CN115544906B - Expansive soil slope seepage instability prediction method, system and terminal equipment - Google Patents
Expansive soil slope seepage instability prediction method, system and terminal equipment Download PDFInfo
- Publication number
- CN115544906B CN115544906B CN202211071398.9A CN202211071398A CN115544906B CN 115544906 B CN115544906 B CN 115544906B CN 202211071398 A CN202211071398 A CN 202211071398A CN 115544906 B CN115544906 B CN 115544906B
- Authority
- CN
- China
- Prior art keywords
- instability
- expansive soil
- slope
- displacement
- soil
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
- 239000002689 soil Substances 0.000 title claims abstract description 354
- 238000000034 method Methods 0.000 title claims abstract description 31
- 238000006073 displacement reaction Methods 0.000 claims abstract description 161
- 230000003204 osmotic effect Effects 0.000 claims abstract description 35
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 17
- 238000012937 correction Methods 0.000 claims description 12
- 230000035699 permeability Effects 0.000 claims description 11
- 238000004590 computer program Methods 0.000 claims description 8
- 239000002344 surface layer Substances 0.000 claims description 5
- 238000012544 monitoring process Methods 0.000 abstract description 2
- 230000000368 destabilizing effect Effects 0.000 description 9
- 239000000523 sample Substances 0.000 description 5
- 238000004364 calculation method Methods 0.000 description 3
- 230000001687 destabilization Effects 0.000 description 3
- 238000004088 simulation Methods 0.000 description 3
- 230000008961 swelling Effects 0.000 description 3
- 238000010586 diagram Methods 0.000 description 2
- 238000002474 experimental method Methods 0.000 description 2
- 238000009434 installation Methods 0.000 description 2
- 229920006395 saturated elastomer Polymers 0.000 description 2
- 238000010521 absorption reaction Methods 0.000 description 1
- 238000003491 array Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000001514 detection method Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 229910052500 inorganic mineral Inorganic materials 0.000 description 1
- 230000007774 longterm Effects 0.000 description 1
- 238000013178 mathematical model Methods 0.000 description 1
- 239000011707 mineral Substances 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 238000001179 sorption measurement Methods 0.000 description 1
Classifications
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/20—Design optimisation, verification or simulation
- G06F30/28—Design optimisation, verification or simulation using fluid dynamics, e.g. using Navier-Stokes equations or computational fluid dynamics [CFD]
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2111/00—Details relating to CAD techniques
- G06F2111/10—Numerical modelling
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2113/00—Details relating to the application field
- G06F2113/08—Fluids
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
- G06F2119/14—Force analysis or force optimisation, e.g. static or dynamic forces
Landscapes
- Engineering & Computer Science (AREA)
- Physics & Mathematics (AREA)
- General Physics & Mathematics (AREA)
- Theoretical Computer Science (AREA)
- Mathematical Physics (AREA)
- Fluid Mechanics (AREA)
- Mathematical Analysis (AREA)
- Mathematical Optimization (AREA)
- Computing Systems (AREA)
- Pure & Applied Mathematics (AREA)
- Computer Hardware Design (AREA)
- Evolutionary Computation (AREA)
- Geometry (AREA)
- General Engineering & Computer Science (AREA)
- Algebra (AREA)
- Testing Or Calibration Of Command Recording Devices (AREA)
- Pit Excavations, Shoring, Fill Or Stabilisation Of Slopes (AREA)
Abstract
The application relates to the field of landslide monitoring and early warning, in particular to a method, a system and terminal equipment for predicting osmotic instability of an expansive soil slope, wherein the method comprises the steps of obtaining key factors of the instability of the expansive soil slope; based on the key factors, an expansive soil slope instability model is established; calculating to obtain a critical state value of the instability of the expansive soil slope based on the instability model of the expansive soil slope; obtaining the displacement change rate of the expansive soil through a sensor pre-buried in the expansive soil; judging a target instability risk interval and a target expansion displacement grade of the expansion soil side slope according to the expansion soil displacement change rate and the critical state value; and obtaining a prediction result of the osmotic instability of the expansive soil slope according to the target instability risk interval and the target expansion displacement level. And the target risk interval and the target expansion displacement level are combined, the stability of the expansive soil slope is judged, and the judgment result is more accurate.
Description
Technical Field
The application relates to the field of landslide monitoring and early warning, in particular to a method, a system and terminal equipment for predicting osmotic instability of an expansive soil slope.
Background
The expansive soil is cohesive soil with two deformation characteristics of water absorption expansion and water loss shrinkage, which mainly comprises hydrophilic minerals, has extremely unstable properties and has the characteristics of non-uniformity and random distribution of soil body composition.
The expansive soil side slope formed by the expansive soil is not very stable in structure, and when water is absorbed or lost, the expansive soil can displace, so that the safety of the soil side slope is influenced.
For the related technology, the detection of the expansive soil slope is mainly judged according to the shape of the slope, accumulated displacement and other parameters, but a specific quantized value is not given, and whether the expansive soil slope is in a safe state or not cannot be accurately predicted.
Disclosure of Invention
In order to more accurately predict the stability of an expansive soil slope, the application provides a method, a system and terminal equipment for predicting the osmotic instability of the expansive soil slope.
