CN112504344A - Method for measuring critical slip surface of heterogeneous soil layer slope - Google Patents
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Abstract
The invention discloses a method for measuring critical slip surface of heterogeneous soil layer side slope, firstly, assuming the heterogeneous soil layer side slope as homogeneous soil layer side slope, the physical and mechanical parameters of the whole rock and soil mass respectively take the actual physical and mechanical parameters of each layer of rock and soil mass of the heterogeneous soil layer side slope, respectively determining the most dangerous slip surface of the homogeneous soil layer side slope under the condition of each rock and soil mechanical parameter, taking the area range enclosed by the maximum circular arc and the minimum circular arc as a monitoring area, adopting an all-fiber sensor to monitor the stress and strain data of each monitoring point in the area range in real time, determining the strain response rate parameter and the stability criterion of each monitoring point on the basis of the stress and strain data, determining the plastic slip area range of the side slope according to the change rule of the strain response rate of each monitoring point at different moments, further determining the position of the critical slip surface of the side slope according to the maximum value of the strain response rate mutation point of each monitoring point in the all-fiber, the aim of scientifically, effectively and timely early warning and treating the side slope of the heterogeneous soil layer is fulfilled.
Description
Technical Field
The invention relates to the field of slope stability evaluation and analysis, in particular to a method for measuring a critical slip plane of a slope of a heterogeneous soil layer.
Background
Landslide disasters threaten the life safety of human beings, and cause serious influence and harm to normal society and production operation. However, due to the influence of the differences of the geometric shape of the slope, the soil parameters, the geological conditions and the like, the current slope stability monitoring and early warning method cannot completely meet the engineering construction requirements, and the most prominent problems are the quantitative criterion for slope stability evaluation and the determination of the landslide slip plane. Therefore, how to scientifically and accurately perform advanced analysis and judgment on the slope stability is one of the problems to be solved urgently in the fields of slope stability evaluation and landslide hazard prevention and treatment.
The most widely used main methods for engineering application in the slope stability evaluation and prediction methods are the ultimate balance method and the displacement time sequence prediction method. The limit balance method is based on the rigid body limit balance theory, simplifies the landslide slope body, regards the landslide slope body as a rigid body, assumes that the sliding surface is an arc-shaped sliding surface, analyzes the mechanical balance state of the landslide slope body along the sliding surface, and further analyzes and determines the stability of the side slope. However, the method is a static evaluation model, cannot consider the influence of time factors, namely neglect the dynamic time sequence relation between a landslide body and the time factors, is applied to analysis evaluation and monitoring early warning of the dynamic stability of the landslide over time, often generates prediction distortion, and is only suitable for analysis and evaluation of the landslide static stability. In addition, the model avoids the deformation coordination and the corresponding constitutive relation of the slope body, and in addition, the model needs to determine the underground water condition of the slope body and the physical and mechanical property indexes and boundary conditions of the side slope at first. Therefore, the harsh modeling conditions and limitations of the model greatly limit the application of the method in landslide prediction and forecast. In addition, the method assumes that the slope slip surface is an arc slip surface and has certain limitation, for practical engineering, most of the soil slopes are not homogeneous and isotropic, and different causes form soil layers with different properties, so that the soil slopes have anisotropy in material components and have differences in physical and mechanical properties and water physical properties. Therefore, for the heterogeneous soil layer side slope, the complexity of geological conditions and the nonuniformity of stress distribution are caused, the side slope is usually not damaged along a single uniform arc slip surface, the shape of the slip surface is usually non-arc arbitrary shape in practice, in this case, the limit balance method simplifies the slip surface into the arc slip surface, and the stability state of the side slope is difficult to reflect really, so that the wrong evaluation result is caused.
