length and consolidation pressure of a soil body sample; solidifying the soil body sample according to the solidifying pressure to obtain a solidified soil body sample; and performing a seepage damage experiment on the consolidated soil sample to obtain critical hydraulic gradient under a certain soil sample length, seepage direction and consolidation pressure.
The specific steps of step S3 are as follows:
s3-1, according to the formula:
obtaining standardized stressWherein sigma h ' represents the test stress, sigma, of the permeation failure test t 'represents consolidation pressure, gamma' represents floating volume weight of soil sample, deltaZ represents soil sample length, gamma w Representing the fluid volume weight;
s3-2, according to the formula:
obtaining a hydraulic slope reduction coefficient alpha; wherein i is c Indicating the critical hydraulic gradient of the soil body sample.
The relation between the sample standardized stress, the grain composition and the soil sample length and the hydraulic gradient reduction coefficient in the step S4 is as follows:
wherein lg (·) represents a logarithmic function, α represents a hydraulic ramp down reduction coefficient, P f The content of fine particles is indicated,represents normalized stress, C u Representing the non-uniformity coefficient>The ratio of the coarse to fine particle diameters is shown, and ΔZ is the length of the soil sample.
The specific steps of step S5 are as follows:
s5-1, according to the formula:
obtaining in-situ normalized stressWherein sigma s ' represents the in situ stress of the sample to be determined, gamma w Representing the volume weight of the fluid, and deltaZ represents the length of a sample of the soil body to be determined;
s5-2, in-situ normalized stressThe sample length delta Z of the soil body to be determined, the fine grain content of the soil body to be determined, the non-uniformity coefficient of the soil body to be determined and the thickness grain ratio of the soil body to be determined are calculated by adopting the same formula as the step S4, so that the in-situ hydraulic gradient reduction coefficient alpha' is obtained.
The specific formula of step S6 is as follows:
wherein i is c Represents in-situ critical hydraulic gradient, alpha' represents in-situ hydraulic gradient reduction coefficient,representing in-situ normalized stress.
In one embodiment of the invention, as shown in FIG. 2, the horizontal axis is normalized stress, the vertical axis is critical hydraulic ramp down, and the hydraulic ramp down is the hydraulic ramp down reduction coefficient. The lower half of the graph shows that the hydraulic ramp down reduction coefficient decreases with increasing normalized stress. In FIG. 2, α i Representing the initial hydraulic ramp down reduction coefficient alpha cr Represents the in-situ critical hydraulic gradient reduction coefficient, P s 、P cr 、P i 、P 0 Respectively representing the highest critical hydraulic power descent position, the original critical hydraulic power descent position, the initial critical hydraulic power descent position and the initial stress state position in the water storage process.
As shown in fig. 3, the overlap ratio of the test value and the predicted value of most critical hydraulic dips is high, and the test value and the predicted value of a few critical hydraulic dips partially overlap or are close in position, which means that the error between the critical hydraulic dips obtained by the invention and the actual critical hydraulic dips is small, and the value of the critical hydraulic dips is close to or equal to the actual critical hydraulic dips.
In summary, the invention fully utilizes the advantages of the indoor test, considers the defects of the indoor test, combines the relation between the critical hydraulic power gradient and each influence factor, establishes the association model, and can rapidly predict the critical hydraulic power gradient of the soil sample in the actual occurrence environment; the nonlinear influence of stress on critical hydraulic gradient is considered, and the accuracy of engineering site permeability damage evaluation is enhanced; the in-situ critical hydraulic gradient obtained by the method can be applied to actual scenes such as a damming body, a loose covering layer dam foundation, a earth-rock dam body, a embankment foundation and the like.
Claims (6)
1. A method for determining in-situ critical hydraulic gradient in combination indoor and outdoor is characterized in that: the method comprises the following steps:
s1, testing a soil body by adopting an in-situ sample to obtain the floating volume weight and the grain composition of the soil body sample; obtaining the fine grain content, the non-uniformity coefficient and the coarse-fine grain size ratio of a soil body sample according to grain composition;
s2, performing a penetration damage test under the stress condition indoors to obtain critical hydraulic gradient under a certain soil sample length, seepage direction and consolidation pressure;
s3, determining a hydraulic gradient reduction coefficient and a standardized stress according to the seepage direction, the consolidation pressure, the critical hydraulic gradient and the soil sample length of the seepage damage test;
s4, carrying out numerical fitting on the hydraulic slope reduction coefficient, the standardized stress, the fine particle content, the non-uniformity coefficient, the coarse-fine particle size ratio and the soil body sample length to obtain a fitting relation;
s5, acquiring in-situ standardized stress according to in-situ stress of a sample to be determined, and obtaining an in-situ hydraulic gradient reduction coefficient through a fitting relation based on the fine particle content, the non-uniformity coefficient, the thickness-diameter ratio and the soil sample length of the sample;
s6, obtaining in-situ critical hydraulic gradient according to the obtained in-situ hydraulic gradient reduction coefficient and in-situ normalized stress.