The application provides a swelling soil slope seepage instability prediction method, a system and terminal equipment, which adopt the following technical scheme:
A method for predicting osmotic instability of an expansive soil slope comprises the steps of obtaining key factors of instability of the expansive soil slope;
Based on the key factors, an expansive soil slope instability model is established;
calculating to obtain a critical state value of the instability of the expansive soil slope based on the instability model of the expansive soil slope;
obtaining the displacement change rate of the expansive soil through a sensor pre-buried in the expansive soil;
Judging a target instability risk interval and a target expansion displacement grade of the expansion soil side slope according to the expansion soil displacement change rate and the critical state value;
And obtaining a predicted result of the osmotic instability of the expansive soil slope through the target instability risk interval and the target expansion displacement level.
By adopting the technical scheme, the expansion soil slope instability model is built according to key factors which influence the stability of the expansion soil slope, then, according to the expansion soil slope instability model, critical state values are calculated, the critical state values are different, the represented expansion soil slope stability is different, then, in the displacement change rate according to an expansion chart, the expansion soil displacement change rate is the measured instantaneous state, a target risk interval and a target expansion displacement grade are combined, the stability of the expansion soil slope is judged, and the judgment result is more accurate.
Optionally, the key factors comprise crack width, crack area depth, saturation permeability coefficient of a soil body on a surface layer of the bank slope, cohesive force and internal friction angle. .
By adopting the technical scheme, according to the crack width, the crack area depth, the saturation permeability coefficient of the soil body on the surface layer of the bank slope, the cohesive force and the internal friction angle, the factors which can influence the stability of the slope of the expansion map through experiments and simulation are adopted.
Optionally, the establishing the expansive soil slope instability model based on the key factors includes:
the expansive soil slope instability model is as follows:
wherein A1 and A2 are soil pressure correction coefficients, B1 and B2 are water content correction coefficients, C1 and C2 are gray entropy correction coefficients, omega t is a saturation permeability coefficient of a surface soil body of a bank slope, h t is a crack region depth, In order to achieve cohesive force and internal friction angle,The crack width, alpha and beta are defined as correction coefficients, the depth change value of the water content and the crack rate are accurately measured, 1 is respectively obtained, and delta tau is the critical state of the instability of the expansive soil slope.
By adopting the technical scheme, according to the expansion map slope instability model, the overall change trend of the expansion soil slope, namely whether the expansion soil slope is in a stable state, a critical state or an unstable state, can be obtained.
Optionally, the critical state value is greater than zero, equal to zero, or less than zero;
If the critical state value is greater than zero, the corresponding expansion soil side slope instability is a high instability risk interval;
when the critical state of the expansion soil side slope instability is equal to zero, the expansion soil side slope instability is at a medium risk level;
and when the critical state of the instability of the expansive soil side slope is smaller than zero, the instability of the expansive soil side slope is in a risk-free level.
By adopting the technical scheme, when the critical state is greater than zero, the expansive soil side slope is in a very dangerous condition, landslide can possibly occur at any time, when the critical state is equal to zero, the expansive soil side slope is in a dangerous state, landslide can possibly occur, and when the critical state is less than zero, the expansive soil side slope is in a safe state.
Optionally, the obtaining the displacement change rate of the expansive soil through the sensor pre-buried in the expansive soil includes:
Acquiring the displacement of the expansive soil at one moment and the displacement of the expansive soil at the current moment through a sensor;
obtaining a displacement variation based on the displacement of the expansive soil at the moment and the displacement of the expansive soil at the current moment;
obtaining a displacement time difference based on the previous time and the current time;
and obtaining the expansive soil displacement change rate based on the displacement change amount and the displacement time difference.
Through adopting above-mentioned technical scheme, through the sensor of pre-buried in the expansive soil, can obtain the expansive soil displacement volume of two different time points, then according to the time difference of two time points, can obtain the displacement change rate of expansive soil in the unit time, according to the displacement change rate of unit time, can know the current expansion condition of expansive soil, be convenient for judge the stability of expansive soil.
Optionally, the determining the target instability risk interval and the target expansion displacement level of the expansion soil slope according to the expansion soil displacement change rate and the critical state value includes:
when the critical state value is greater than zero, determining a target instability risk interval of the expansion soil slope instability as a high instability risk interval;
when the critical state value is equal to zero, determining the target instability risk interval of the expansion soil slope instability as a medium instability risk interval;
when the critical state value is smaller than zero, determining that the target instability risk interval of the expansion soil side slope instability is a low instability risk interval;
Determining a target expansion displacement level according to the target instability risk interval and the expansion soil displacement change rate;
the target inflation displacement level comprises a first safety level, a second safety level, a third safety level and a fourth safety level;
Determining a target range of the expansive soil displacement change rate, the target range including a first range, a second range, a third range, and a fourth range, the first range being smaller than the second range, the second range being smaller than the third range, the third range being smaller than the fourth range;
When the expansive soil displacement change rate is in the first range, the expansive soil is in a first safety level;
when the expansive soil displacement change rate is in the second range, the expansive soil is in a second safety level;
When the expansive soil displacement change rate is in the first range, the expansive soil is in a third safety level;
when the expansive soil displacement change rate is in the first range, the expansive soil is in a fourth safety level.
By adopting the technical scheme, in the destabilizing risk intervals of different targets, in order to more accurately predict the current steady state of the expansive soil, the current steady state is divided into four safety levels under the target destabilizing intervals according to the displacement change rate of the expansive soil, and the prediction is more accurate.
Optionally, the obtaining the prediction result of the osmotic instability of the expansive soil slope includes:
positioning an expansive soil instability position based on the prediction result;
And sending out early warning information based on the instability position.