Compared with the limit balance method, the displacement time sequence prediction method is based on slope displacement monitoring, takes the displacement parameters and the change thereof as the prediction parameters and evaluation criteria of whether the slope is stable or not and the stability degree, is widely applied in the fields of slope stability monitoring and landslide prevention and control of major projects in China and plays an important role. However, the judgment standard and basis of the displacement time sequence prediction method are established by the landslide displacement (displacement rate and acceleration rate) and the time-dependent relation thereof, and the displacement time sequence curve can only reflect the deformation rule of the slope along with the time development, but can not explain the mechanical cause and instability mechanism of the landslide displacement change, so that the parameter and the change degree thereof cannot correspond to the landslide evolution rule and the stability state one by one. In addition, the method mainly monitors the change of the displacement of the deep part of the drill hole and monitors the occurrence of the side slope slip surface at any time according to the sudden change of the displacement, however, the sudden change of the displacement does not necessarily indicate that a plastic region of a slope body is formed, and the sudden change of the displacement can be caused due to the sudden change of the power, so that the side slope slip surface is determined to have certain probability and uncertainty by simply depending on the displacement parameters.
Aiming at the limitations and the defects of the traditional slope stability evaluation and slip plane determination method, the invention aims to seek a new method for breaking through the traditional technology, namely a method for comprehensively researching and determining the critical slip plane of the slope of the heterogeneous soil layer accurately according to the monitoring information of the stress strain of the slope of the heterogeneous soil layer.
Disclosure of Invention
The invention provides a method for determining the critical slip plane of a slope of a heterogeneous soil layer based on stress-strain monitoring data, aiming at solving the limitations and the defects of the traditional method for evaluating the slope stability of the slope of the heterogeneous soil layer and determining the slip plane.
The invention is realized by adopting the following technical scheme: a method for measuring a critical slip plane of a side slope of a heterogeneous soil layer comprises the following steps:
the method comprises the following steps: exploring and measuring basic physical mechanical parameters of the heterogeneous soil layer slope, wherein the basic physical mechanical parameters comprise cohesive force c and internal friction angle
And a severe γ;
step two: determining the range and the monitoring area of a potential dangerous slip surface of a slope of a heterogeneous soil layer;
step three: arranging slope stress and strain monitoring devices, and setting a plurality of monitoring points;
step four: monitoring stress and strain at each monitoring point and recording data;
step five: determining strain response rate parameters of each monitoring point in the side slope;
(1) definition ofStrain response rate y of each monitoring pointijFor the change of strain delta epsilon of its adjacent time intervalijAnd the amount of change in stress Δ σijThe stability of the region where different monitoring points of the slope are located is judged according to the change trend of the strain response rate of each monitoring point:
in the formula: delta sigmaijIs a monitoring point Gi,jThe amount of stress variation of; delta epsilonijIs a monitoring point Gi,jThe amount of strain variation of;
according to the strain response rate y of each monitoring point in the side slopeijThe stability of the monitoring point is judged, namely: when the strain response rate of the monitoring point is small and fluctuates around a certain value, the area where the monitoring point is located is relatively stable, and when the strain response rate of the monitoring point is suddenly increased, the local instability damage of the area where the monitoring point is located is probably generated;
step six: determining a stability criterion of the strain response rate of monitoring points inside the side slope;
(1) determining the average value of the strain response rate parameters of each monitoring point
Sum sequence standard deviation
In order to analyze and detect whether the strain response rate parameters of the monitoring points in the side slope have sudden change or trend rising change within the monitoring time, the strain response rates of the monitoring points at different monitoring moments k (k is 1,2,3.. n) are determined according to the mathematical statistics principle
Average value of (2)
Sum sequence standard deviation
(2) Determining the criterion of the stability of the strain response rate parameter of each monitoring point:
taking the sum of the mean value of the strain response rate parameter time sequence and the 1-time mean square error as an evaluation criterion of the forming and evolution degree of the side slope slip plastic zone, and establishing the criterion of the stability evolution and slip plastic zone of each monitoring point inside the side slope according to the criterion:
step seven: measuring a slope slip plastic region of the heterogeneous soil layer;
step eight: determining a critical slip surface of a side slope of a heterogeneous soil layer:
and determining the range of the slope plastic sliding area according to the change rule of the strain response rate of each monitoring point at different moments, and further determining the position of the slope critical sliding surface according to the maximum value of the strain response rate mutation point of each all-fiber comprehensive measurement pipe.