2. The method for determining in-situ critical hydraulic ramp down in combination indoors and outdoors of claim 1 wherein: the specific method of the step S2 is as follows: determining the length and consolidation pressure of a soil body sample; solidifying the soil body sample according to the solidifying pressure to obtain a solidified soil body sample; and performing a seepage damage experiment on the consolidated soil sample to obtain critical hydraulic gradient under a certain soil sample length, seepage direction and consolidation pressure.
3. The method for determining in-situ critical hydraulic ramp down in combination indoors and outdoors of claim 1 wherein: the specific steps of the step S3 are as follows:
s3-1, according to the formula:
obtaining standardized stressWherein sigma h ' represents the test stress, sigma, of the permeation failure test t 'represents consolidation pressure, gamma' represents floating volume weight of soil sample, deltaZ represents soil sample length, gamma w Representing the fluid volume weight;
s3-2, according to the formula:
obtaining a hydraulic slope reduction coefficient alpha; wherein i is c Indicating the critical hydraulic gradient of the soil body sample.
4. The method for determining in-situ critical hydraulic ramp down in combination indoors and outdoors of claim 1 wherein: the relation between the standardized stress of the sample, the grain composition, the soil sample length and the hydraulic gradient reduction coefficient in the step S4 is as follows:
wherein lg (·) represents a logarithmic function, α represents a hydraulic ramp down reduction coefficient, P f The content of fine particles is indicated,represents normalized stress, C u Representing the non-uniformity coefficient>The ratio of the coarse to fine particle diameters is shown, and ΔZ is the length of the soil sample.
5. The method for determining in-situ critical hydraulic ramp down in combination indoors and outdoors of claim 1 wherein: the specific steps of the step S5 are as follows:
s5-1, according to the formula:
obtaining in-situ normalized stressWherein sigma s ' represents the in situ stress of the sample to be determined, gamma w Represents the fluid volume weight, and DeltaZ represents the length of a sample of the soil body to be determinedA degree;
s5-2, in-situ normalized stressThe sample length delta Z of the soil body to be determined, the fine grain content of the soil body to be determined, the non-uniformity coefficient of the soil body to be determined and the thickness grain ratio of the soil body to be determined are calculated by adopting the same formula as the step S4, so that the in-situ hydraulic gradient reduction coefficient alpha' is obtained.
6. The method for determining in-situ critical hydraulic ramp down in combination indoors and outdoors of claim 1 wherein: the specific formula of the step S6 is as follows:
wherein i is c Represents in-situ critical hydraulic gradient, alpha' represents in-situ hydraulic gradient reduction coefficient,representing in-situ normalized stress.
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| CA1295492C (en) * | 1987-08-20 | 1992-02-11 | Jr Johanson, Inc. | Determining flow properties of particulate materials |
| CN101915721A (en) * | 2010-06-24 | 2010-12-15 | 同济大学 | Test method for simulating variation of permeability coefficient of foundation pit precipitation soil |
| CN110261277A (en) * | 2019-07-05 | 2019-09-20 | 河海大学 | A kind of determining experimental rig and method for being saturated soil sample critical hydraulic gradient in situ |
| US20220307964A1 (en) * | 2021-03-26 | 2022-09-29 | Bin Zhu | Method for determining hydraulic parameters and water inflow in erosion stage of gravel soil |
| CN116359098A (en) * | 2023-04-07 | 2023-06-30 | 河海大学 | In-situ test device and method for fault zone seepage characteristics under different effective stress states |
-
2023
- 2023-07-24 CN CN202310912134.XA patent/CN116930036B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CA1295492C (en) * | 1987-08-20 | 1992-02-11 | Jr Johanson, Inc. | Determining flow properties of particulate materials |
| CN101915721A (en) * | 2010-06-24 | 2010-12-15 | 同济大学 | Test method for simulating variation of permeability coefficient of foundation pit precipitation soil |
| CN110261277A (en) * | 2019-07-05 | 2019-09-20 | 河海大学 | A kind of determining experimental rig and method for being saturated soil sample critical hydraulic gradient in situ |
| US20220307964A1 (en) * | 2021-03-26 | 2022-09-29 | Bin Zhu | Method for determining hydraulic parameters and water inflow in erosion stage of gravel soil |
| CN116359098A (en) * | 2023-04-07 | 2023-06-30 | 河海大学 | In-situ test device and method for fault zone seepage characteristics under different effective stress states |
Non-Patent Citations (2)
| Title |
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| 庄心善, 赵鑫, 朱瑞赓: "渗透力作用下粘性土临界水力坡降变化规律研究", 城市勘测, no. 03 * |
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