Through adopting above-mentioned technical scheme, when the prediction result is well risk and high risk, position to the likely unstability of inflation soil side slope according to the mounted position location of sensor, then send early warning information according to unstability position, remind the staff to go in time to maintain, prevent unexpected appearance.
In a second aspect, the application provides an expansive soil slope seepage instability prediction system, which adopts the following technical scheme:
an expansive soil slope osmotic instability prediction system comprising:
The first acquisition module is used for acquiring key factors of the instability of the expansive soil slope;
The building module is used for building an expansive soil slope instability model based on the key factors;
The calculation module is used for calculating and obtaining a critical state value of the instability of the expansive soil slope based on the instability model of the expansive soil slope;
The second acquisition module is used for obtaining the displacement change rate of the expansive soil through a sensor pre-embedded in the expansive soil;
The judging module is used for judging a target instability risk interval and a target expansion displacement grade of the expansion soil side slope according to the expansion soil displacement change rate and the critical state value;
And the prediction module is used for obtaining a prediction result of the osmotic instability of the expansive soil slope according to the target instability risk interval and the target expansion displacement level.
By adopting the technical scheme, the first acquisition module acquires the key factors of the expansion soil slope instability, the establishment module establishes an expansion soil slope instability model according to the key factors of the expansion soil slope instability, the calculation module calculates to obtain a critical state value according to the expansion soil slope instability model, the second acquisition module acquires the expansion soil displacement change rate according to the data acquired by the sensor, the judgment module judges a target instability risk interval and a target expansion displacement grade according to the expansion soil displacement change rate and the critical state value, and the prediction module predicts a target expansion displacement grade in the current target risk interval and the target risk interval of the expansion soil to generate a prediction result. And the target risk interval and the target expansion displacement level are combined, the stability of the expansive soil slope is judged, and the judgment result is more accurate.
In a third aspect, the present application provides a terminal device, which adopts the following technical scheme:
A terminal device comprising a memory, a processor, the memory storing a computer program executable on the processor, the processor employing the method of any of the preceding claims when the computer program is loaded and executed by the processor.
By adopting the technical scheme, the computer program is generated by the method and is stored in the memory to be loaded and executed by the processor, so that the terminal equipment is manufactured according to the memory and the processor, and the use is convenient.
In summary, the application has the following beneficial technical effects:
According to the key factors which influence the stability of the expansive soil slope, an expansive soil slope instability model is built, then, according to the expansive soil slope instability model, critical state values are calculated, the critical state values are different, the represented stability of the expansive soil slope is different, then, according to the displacement change rate of an expansion chart, the expansive soil displacement change rate is the measured instantaneous state, a target risk interval and a target expansive displacement grade are combined, the stability of the expansive soil slope is judged, and the judgment result is more accurate.
Drawings
FIG. 1 is a flow chart of a method for predicting osmotic instability of an expansive soil slope according to an embodiment of the present application;
FIG. 2 is a flow chart of a method for threshold state values according to an embodiment of the present application;
FIG. 3 is a flow chart of a method for obtaining the displacement change rate of the expansive soil through a sensor embedded in the expansive soil according to the embodiment of the present application;
FIG. 4 is a flowchart of a method for judging a target instability risk interval and a target expansion displacement level of an expansion soil slope according to an expansion soil displacement change rate and a critical state value according to an embodiment of the present application;
FIG. 5 is a schematic diagram of a predicted outcome of an embodiment of the present application;
FIG. 6 is a flowchart of a method for obtaining a predicted result of osmotic instability of an expansive soil slope according to an embodiment of the present application;
FIG. 7 is a system block diagram of an expansive soil slope osmotic instability prediction system according to an embodiment of the present application.
Reference numerals illustrate:
1. a first acquisition module; 2. establishing a module; 3. a computing module; 4. a second acquisition module; 5. a judging module; 6. and a prediction module.
Detailed Description
The present application will be described in further detail with reference to the accompanying drawings.
The embodiment of the application discloses a method for predicting osmotic instability of an expansive soil slope, which comprises the following steps of:
s100, obtaining key factors of the instability of the expansive soil slope.
Specifically, the instability of the expansive soil side slope is that the expansive soil expands or contracts when absorbing water or losing water, displacement occurs, structural instability of the side slope possibly occurs, landslide phenomenon is caused, and key factors are some key factors influencing the instability of the expansive soil side slope.
S110, establishing an expansive soil slope instability model based on the key factors.
Specifically, the slope instability model is a mathematical model which is established according to the key and used for predicting whether the expansive soil slope will be unstable, and the expansive soil slope instability model represents the overall change and long-term change of expansive soil.
S120, calculating to obtain a critical state value of the instability of the expansive soil slope based on the instability model of the expansive soil slope.
Specifically, the critical state value of the destabilization of the expansive soil slope is used for judging the current steady state of the expansive soil edge skin, and the represented steady state or the safety state of the expansive soil is different according to the different values of the critical filling value.
S130, obtaining the displacement change rate of the expansive soil through a sensor pre-embedded in the expansive soil.
Specifically, the sensor may be a displacement sensor for measuring the displacement amount between two time points of the expansive soil. The displacement change amount of the collided soil means a state of the expansive soil in a short time, and the larger the displacement amount of the expansive soil is, the more dangerous the expansive soil is in a short time.
And S140, judging a target instability risk interval and a target expansion displacement grade of the expansion soil side slope according to the expansion soil displacement change rate and the critical state value.