Furthermore, in the second step, the heterogeneous soil layer side slope is assumed to be a homogeneous soil layer side slope, the physical and mechanical parameters of the whole rock and soil mass are respectively the actual physical and mechanical parameters of each layer of the heterogeneous soil layer side slope, the most dangerous slip plane of the homogeneous soil layer side slope under the condition of each rock and soil mechanical parameter is respectively determined, and the area range enclosed by the maximum circular arc and the minimum circular arc is used as the monitoring area.
Further, in the third step, the slope stress and strain monitoring device is arranged in the following way:
vertically embedding an all-fiber comprehensive measuring tube at intervals of a certain distance from the slope bottom to the slope top along the side slope, wherein the all-fiber comprehensive measuring tube comprises an inner tube and an outer tube, the inner tube can be freely drawn out along the outer tube, a plurality of monitoring points are distributed along the axial direction of the measuring tube, a strain gauge is arranged at each monitoring point and clings to the outer wall of the inner tube, a stress gauge is arranged at the inner side of the inner tube, and the outer tube is solidified in a ground hole through concrete; and after the all-fiber comprehensive measuring tube is embedded into a slope body, the stress-strain monitoring point covers a monitoring area defined by the maximum circular arc and the minimum circular arc in the second step.
Further, in the seventh step, according to the stability criterion criteria of each monitoring point inside the side slope in the sixth step, the side slope slip plastic zone and the development condition thereof are judged:
(1) when monitoring the point
The value is constant or fluctuates above and below a certain value, i.e.
Judging that no potential slip plastic zone exists in the slope body in the range of the side slope;
(2) when monitoring the point
The value is mutated, i.e.
When the strain response rate parameter is increased, the initial slip plastic zone of the slope body in the range of the side slope is continuously expanded and increased;
by analyzing the change rule of the strain response rate parameters of each monitoring point in the side slope at different monitoring moments, the development trend of the slope slip plastic zone can be further judged.
Further, the step eight is specifically realized by the following steps: monitoring the stress and strain data of each monitoring point in each all-fiber comprehensive measuring tube in real time;
when the stress in the side slope of the heterogeneous soil layer is redistributed, the strain response rate of monitoring points at certain parts in the side slope is suddenly changed and gradually increased; when the stability of some monitoring points in the all-fiber comprehensive measuring tube is mutated, determining the positions of the strain response rate extreme points of the monitoring points in the measuring tube;
respectively determining the strain response rate extreme points in each all-fiber comprehensive measuring tube according to the determination method of the strain response rate extreme points; and connecting the nodes corresponding to the extreme points of the strain responsivity of each all-fiber comprehensive measuring tube by smooth curves from top to bottom in sequence, wherein the obtained curves are the critical sliding surfaces of the side slopes.
Compared with the prior art, the invention has the advantages and positive effects that:
according to the scheme, the heterogeneous soil layer side slope is assumed as a homogeneous soil layer side slope, the most dangerous slip plane of the homogeneous soil layer side slope under various rock-soil mechanical parameter conditions is determined based on actual physical mechanical parameters, and the region range enclosed by the maximum circular arc and the minimum circular arc is used as a monitoring region; the method has the advantages that the range of the slope plastic sliding area is determined according to the change rule of the strain response rate of each monitoring point at different moments, the position of the critical sliding surface of the slope is further determined according to the maximum value of the strain response rate mutation point of each all-fiber comprehensive measurement pipe, the purposes of scientific, effective and timely early warning and treatment of the slope of the heterogeneous soil layer are achieved, the prediction precision is high, and the method has higher practical application and popularization values.
Drawings
FIG. 1 is a flow chart of an assay method according to an embodiment of the present invention;
FIG. 2 is a schematic view of a most dangerous slip plane according to an embodiment of the present invention;
FIG. 3 is a schematic view of constitutive curves of a rock-soil mass under the action of triaxial stress according to an embodiment of the present invention;
FIG. 4 is a schematic view of an optical fiber monitoring system for a slope of a heterogeneous soil layer according to an embodiment of the present invention;
FIG. 5 is a schematic view of a stress-strain monitoring device for monitoring points according to an embodiment of the present invention;
FIG. 6 is a schematic diagram of a slip plane position according to an embodiment of the present invention;
wherein, 1, filling concrete; 2. an optical fiber connecting rod; 3. a fiber grating strain gauge; 4. fiber grating strain gauge.
Detailed Description
In order to make the above objects, features and advantages of the present invention more clearly understood, the present invention will be further described with reference to the accompanying drawings and examples. In the following description, numerous specific details are set forth in order to provide a thorough understanding of the present invention, however, the present invention may be practiced in other ways than those described herein, and thus, the present invention is not limited to the specific embodiments disclosed below.
The method for determining the critical slip plane of the heterogeneous soil layer slope, as shown in fig. 1, includes the following steps:
the method comprises the following steps: exploring and measuring basic physical and mechanical parameters of the heterogeneous soil layer slope;
step two: determining the range of a potential dangerous slip surface of the side slope of the heterogeneous soil layer and a monitoring area;
step three: arranging slope stress and strain monitoring devices;
step four: monitoring stress and strain at each monitoring point in the all-fiber comprehensive measuring tube and recording data;
step five: calculating the strain response rate parameters of each monitoring point in the side slope;
step six: determining a stability criterion of the strain response rate of monitoring points inside the side slope;
step seven: measuring a slope slip plastic region of the heterogeneous soil layer;
step eight: and determining the critical slip surface of the side slope of the heterogeneous soil layer.
Specifically, the following detailed description of the method of the present invention is provided with specific examples:
the method comprises the following steps: exploration and determination of basic physical and mechanical parameters of heterogeneous soil layer side slope
Carrying out systematic exploration, physical exploration, test and survey surveying and mapping on the heterogeneous soil layer slope to be measured according to slope engineering survey specifications YS 5230-1996 and geotechnical test regulations SL 237-1999, determining the distribution range and the geometric size characteristics of the slope, and applying rock-soil in-situ test or indoor testComprehensive determination of cohesive force c and internal friction angle of physical and mechanical parameters of rock-soil mass of various soil layers of slope body of heterogeneous soil layer by soil test
The gravity γ.
TABLE 1 physical and mechanical parameters of rock and soil mass of each soil layer of heterogeneous soil layer side slope body
Step two: determination of potential dangerous slip surface range and monitoring area of heterogeneous soil layer slope
The heterogeneous soil layer side slope is assumed to be a homogeneous soil layer side slope, the physical and mechanical parameters of the whole rock and soil mass are the actual physical and mechanical parameters of each layer of the heterogeneous soil layer side slope, further, according to the Fellenus method (principle 1), the shape of the side slope slip surface is assumed to be a circular arc slip surface, and for the homogeneous soil layer side slope under any rock and soil mass physical and mechanical parameter condition, a plurality of potential slip surfaces which are possible to slip in the side slope and the stability coefficient F of the corresponding slip surfaces can be determinedS(ii) a Comparison of the respective determined stability coefficients FSAnd taking the minimum value as the integral stability coefficient of the side slope, and taking the corresponding arc line as the most dangerous slip plane, repeating the steps, and determining the most dangerous slip plane corresponding to the side slope slip plane of the homogeneous soil layer under different rock-soil body physical mechanical parameter conditions. For an actual heterogeneous soil layer side slope, the potential slip plane position of the non-homogeneous soil layer side slope is within the range of the area enclosed by the largest circular arc and the smallest circular arc in the determined plurality of most dangerous slip planes. Therefore, in the present embodiment, a region surrounded by the maximum circular arc and the minimum circular arc is selected as a monitoring region of the stress strain of the slope, which is specifically shown in fig. 4.