Specifically, a target instability risk interval of the expansive soil side slope is determined according to the critical state value of the expansive soil, and a target expansive displacement grade is determined according to the displacement change rate of the expansive soil. The target instability risk interval is used for evaluating whether the current state of the expansive soil is in a dangerous state, and the target expansion displacement level is used for determining whether the current instantaneous state of the expansive soil is in a dangerous state.
S150, obtaining a prediction result of the osmotic instability of the expansive soil slope according to the target instability risk interval and the target expansion displacement level.
Specifically, the prediction result is a final result obtained according to the target instability risk interval and the target expansion displacement level, and is used for predicting a current specific dangerous level of the expansive soil.
Firstly, determining a large target instability risk interval according to a critical state value, and determining a target expansion displacement level in the target instability risk interval according to a displacement change rate.
The implementation principle of the method for predicting the osmotic instability of the expansive soil slope provided by the embodiment of the application is as follows: according to the key factors which influence the stability of the expansive soil slope, an expansive soil slope instability model is built, then, according to the expansive soil slope instability model, critical state values are calculated, the critical state values are different, the represented stability of the expansive soil slope is different, then, according to the displacement change rate of an expansion chart, the expansive soil displacement change rate is the measured instantaneous state, a target risk interval and a target expansive displacement grade are combined, the stability of the expansive soil slope is judged, and the judgment result is more accurate.
Key factors influencing the instability of expansive soil include the width of a crack, the depth of a crack area, the saturation permeability coefficient of a soil body on the surface layer of a bank slope, the cohesive force and the internal friction angle. The saturated permeability coefficient of the surface soil body of the bank slope determines the water permeability of the expansive soil, the cohesive force determines the adsorption capacity among the soil, the internal friction angle of the soil reflects the friction characteristic of the soil, the width of the crack is the width of the crack generated by the expansion of the expansive soil, and the depth of the crack is the depth of the crack generated by the expansion of the expansive soil.
The key factors are obtained through a simulation experiment, the saturated permeability coefficient, the cohesive force and the internal friction angle of the expansive soil bank slope soil body are initially selected as intrinsic key factors of bank slope osmotic instability, and in addition, on the basis, the influence of cracks on the expansive soil bank slope soil body strength is considered, and the crack width, the crack interval and the crack depth are selected as intrinsic risk factors for further expansive soil bank slope osmotic instability numerical simulation and physical experiments.
Based on the key factors, the establishment of the expansive soil slope instability model comprises the following steps:
the expansive soil slope instability model is as follows:
Wherein A1 and A2 are soil pressure correction coefficients, B1 and B2 are water content correction coefficients, C1 and C2 are gray entropy correction coefficients, omega t is a saturation permeability coefficient (water content in a crack area) of a surface soil body of a bank slope, and the saturation permeability coefficient is obtained in real time through a sensor pre-buried in expansive soil; h t is the depth of a fracture zone, and is obtained in real time through a sensor pre-buried in the expansive soil; for cohesion and internal friction angle The combination of the two means that the average weight of a fracture area is obtained in real time through a sensor pre-buried in expansive soil; The crack width, alpha and beta are defined as correction coefficients, the depth change value of the water content and the crack rate are accurately measured, 1 is respectively obtained, and delta tau is the critical state of the instability of the expansive soil slope. The depth of the crack area is obtained by embedding two probes in the soil, one probe detects displacement, the other probe detects the water content of the soil, when the crack exists, the probe cannot detect the water content, when the water content changes from 0 to water, the displacement detected by the probe is the depth of the crack, and the width of the crack is the same.
Referring to fig. 2, the critical state value is greater than zero, equal to zero, or less than zero;
And S200, if the critical state value is greater than zero, the corresponding expansive soil side slope instability is a high instability risk interval.
Specifically, the critical state value calculated according to the expansive soil instability model indicates whether the expansive soil edge is stable, and when the critical state value is greater than 0, the expansive soil side slope is in an unstable state, and a landslide is likely to occur, so that the expansive soil side slope is a high instability risk section.
S210, when the critical state of the instability of the expansive soil side slope is equal to zero, the instability of the expansive soil side slope is at the medium risk level.
Specifically, when the critical value is equal to 0, the balance of the expansive soil slope is stable and unstable, and a certain risk exists, so that the expansive soil slope is a risk grade.
S220, when the critical state of the instability of the expansive soil side slope is smaller than zero, the instability of the expansive soil side slope is in a risk-free level.
Specifically, when the critical value is less than zero, the expansive soil slope is in a safe state, and the whole slope is relatively stable, so that the slope is a risk-free grade.
The implementation principle of the meaning of different critical state values in the embodiment of the application is as follows: when the critical state is greater than zero, the expansive soil side slope is in a very dangerous condition, landslide can occur at any time, when the critical state is equal to zero, the expansive soil side slope is in a dangerous state, landslide can occur, and when the critical state is less than zero, the expansive soil side slope is in a safe state.
Referring to fig. 3, obtaining the expansive soil displacement change rate by the sensor embedded in the expansive soil includes:
S300, acquiring the displacement of the expansive soil at the moment and the displacement of the expansive soil at the current moment through a sensor.
Specifically, the sensor may be a displacement sensor, and the rate of change of the displacement of the expansive soil is the displacement of the expansive soil in unit time. The displacement of the expansive soil at two different time points, namely the displacement at the current moment and the displacement at the last moment, is monitored.