Step three: selection and arrangement of slope stress and strain monitoring devices
(1) The stress-strain monitoring of the heterogeneous soil layer slope selects an all-fiber comprehensive measuring tube containing a fiber grating strain gauge and a fiber grating stress meter, and the fiber grating strain gauge and the fiber grating stress meter are respectively used for measuring the internal deformation and the stress change of the slope. As shown in FIG. 5, the all-fiber integrated measuring tube is composed of an inner tube and an outer tube, wherein the outer tube (phi 75) is a PVC tube, and the inner tube (phi 50) is a PP-R tube. The embodiment is provided with 8 measuring tubes, each measuring tube is provided with a monitoring point every 2m, a strain gauge at each monitoring point is tightly attached to the outer wall of the inner tube, a stress meter is arranged on the inner side of the inner tube, an all-fiber comprehensive measuring tube is vertically embedded at a certain distance from the slope bottom to the slope top, the outer tube is solidified in a ground hole through concrete to play a role in protection, and the inner tube can be freely drawn out. And after the all-fiber comprehensive measuring tube is embedded into a slope body, the stress-strain monitoring point needs to cover a monitoring area defined by the maximum circular arc and the minimum circular arc in the step two.
(2) And embedding a sensor device and a data acquisition system on the contact surface of the all-fiber comprehensive measuring tube and the slope body of the slope, and ensuring that the embedded sensor and the data acquisition system do not change the self-stable state of the slope.
Step four: stress and strain monitoring and data recording at each monitoring point in all-fiber comprehensive measuring tube
The jth monitoring point in the ith all-fiber comprehensive measuring tube is named as a monitoring point Gi,jWhere i is 1,2, m, j is 1,2, n, and using delta t as time interval (for example 5 days) to synchronously measure monitoring points G in the tubei,jThe stress and the strain at the position are monitored in real time, the monitoring data of the stress and the strain are read out through a data acquisition system, and each monitoring point G in each all-fiber comprehensive measuring tube at different moments is recorded according to the monitoring data acquisition systemijStress value sigmaijAnd strain value εijAnd recording the sorted data into an Excel table in detail, as shown in table 2:
TABLE 2 stress and Strain monitoring data at each monitoring node
Step five: determination of strain response rate parameters of monitoring points in side slope
According to principle 2, the slope is in a stress-strain stateIn the nonlinear system with the change, the deformation of the rock-soil body can be regarded as the response under the action of the generalized load, so the strain change of each monitoring point can be regarded as the response of the stress change. Defining the strain response rate of each monitoring point as the strain variation delta epsilon of the adjacent time intervalsijAnd the amount of change in stress Δ σijThe stability condition of the region where different monitoring points of the slope are located is judged according to the change trend of the strain response rate of each monitoring point.
In the formula: delta sigmaijIs a monitoring point Gi,jThe amount of stress variation of; delta epsilonijIs a monitoring point Gi,jThe amount of strain variation of (a).
According to the strain response rate y of each monitoring point in the side slopeijThe stability degree of the monitoring points is judged by the change of (1) to determine the strain response rate y of each monitoring node at different time intervalsijSee table 3. Namely: when the strain response rate of the monitoring point is small and fluctuates around a certain value, the area where the monitoring point is located is relatively stable, and when the strain response rate of the monitoring point is suddenly increased, the area where the monitoring point is located is likely to be damaged by local instability.
TABLE 3 Strain response at different time intervals at each monitoring node yij
Step six: determination of stability criterion of strain response rate of monitoring point in side slope
(1) Average value y of strain response rate parameter of each monitoring pointij kSum sequence standard deviation σij kDetermination of (1):
in order to analyze and detect whether the strain response rate parameters of the monitoring points in the side slope have sudden change or trend rising change within the monitoring time, the strain response of each monitoring point is determined according to the mathematical statistics principleRate yijAverage value at different monitoring times k (k ═ 1,2,3.. n)
Sum sequence standard deviation
Taking point G1,1 as an example, at 50 days,
at the time of the 55 days, the temperature of the solution,
other horizon monitoring nodes are the same.
(2) Determining the strain response rate parameter stability criterion of each monitoring point:
taking the sum of the mean value of the strain response rate parameter time sequence and the 1-time mean square error as an evaluation criterion of the forming and evolution degree of the side slope slip plastic region, and accordingly establishing the criterion of the stability evolution and slip plastic region of each monitoring point inside the side slope:
step seven: determination of non-homogeneous soil layer slope slip plastic zone
According to the stability criterion criteria of each monitoring point in the six side slopes in the step, judging the sliding plastic area of the side slope and the development condition of the sliding plastic area of the side slope:
(1) when monitoring the point
Value (in points G)1,1For example, at a monitoring point at 50 days) is a constant value, or fluctuates above and below a certain value, i.e., the time is set to be constant
Judging that no potential slip plastic zone exists in the slope body in the range of the side slope;
(2) when monitoring the point
Value (in points G)1,1For example, at the monitoring point at day 55) a mutation occurred, i.e., mutation occurred
And judging that the slope body of the side slope in the range forms a preliminary sliding plastic zone, and continuously expanding and increasing the preliminary sliding plastic zone along with the continuous increase of the strain response rate parameter.
By analyzing the change rule of the strain response rate parameters of each monitoring point in the side slope at different monitoring moments, the development trend of the slope slip plastic zone can be further judged.
Step eight: determination of critical slip surface of side slope in heterogeneous soil layer
And monitoring the stress and strain data of each monitoring point in each all-fiber comprehensive survey tube in real time, wherein when the internal stress of the side slope of the heterogeneous soil layer is redistributed, the strain response rate of the monitoring points at certain positions in the side slope is suddenly changed and gradually increased. When the stability of some monitoring points in the all-fiber comprehensive measuring tube is mutated, the positions of the strain response rate extreme points of the monitoring points in the measuring tube are determined. Respectively determining the strain response rate extreme points in each measuring tube according to the determination method of the strain response rate extreme points; the nodes corresponding to the extreme points of the strain response rate of each pipe are sequentially connected by smooth curves from top to bottom, and the obtained curve is the critical sliding surface of the side slope (according to the determination method of the intersection points of the optical fiber drill holes and the critical sliding surface of the side slope, the intersection point of each optical fiber drill hole and the critical sliding surface of the side slope is respectively determined, the intersection point of each optical fiber drill hole is connected, and the obtained curve is the critical sliding surface position of the side slope of the heterogeneous soil layer), as shown in fig. 6.
The basic principle of the method is as follows:
principle 1:
according to a large amount of calculation results of a Fisenuss method in the prior art, the internal friction angle is found
The most dangerous slip plane of the simple soil slope is a circular arc passing through a slope toe, the circle center of the arc is positioned at the intersection point of two lines of AO and BO in figure 2, and beta in figure 21、β2The relationship between the slope angle and the slope is shown in Table 2.
TABLE 2 beta1、β2Is determined
To pair
The circle center position of the most dangerous sliding arc is shown in figure 3:
firstly, press
Determination of O point
Secondly, a point E is made, the position of the point E is horizontally away from a point B on the slope toe by 4.5H (H is the slope height), is vertically away from a point A on the slope top by 2H, and is in a position relation as shown in figure 3, and the circle center position of the most dangerous sliding arc is on the extension line of the EO connecting line.