And S310, obtaining the displacement variation based on the displacement of the expansive soil at the moment and the displacement of the expansive soil at the current moment.
Specifically, the displacement variation is calculated according to the following formula:
In this formula, if no absolute value is added, the sign of the displacement change amount may also indicate the state of whether the expansive soil is currently contracted or expanded, and the added absolute value indicates the speed of the displacement change.
And S320, obtaining a displacement time difference based on the previous time and the current time.
S330, obtaining the expansive soil displacement change rate based on the displacement change amount and the displacement time difference.
In particular, the method comprises the steps of,
The embodiment of the application obtains the implementation principle of the displacement change rate of the expansive soil by the sensor pre-buried in the expansive soil, and the implementation principle is as follows: the sensor pre-buried in the expansive soil can obtain the expansive soil displacement at two different time points, then the displacement change rate of the expansive soil in unit time can be obtained according to the time difference of the two time points, the current expansive condition of the expansive soil can be known according to the displacement change rate of the unit time, and the stability of the expansive soil can be conveniently judged.
Referring to fig. 4, determining a target destabilizing risk interval and a target expansion displacement level of the expansion soil side slope according to the expansion soil displacement change rate and the critical state value includes:
And S400, when the critical state value is greater than zero, determining the target instability risk interval of the expansion soil slope instability as a high instability risk interval.
And S410, when the critical state value is equal to zero, determining the target instability risk interval of the expansion soil slope instability as a medium instability risk interval.
And S420, when the critical state value is smaller than zero, determining that the target instability risk interval of the expansion soil slope instability is a low instability risk interval.
S430, determining a target expansion displacement level according to the target instability risk interval and the expansion soil displacement change rate.
Specifically, the target instability risk interval and the expansive soil displacement change rate are combined, so that the current state of the expansive soil side slope can be obtained more accurately, the lower part of each risk interval is divided into four different safety levels according to the expansive soil displacement change rate, and the prediction of whether the expansive soil side slope is unstable or not is more accurate.
S440, the target inflation displacement level includes a first security level, a second security level, a third security level, and a fourth security level.
Specifically, the first safety level represents substantially no change in expansive soil displacement, the second safety level represents a slight change in expansive soil displacement, the third safety level represents a significant change in expansive soil displacement, and the fourth safety level represents a significant change in expansive soil displacement. The displacement change of the expansive soil indicates the deformation degree of the expansive soil, and the larger the deformation degree of the expansive soil is, the more dangerous the stability of the slope is. The security level indicates a short time status.
S450, determining a target range of the expansive soil displacement change rate, wherein the target range comprises a first range, a second range, a third range and a fourth range, the first range is smaller than the second range, the second range is smaller than the third range, and the third range is smaller than the fourth range.
Specifically, the target range is a numerical value for distinguishing the safety level of the expansive soil, the degree of the expansive soil displacement in the first range is minimum, and the degree of the expansive soil displacement in the fourth range is maximum in unit time. Typically, the first range is set to [0,50 ], which corresponds to substantially no change in expansive soil displacement, the second range is set to [50,100 ], which corresponds to a slight change in expansive soil displacement, the third range is set to [100,200 ], which corresponds to a significant change in expansive soil displacement, and the fourth range is set to [200, +_j), which corresponds to a significant change in expansive soil displacement.
In the above, the target destabilizing risk interval of the expansive soil side slope includes a high destabilizing risk interval, a medium destabilizing risk interval and a low destabilizing risk interval, and after the risk interval is determined, the target destabilizing risk interval is divided into 4 safety levels according to the displacement change rate of the expansive soil, so that 12 middle situations occur altogether, the target risk interval is taken as the Y week, the displacement change rate of the expansive soil is taken as the X week, and the expansive soil destabilizing graph as shown in fig. 5 can be obtained by establishing a coordinate system.
According to the target instability risk interval and the expansive soil displacement change rate, the following results can be obtained:
s460, when the displacement change rate of the expansive soil is in the first range, the expansive soil is in the first safety level.
And S470, when the displacement change rate of the expansive soil is in the second range, the expansive soil is in the second safety level.
And S480, when the displacement change rate of the expansive soil is in the first range, the expansive soil is in the third safety level.
And S490, when the displacement change rate of the expansive soil is in the first range, the expansive soil is in the fourth safety level.
The implementation principle of judging the target instability risk interval and the target expansion displacement grade of the expansion soil side slope according to the expansion soil displacement change rate and the critical state value is as follows: in the destabilization risk intervals of different targets, in order to more accurately predict the current steady state of the expansive soil, the current steady state is divided into four safety levels under the target destabilization intervals according to the displacement change rate of the expansive soil, and the prediction is more accurate
Referring to fig. 6, the prediction result of the osmotic instability of the expansive soil slope is obtained by:
S600, positioning the unsteady position of the expansive soil based on the prediction result.
Specifically, according to the prediction result, whether the expansive soil is in an unstable state at present can be obtained, and if so, the unstable expansive soil position is positioned according to the installation position of the sensor.
And S610, sending out early warning information based on the instability position.
Specifically, after predicting the instability of the expansive soil, the purpose of sending out the early warning information is to enable staff to timely detect that the expansive soil possibly instable and timely maintain the expansive soil.