Taking circle center O on extension line of EO1、O2、O3… …, etc., respectively calculating Fs1、Fs2、Fs3… …, by O1、O2、O3… … et al represent F by different size line segments of vertical OE, respectivelys1、Fs2、Fs3… … value, with its endpoints, is the smallest F on the curvesValue of corresponding OmThe point is the center of the most dangerous sliding arc. Passing through the center of the most dangerous sliding arcThe position can determine the position of the potential slip plane.
Principle 2:
the physical essence of the catastrophic formation of a landslide is that the media near the sliding surface is progressively damaged under the action of external forces, resulting in displacement deformation and large-scale sudden instability. According to the elasto-plastic theory and the basic principle of geotechnical mechanics, under the condition of triaxial stress, the stress-strain relationship and the failure rule of general geotechnical body materials are shown in figure 3. As can be seen from fig. 3, the material is in the compressive deformation stage in the OA stage, and although the stress σ and the strain e have a non-linear relationship, the loading and unloading in this stage do not produce irreversible changes to the structure and properties of the material. AB and BC are respectively an elastic deformation stage and a near elastic deformation stage, in the stages, the stress sigma and the strain epsilon have a linear relation, the deformation can be completely recovered after the loading and unloading, namely the deformation is reversible, and the ratio lambda of the strain change delta epsilon to the stress change delta sigma in the stages is a fixed value. From the point C, as the material enters a plastic deformation stage, the stress sigma and the strain epsilon form a nonlinear relation, the ratio lambda of the strain change delta epsilon to the stress change delta sigma at the moment is not a fixed value any more, and the corresponding strain response change delta epsilon also shows nonlinear increase along with the increase of the stress delta sigma and the continuous development of plastic damage of the material, so the ratio lambda of the strain change delta epsilon to the stress change delta sigma is increased nonlinearly; when the material reaches the peak strength D, i.e. when the material is completely destroyed, the ratio of the strain change Δ ∈ to the stress change Δ σ of the material will be abrupt, i.e. infinite. The basic deformation and damage law of the rock-soil material shows that the ratio of the strain change delta epsilon and the stress change delta sigma of the material can be used as the quantitative representation of the stability state and the approaching instability of the nonlinear system before the instability of the nonlinear system. Therefore, the ratio of the strain change delta epsilon of the rock-soil body material to the corresponding stress change delta sigma is defined as the strain response rateyNamely:
the above description is only a preferred embodiment of the present invention, and not intended to limit the present invention in other forms, and any person skilled in the art may apply the above modifications or changes to the equivalent embodiments with equivalent changes, without departing from the technical spirit of the present invention, and any simple modification, equivalent change and change made to the above embodiments according to the technical spirit of the present invention still belong to the protection scope of the technical spirit of the present invention.
Claims (5)
1. A method for measuring a critical slip plane of a side slope of a heterogeneous soil layer is characterized by comprising the following steps:
the method comprises the following steps: exploring and measuring basic physical mechanical parameters of the heterogeneous soil layer slope, wherein the basic physical mechanical parameters comprise cohesive force c and internal friction angle
And a severe γ;
step two: determining the range and the monitoring area of a potential dangerous slip surface of a slope of a heterogeneous soil layer;
step three: arranging slope stress and strain monitoring devices, and setting a plurality of monitoring points;
step four: monitoring stress and strain at each monitoring point and recording data;
step five: determining strain response rate parameters of each monitoring point in the side slope;
(1) defining the strain response rate y of each monitoring pointijFor the change of strain delta epsilon of its adjacent time intervalijAnd the amount of change in stress Δ σijThe ratio of (A) to (B):
in the formula: delta sigmaijIs a monitoring point Gi,jThe amount of stress variation of; delta epsilonijIs a monitoring point Gi,jThe amount of strain variation of;
step six: determining a stability criterion of the strain response rate of monitoring points inside the side slope;
(1) determining the strain response rate of each monitoring point at different monitoring moments k
Average value of (2)
Sum sequence standard deviation
(2) Determining the criterion of the strain response rate stability of each monitoring point:
taking the sum of the mean value of the strain response rate parameter time sequence and the 1-time mean square error as an evaluation criterion of the forming and evolution degree of the side slope slip plastic zone, and establishing the criterion of the stability evolution and slip plastic zone of each monitoring point inside the side slope according to the criterion:
step seven: measuring a slope slip plastic region of the heterogeneous soil layer;
step eight: determining a critical slip surface of a side slope of a heterogeneous soil layer:
and determining the range of the slope plastic sliding area according to the change rule of the strain response rate of each monitoring point at different moments, and further determining the position of the slope critical sliding surface according to the maximum value of the strain response rate mutation point of each all-fiber comprehensive measurement pipe.