The implementation principle of the embodiment of the application after the prediction result of the osmotic instability of the expansive soil slope is obtained is as follows: when the prediction result is middle risk and high risk, the position where the expansive soil slope is possibly unstable is positioned according to the installation position of the sensor, and then early warning information is sent according to the instability position, so that workers are reminded to maintain in time, and accidents are prevented.
The above detailed description of an expansive soil slope osmotic instability prediction method, and the following detailed description of an expansive soil slope osmotic instability prediction system based on an expansive soil slope osmotic instability prediction method.
Referring to fig. 7, an expansive soil slope osmotic instability prediction system includes:
the first acquisition module 1 is used for acquiring key factors of the instability of the expansive soil slope;
the building module 2 is used for building an expansive soil slope instability model based on the key factors;
The calculating module 3 is used for calculating and obtaining a critical state value of the instability of the expansive soil slope based on the instability model of the expansive soil slope;
The second acquisition module 4 is used for obtaining the displacement change rate of the expansive soil through a sensor pre-embedded in the expansive soil;
The judging module 5 is used for judging a target instability risk interval and a target expansion displacement grade of the expansion soil side slope according to the expansion soil displacement change rate and the critical state value;
and the prediction module 6 is used for obtaining a prediction result of the osmotic instability of the expansive soil slope according to the target instability risk interval and the target expansion displacement level.
The implementation principle of the expansive soil side slope seepage instability prediction system provided by the embodiment of the application is as follows: the method comprises the steps that a first acquisition module 1 acquires key factors of the expansion soil slope instability, a building module 2 builds an expansion soil slope instability model according to the key factors of the expansion soil slope instability, a calculation module 3 calculates a critical state value according to the expansion soil slope instability model, a second acquisition module 4 obtains an expansion soil displacement change rate according to data acquired by a sensor, a judgment module 5 judges a target instability risk interval and a target expansion displacement grade according to the expansion soil displacement change rate and the critical state value, and a prediction module 6 predicts a current target risk interval of the expansion soil and a target expansion displacement grade in the target risk interval to generate a prediction result. And the target risk interval and the target expansion displacement level are combined, the stability of the expansive soil slope is judged, and the judgment result is more accurate.
The embodiment of the application also discloses a terminal device which comprises a memory and a processor, wherein the memory stores a computer program which can run on the processor, and when the processor loads and executes the computer program, the method for predicting the osmotic instability of the expansive soil slope is adopted.
The terminal device may be a computer device such as a desktop computer, a notebook computer, or a cloud server, and the terminal device includes, but is not limited to, a processor and a memory, for example, the terminal device may further include an input/output device, a network access device, a bus, and the like.
The processor may be a Central Processing Unit (CPU), or of course, according to actual use, other general purpose processors, digital Signal Processors (DSP), application Specific Integrated Circuits (ASIC), ready-made programmable gate arrays (FPGA) or other programmable logic devices, discrete gate or transistor logic devices, discrete hardware components, etc., and the general purpose processor may be a microprocessor or any conventional processor, etc., which is not limited in this respect.
The memory may be an internal storage unit of the terminal device, for example, a hard disk or a memory of the terminal device, or an external storage device of the terminal device, for example, a plug-in hard disk, a Smart Memory Card (SMC), a secure digital card (SD), or a flash memory card (FC) provided on the terminal device, or the like, and may be a combination of the internal storage unit of the terminal device and the external storage device, where the memory is used to store a computer program and other programs and data required by the terminal device, and the memory may be used to temporarily store data that has been output or is to be output, which is not limited by the present application.
The swelling soil slope seepage instability prediction method in the embodiment is stored in a memory of the terminal equipment through the terminal equipment, and is loaded and executed on a processor of the terminal equipment, so that the swelling soil slope seepage instability prediction method is convenient to use.
The above embodiments are not intended to limit the scope of the present application, so: all equivalent changes in structure, shape and principle of the application should be covered in the scope of protection of the application.
Claims (7)
1. The method for predicting the osmotic instability of the expansive soil slope is characterized by comprising the following steps of:
Obtaining key factors of instability of the expansive soil slope;
Based on the key factors, an expansive soil slope instability model is established;
calculating to obtain a critical state value of the instability of the expansive soil slope based on the instability model of the expansive soil slope;
obtaining the displacement change rate of the expansive soil through a sensor pre-buried in the expansive soil;
Judging a target instability risk interval and a target expansion displacement grade of the expansion soil side slope according to the expansion soil displacement change rate and the critical state value;
Obtaining a prediction result of the osmotic instability of the expansive soil slope according to the target instability risk interval and the target expansion displacement level;
The key factors comprise crack width, crack area depth, a saturation permeability coefficient of a soil body on a surface layer of a bank slope, cohesive force and an internal friction angle;
Based on the key factors, the establishing the expansive soil slope instability model comprises the following steps:
the expansive soil slope instability model is as follows:
，
Wherein A 1 and A 2 are soil pressure correction coefficients, B 1 and B 2 are water content correction coefficients, C 1 and C 2 are gray entropy correction coefficients, Is the saturation permeability coefficient of the soil body on the surface layer of the bank slope,/>Depth of fracture zone,/>As the average severity of the fracture zone,Defined as crack width,/>And/>For correction coefficient, accurately measuring the depth change value of water content and the fracture rate respectively 1/>Is a critical state of instability of the expansive soil slope.
2. The method for predicting the osmotic instability of the expansive soil slope according to claim 1, which is characterized in that:
The critical state value is greater than zero, equal to zero, or less than zero;
when the critical state value of the expansion soil slope instability is greater than zero, the expansion soil slope instability is a high instability risk interval;
When the critical state value of the expansion soil slope instability is equal to zero, the expansion soil slope instability is a medium instability risk interval;
And when the critical state value of the instability of the expansive soil slope is smaller than zero, the instability of the expansive soil slope is a zone without risk of instability.
3. The method for predicting the osmotic instability of an expansive soil slope according to claim 1, wherein the obtaining the displacement change rate of the expansive soil by a sensor embedded in the expansive soil comprises:
Acquiring the displacement of the expansive soil at one moment and the displacement of the expansive soil at the current moment through a sensor;
obtaining a displacement variation based on the displacement of the expansive soil at the moment and the displacement of the expansive soil at the current moment;
obtaining a displacement time difference based on the previous time and the current time;
and obtaining the expansive soil displacement change rate based on the displacement change amount and the displacement time difference.
4. The method for predicting osmotic instability of an expansive soil slope according to claim 1, wherein the determining the target instability risk interval and the target expansion displacement level of the expansive soil slope according to the rate of change of the displacement of the expansive soil and the critical state value comprises:
when the critical state value is greater than zero, determining a target instability risk interval of the expansion soil slope instability as a high instability risk interval;
when the critical state value is equal to zero, determining the target instability risk interval of the expansion soil slope instability as a medium instability risk interval;
when the critical state value is smaller than zero, determining that the target instability risk interval of the expansion soil side slope instability is a low instability risk interval;
Determining a target expansion displacement level according to the target instability risk interval and the expansion soil displacement change rate;
the target inflation displacement level comprises a first safety level, a second safety level, a third safety level and a fourth safety level;
Determining a target range of the expansive soil displacement change rate, the target range including a first range, a second range, a third range, and a fourth range, the first range being smaller than the second range, the second range being smaller than the third range, the third range being smaller than the fourth range;
When the expansive soil displacement change rate is in the first range, the expansive soil is in a first safety level;
when the expansive soil displacement change rate is in the second range, the expansive soil is in a second safety level;
when the expansive soil displacement change rate is in the third range, the expansive soil is in a third safety level;
and when the expansive soil displacement change rate is in the fourth range, the expansive soil is in a fourth safety level.
5. The method for predicting the osmotic instability of an expansive soil slope according to claim 1, wherein the obtaining the prediction result of the osmotic instability of the expansive soil slope comprises:
positioning an expansive soil instability position based on the prediction result;
And sending out early warning information based on the instability position.
6. An expansive soil slope osmotic instability prediction system for executing the expansive soil slope osmotic instability prediction method of any of claims 1 to 5, characterized by comprising:
the first acquisition module (1) is used for acquiring key factors of the instability of the expansive soil slope;
the building module (2) is used for building an expansive soil slope instability model based on the key factors;
the calculating module (3) is used for calculating and obtaining a critical state value of the instability of the expansive soil slope based on the instability model of the expansive soil slope;
the second acquisition module (4) is used for obtaining the displacement change rate of the expansive soil through a sensor pre-embedded in the expansive soil;
The judging module (5) is used for judging a target instability risk interval and a target expansion displacement grade of the expansion soil side slope according to the expansion soil displacement change rate and the critical state value;
And the prediction module (6) is used for obtaining a prediction result of the osmotic instability of the expansive soil slope according to the target instability risk interval and the target expansion displacement level.
7. A terminal device comprising a memory, a processor, characterized in that the memory stores a computer program capable of running on the processor, the processor employing the method of any of claims 1 to 5 when loading and executing the computer program.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211071398.9A CN115544906B (en) | 2022-09-02 | 2022-09-02 | Expansive soil slope seepage instability prediction method, system and terminal equipment |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211071398.9A CN115544906B (en) | 2022-09-02 | 2022-09-02 | Expansive soil slope seepage instability prediction method, system and terminal equipment |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN115544906A CN115544906A (en) | 2022-12-30 |
| CN115544906B true CN115544906B (en) | 2024-04-26 |
Family
ID=84725551
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202211071398.9A Active CN115544906B (en) | 2022-09-02 | 2022-09-02 | Expansive soil slope seepage instability prediction method, system and terminal equipment |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN115544906B (en) |
Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN118053263B (en) * | 2024-01-30 | 2024-08-09 | 长江勘测规划设计研究有限责任公司 | On-line evaluation and early warning method for health of expansive soil bank slope |