2. The method for determining the critical slip surface of the heterogeneous soil layer slope according to claim 1, wherein the method comprises the following steps: and in the second step, the heterogeneous soil layer side slope is assumed to be a homogeneous soil layer side slope, the physical and mechanical parameters of the whole rock and soil mass are respectively the actual physical and mechanical parameters of each layer of the heterogeneous soil layer side slope, the most dangerous slip plane of the homogeneous soil layer side slope under the condition of each rock and soil mechanical parameter is respectively determined, and the area range enclosed by the maximum circular arc and the minimum circular arc is used as a monitoring area.
3. The method for determining the critical slip surface of the heterogeneous soil layer slope according to claim 2, wherein the method comprises the following steps: in the third step, the slope stress and strain monitoring device is arranged in the following way:
vertically embedding an all-fiber comprehensive measuring tube at intervals of a certain distance from the slope bottom to the slope top along the side slope, wherein the all-fiber comprehensive measuring tube comprises an inner tube and an outer tube, the inner tube can be freely drawn out along the outer tube, a plurality of monitoring points are distributed along the axial direction of the measuring tube, a strain gauge is arranged at each monitoring point and clings to the outer wall of the inner tube, a stress gauge is arranged at the inner side of the inner tube, and the outer tube is solidified in a ground hole through concrete; and after the all-fiber comprehensive measuring tube is embedded into a slope body, the stress-strain monitoring point covers a monitoring area defined by the maximum circular arc and the minimum circular arc in the second step.
4. The method for determining the critical slip surface of the heterogeneous soil layer slope according to claim 1, wherein the method comprises the following steps: and seventhly, judging the slope sliding plastic area and the development condition thereof according to the stability criterion of each monitoring point inside the slope in the sixth step:
(1) when monitoring the point
The value is constant or fluctuates above and below a certain value, i.e.
Judging that no potential slip plastic zone exists in the slope body in the range of the side slope;
(2) while monitoringPoint of measurement
The value is mutated, i.e.
And judging that the slope body of the side slope in the range forms a preliminary sliding plastic zone, and continuously expanding and increasing the preliminary sliding plastic zone along with the continuous increase of the strain response rate parameter.
5. The method for determining the critical slip surface of the heterogeneous soil layer slope according to claim 1, wherein the method comprises the following steps: the eighth step is specifically realized by the following steps: monitoring the stress and strain data of each monitoring point in each all-fiber comprehensive measuring tube in real time;
when the stress in the side slope of the heterogeneous soil layer is redistributed, the strain response rate of monitoring points at certain parts in the side slope is suddenly changed and gradually increased; when the stability of some monitoring points in the all-fiber comprehensive measuring tube is mutated, determining the positions of the strain response rate extreme points of the monitoring points in the measuring tube;
respectively determining the strain response rate extreme points in each all-fiber comprehensive measuring tube according to the determination method of the strain response rate extreme points; and connecting the nodes corresponding to the extreme points of the strain responsivity of each all-fiber comprehensive measuring tube by smooth curves from top to bottom in sequence, wherein the obtained curves are the critical sliding surfaces of the side slopes.
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