| CN118261491B (en) * | 2024-05-29 | 2024-08-23 | 长江勘测规划设计研究有限责任公司 | Quick evaluation method for slope instability type of expansive soil channel |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US4508472A (en) * | 1982-11-03 | 1985-04-02 | Iowa State University Research Foundation, Inc. | Method for controlling moisture-expansive clay supporting building foundations |
| CN109408944A (en) * | 2018-10-19 | 2019-03-01 | 河海大学 | Expansive soil slope failure by leaking method for analyzing stability based on complete softening intensity |
| JP2020066909A (en) * | 2018-10-24 | 2020-04-30 | 東日本旅客鉄道株式会社 | Cut slope collapse prediction device, cut slope collapse prediction method, and cut slope collapse prediction program |
| CN111877417A (en) * | 2020-08-20 | 2020-11-03 | 河南省第二建设集团有限公司 | Method for measuring instability critical water content of rainfall parameter weakening type foundation pit slope |
| CN113554849A (en) * | 2021-08-09 | 2021-10-26 | 广东智云工程科技有限公司 | Air-ground monitoring slope system and instability risk assessment method thereof |
| CN113789819A (en) * | 2021-09-18 | 2021-12-14 | 江苏省地质矿产局第三地质大队 | System and method for monitoring prestress of anchor rod of expansive soil slope |
| CN114154843A (en) * | 2021-11-30 | 2022-03-08 | 无锡途因思网络信息技术有限公司 | Method and system for identifying slope instability slip factor by displacement monitoring |
| CN114863643A (en) * | 2022-04-25 | 2022-08-05 | 浙江科技学院 | Early warning method for rainfall type landslide based on GIS area |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US20180292299A1 (en) * | 2014-01-13 | 2018-10-11 | Hubei University Of Technology | Method of critical displacement forecast based on the deformation failure mechanism of slope |
-
2022
- 2022-09-02 CN CN202211071398.9A patent/CN115544906B/en active Active
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US4508472A (en) * | 1982-11-03 | 1985-04-02 | Iowa State University Research Foundation, Inc. | Method for controlling moisture-expansive clay supporting building foundations |
| CN109408944A (en) * | 2018-10-19 | 2019-03-01 | 河海大学 | Expansive soil slope failure by leaking method for analyzing stability based on complete softening intensity |
| JP2020066909A (en) * | 2018-10-24 | 2020-04-30 | 東日本旅客鉄道株式会社 | Cut slope collapse prediction device, cut slope collapse prediction method, and cut slope collapse prediction program |
| CN111877417A (en) * | 2020-08-20 | 2020-11-03 | 河南省第二建设集团有限公司 | Method for measuring instability critical water content of rainfall parameter weakening type foundation pit slope |
| CN113554849A (en) * | 2021-08-09 | 2021-10-26 | 广东智云工程科技有限公司 | Air-ground monitoring slope system and instability risk assessment method thereof |
| CN113789819A (en) * | 2021-09-18 | 2021-12-14 | 江苏省地质矿产局第三地质大队 | System and method for monitoring prestress of anchor rod of expansive soil slope |
| CN114154843A (en) * | 2021-11-30 | 2022-03-08 | 无锡途因思网络信息技术有限公司 | Method and system for identifying slope instability slip factor by displacement monitoring |
| CN114863643A (en) * | 2022-04-25 | 2022-08-05 | 浙江科技学院 | Early warning method for rainfall type landslide based on GIS area |
Non-Patent Citations (5)
| Title |
|---|
| Risk annalusis on swell-shrink capacity of expansive soils with efficacy coefficient method and entropy coefficient method;wang yingchao et al;Applied Clay Science;20140930;第275-281页 * |
| 何善国 ; .快林水库水位骤降与土坝内坡滑坡相关性分析.水利规划与设计.(10),第55-60页. * |
| 干湿循环下膨胀土裂隙、体变与渗透特性研究;张家俊;中国优秀硕士论文电子期刊网;20110315;第2-25页 * |
| -干湿循环条件下膨胀土破坏规律及机理研究;陈翾屹;万方学位论文;20230330;第2-50页 * |
| 非饱和土的性状及膨胀土边坡稳定问题;包承纲;岩土工程学报;20040220(01);全文 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN115544906A (en) | 2022-12-30 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN115544906B (en) | Expansive soil slope seepage instability prediction method, system and terminal equipment | |
| CN112660112B (en) | Vehicle side-tipping state and side-tipping prediction method and system | |
| CN111486925B (en) | Vehicle fuel level measuring method, measuring device and readable storage medium | |
| KR101994851B1 (en) | Method and device for estimate slip surface of slope using variation of ground inclination and ground acceleration | |
| CN109800459B (en) | Gravity type retaining wall design method and device | |
| CN112733472B (en) | Debris flow slope surface source starting amount dynamic calculation method and system | |
| JP6093047B2 (en) | Method and system for estimating possible friction between a vehicle tire and a rolling surface | |
| US20200056983A1 (en) | Road surface condition estimation method and road surface condition estimation device | |
| US20160370188A1 (en) | Inertial device, control method and program | |
| WO2018131479A1 (en) | Risk determination device, risk determination system, risk determination method, and computer-readable recording medium | |
| WO2023000822A1 (en) | Anti-overturning warning method and apparatus for work machine, work machine, and electronic device | |
| CN112762888A (en) | Bridge space displacement monitoring method and system and readable storage medium | |
| CN112948944A (en) | Pipeline strain calculation method under action of general continuous surface displacement | |
| US20080275664A1 (en) | Method and Device for Determining the Roll Angle for Occupant Protection Devices | |
| CN105808859A (en) | Method for judging stability degree of vehicle under action of flood | |
| CN106909701B (en) | Method and device for determining reliability of retaining wall | |
| US8296049B2 (en) | Vehicle control device | |
| KR102689462B1 (en) | Behavior and monitoring system of ground reinforcement structure using displacement measuring sensor | |
| KR102656131B1 (en) | Device and method for detecting load of a truck | |
| KR101104152B1 (en) | Method for Rollover detection | |
| US20090093993A1 (en) | System and method for detection of stopped vehicle | |
| US20090093991A1 (en) | System and method for detection of spun vehicle | |
| JP7392785B1 (en) | Vehicle position estimation device and vehicle position estimation method | |
| CN114919593B (en) | Vehicle load estimation method, apparatus and storage medium | |
| CN118025134A (en) | Anti-overturn control method and device for vehicle, vehicle and medium |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |