CN112133062B - Landslide overall stability early warning method based on multi-monitoring-point synergistic effect - Google Patents
Landslide overall stability early warning method based on multi-monitoring-point synergistic effect Download PDFInfo
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- G—PHYSICS
- G08—SIGNALLING
- G08B—SIGNALLING OR CALLING SYSTEMS; ORDER TELEGRAPHS; ALARM SYSTEMS
- G08B21/00—Alarms responsive to a single specified undesired or abnormal condition and not otherwise provided for
- G08B21/02—Alarms for ensuring the safety of persons
- G08B21/10—Alarms for ensuring the safety of persons responsive to calamitous events, e.g. tornados or earthquakes
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- G01B—MEASURING LENGTH, THICKNESS OR SIMILAR LINEAR DIMENSIONS; MEASURING ANGLES; MEASURING AREAS; MEASURING IRREGULARITIES OF SURFACES OR CONTOURS
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- G—PHYSICS
- G08—SIGNALLING
- G08B—SIGNALLING OR CALLING SYSTEMS; ORDER TELEGRAPHS; ALARM SYSTEMS
- G08B31/00—Predictive alarm systems characterised by extrapolation or other computation using updated historic data
Abstract
The invention relates to the field of slope stability monitoring and early warning, in particular to a landslide overall stability early warning method based on the synergistic effect of multiple monitoring points. The method comprises the following steps: (1) according to the arrangement condition of monitoring points of the same profile, dividing a corresponding number of analysis blocks by taking the monitoring point position as a block center; (2) determining the uniform deformation stage of the time-displacement curve of the monitoring point on each block, dividing the monitoring curve according to the equal time interval delta t, and respectively extracting the deformation delta S of the uniform deformation stage of the sliding block within the time step delta t on each monitoring curve*(ii) a (3) Respectively reading real-time displacement increment delta S from t-delta t to t moment in real time by taking the same time interval as a reference; according to the landslide early warning method, the deformation curve of the landslide is organically fused with the stability coefficient in the surveying process, and meanwhile, the mutual synergistic effect of different monitoring points of the same landslide section is considered, and the overall stability early warning model based on the stability coefficient is established, so that the landslide early warning accuracy is higher.
Description
Technical Field
The invention relates to the field of slope stability monitoring and early warning, in particular to a landslide overall stability early warning method based on the synergistic effect of multiple monitoring points.
Background
Landslide is one of geological disasters with serious harmfulness and destructiveness, and scientific monitoring, prediction and forecast of landslide stability are the basis and the premise of scientific disaster prevention and reduction engineering.
The traditional landslide early warning mainly depends on a single time displacement curve, and all monitoring points on the whole section are rarely considered in a unified mode. In fact, the occurrence of the landslide is a process from local to whole, and local damage does not necessarily cause the instability of the whole slope body, so that the consideration of the synergistic effect of a plurality of monitoring points on the same section has practical value for predicting the whole stability of the landslide. On the other hand, the traditional landslide monitoring and early warning method is based on the monitoring data, the characteristics of a slope body, such as morphological characteristics and parameter characteristics, are not considered, the deformation rate of a curve is mainly considered in the early warning process, and the method is seriously disconnected from the traditional exploration work.
In view of the above situation, in landslide stability monitoring and landslide early warning and forecasting, a monitoring and early warning method capable of truly reflecting landslide deformation damage essential characteristics is sought, and the method has important practical significance and application value in landslide disaster early warning, forecasting and preventing.
Disclosure of Invention
Aiming at the defects of the prior art, the invention aims to provide a landslide overall stability early warning method based on the synergistic effect of multiple monitoring points, which is used for solving the problems that the traditional landslide early warning mainly depends on a single time displacement curve, all monitoring points on the whole section are rarely considered in a unified way, and the landslide overall stability early warning method is seriously disconnected from the existing investigation work.
In order to achieve the purpose, the technical scheme adopted by the invention comprises the following steps;
(1) according to the arrangement condition of monitoring points of the same profile, dividing a corresponding number of analysis blocks by taking the monitoring point position as a block center;
(2) determining the uniform deformation stage of the time-displacement curve of the monitoring point on each block, dividing the monitoring curve according to the equal time interval delta t, and respectively extracting the deformation delta S of the uniform deformation stage of the sliding block within the time step delta t on each monitoring curve*；
(3) Respectively reading real-time displacement increment delta S from t-delta t to t moment in real time on a monitoring curve by taking the same time interval as a reference;
(4) calculating a damage variable D (t) of each block in the time t;
(5) respectively solving the downward sliding force and the anti-sliding force under the influence of deformation for each strip;
(6) sequentially numbering the blocks downwards from the sliding block at the uppermost part of the landslide, and calculating the dynamic stability of the slope body at the time t;
(7) and early warning is carried out according to the stable state determined by landslide prevention and control engineering survey standard.
Further, the operation step of dividing and analyzing the strips in the step (1) is that firstly, the strips of the slope body are divided according to the position of the earth surface displacement sensor, displacement sensors are installed on each divided strip, and each sensor corresponds to one strip.
Further, the uniform speed deformation stage in the monitoring curve in the step (2) is described by using a max weil model creep curve.
Further, the deformation amount Δ S of the uniform-speed deformation stage in the step (2)*And (4) comparing with the real-time displacement increment delta S from the t-delta t to the t moment in the step (3).
Further, the specific obtaining steps of the injury variable d (t) in the step (4) are as follows:
1) combining with a maxwell model to obtain:
static balance conditions: σ τ1＝τ2＝wisinθ/l；
Deformation coordination conditions: e ═ e-1+ε2＝γ；
The corresponding creep constitutive equation is:
2) the relation between the strain rate and the constant stress is obtained by differentiating the two ends of the creep constitutive equation with time, namely:
3) introducing a damage variable D, wherein according to an effective stress principle, the reduction of the bearing capacity of the material caused by damage in the deformation process can be equivalent to the increase of the effective stress, and for a landslide block with deformation monitoring data, the reduction of the bearing capacity caused by the damage of a sliding strip is mainly reflected as the increase of the deformation rate on the deformation data, so that under the condition of considering the damage, the relation between the strain rate and the constant stress is as follows:
4) assuming that the bar is a rigid body and thus does not deform during movement, the relationship in 3) can be further expressed as:
further, in the step (4), under the condition of considering damage caused by deformation, according to the principle of equivalent stress, the reduction of the anti-slip force caused by damage can be equivalently expressed as the increase of the slip force, the damage variable of any bar is a function related to a time-displacement curve corresponding to the bar, therefore, under the condition of considering creep damage, the effective slip force of the bar at any moment is also a time-related variable quantity, that is, the calculation formula is:
under the condition that the sliding force is replaced by the effective sliding force, the anti-sliding force can be regarded as an invariant, namely the calculation formula is as follows:
further, the calculation formula of the dynamic stability of the slope body at the time t in the step (6) is as follows:
further, the stability coefficient F according to the slope body in the step (7)sDifferent ranges of values, different warnings are made as follows:
1)Fs<1.0, when the slope body is unstable, a red early warning is sent out;
2)1≤Fs<1.05, the slope body is unstable and gives an orange early warning;
3)1.05≤Fs<1.15, the slope body is basically stable, and a yellow early warning is sent out;
4)Fsnot less than 1.15, stable slope and green early warning.
The invention has the advantages that: because the deformation characteristics of the landslide are greatly influenced by the form of the landslide and the properties of rock soil, the deformation rates of different landslides in the damage process are greatly different, the exploration data is the most effective result for reflecting the self characteristics of the landslide body at present, and the stability coefficient of the landslide body is the most direct and effective method for visually reflecting the stable state of the landslide body. Therefore, the stability coefficient of the slope is more accurately calculated by organically fusing the deformation curve of the landslide with the stability coefficient in the surveying process and considering the mutual synergistic effect of different monitoring points of the same landslide section, and the stability coefficient-based overall stability early warning model is established, and meanwhile, the stability early warning reliability of the slope is improved.
Drawings
Fig. 1 is a schematic diagram of a curve of a whole landslide deformation process according to an embodiment of the invention.
Fig. 2 is a schematic diagram of a creep curve of a maxwell model according to an embodiment of the present invention.
FIG. 3 is a schematic diagram of a slider creep model according to an embodiment of the present invention.
FIG. 4 is a schematic diagram of a slider force diagram according to an embodiment of the present invention.
FIG. 5 is a graph of exemplary landslide displacement versus time curves in accordance with an embodiment of the present invention.
FIG. 6 is a schematic diagram of a landslide stability calculation chunk partitioning according to an embodiment of the present invention.
FIG. 7 is a schematic diagram of a slider force diagram according to an embodiment of the invention.
Detailed Description
The following is further detailed by way of specific embodiments:
the first step is as follows: deformation rate and damage of landslide mass;
the whole process from the beginning of inoculation to the last of disaster formation of the landslide can be divided into three stages on a displacement-time curve, namely an initial deformation stage, a uniform deformation stage and an accelerated deformation stage, and in the actual monitoring process, the monitored curve is usually two stages of uniform deformation and accelerated deformation.
It can be seen from fig. 1 that for the isokinetic deformation (BC) phase, the displacement of the ramp body increases linearly with time, and if we consider the ramp body deformation as creep, the deformation characteristics of this phase are consistent with the creep process curve described by maxwell model. For this reason we use maxwell's model for its description and believe that the generation of the accelerated deformation order is mainly due to the weakening of the creep model parameters.
In the process of deforming the rock-soil body, the rock-soil body above the sliding band is a rigid body, the sliding band is a viscoelastic body, the sliding band deformation rule can be described by adopting a Maxwell creep model, and the schematic diagram of the corresponding model is as follows:
it can be seen from the figure that during creep in a landslide, the driving force for the movement of the block is mainly the component of gravity in the direction of the sliding surface and remains constant.
The combined maxwell model has:
static balance conditions: σ τ1＝τ2＝wisinθ/l；
Deformation coordination conditions: e ═ e-1+ε2＝γ；
The corresponding creep constitutive equation is that,
from the formula, it can be seen that the change of the strain quantity with time is mainly related to the viscous units in the creep process of the rock-soil body, namely, the damage of the material is mainly reflected on the viscous units in the creep process. The relationship between the strain rate and the constant stress can be obtained by deriving the two ends of the above formula with time, namely:
the above formula is the case under the condition that the viscosity coefficient is constant, that is, the material is not damaged, and the viscosity performance of the viscous unit is not changed. In practical engineering, as the creep time increases, the material may be damaged, resulting in a reduction in load bearing capacity. And introducing a damage variable D, wherein according to the effective stress principle, the reduction of the bearing capacity of the material caused by damage in the deformation process can be equivalent to the increase of the effective stress. For a landslide mass with deformation monitoring data, the reduction of load bearing capacity caused by damage to the sliding strip is mainly reflected in the deformation data as an increase in deformation rate, so under the condition of considering damage, the formula (2) can be expressed as:
therefore, on the time displacement curve monitored by the known slope body, if the deformation rate of the slope body at any time is known under the condition that the coefficient eta is known, the damage variable value corresponding to the time can be directly obtained correspondingly. With reference to fig. 3 and 4, assuming that the slider is a rigid body, the deformation of the block does not change during the movement, and therefore (3) can be further expressed as:
the second step is that: solving damage variables based on the monitoring curve;
as can be seen from equation (4), for a landslide block with a known displacement-time curve, the value of the damage variable at any time needs to be obtained, and the viscosity coefficient η needs to be solved. In the combined expression (1), under the condition that viscosity coefficient weakening is not considered in a Maxwell model, creep amount linearly increases along with time, and therefore the constant-speed deformation stage in a time-displacement curve is combined for solving.
In the combined type (2) uniform-speed deformation stage, the deformation rate is a constant, the whole time displacement curve is divided according to the equal time interval, as shown in fig. 5, the time interval between two adjacent time nodes is set to be Δ t, and the deformation amount in the uniform-speed deformation stage is Δ S under the condition of the time interval*If the deformation amount in the accelerated deformation stage is Δ S, the combination formula (2) has:
by bringing formula (5) into formula (4), the damage variable at any time can be obtained,
as can be seen from equation (6), in the uniform deformation stage, Δ S*When the damage variable D is 0, the slope body is considered to be undamaged, and the actual damage starts from the stage of accelerated deformation of the slope body. In addition, the equation (6) is independent of the time interval Δ t, that is, in the practical application process, on the time-displacement curve, as long as the time intervals of the uniform deformation stage and the accelerated deformation stage are equal, we can select any time interval for segmentation, but considering the strong nonlinear characteristic of the accelerated deformation stage, the time interval is not suitable to be too long.
The third step: the overall stability of the profile is based on the cooperation of multiple monitoring points;
in an actual monitoring process, a plurality of displacement sensing devices are often arranged on the same section, and each sensor corresponds to a time-displacement curve. In the process of calculating the stability of the slope, firstly, the slope is divided into strips according to the positions of the earth surface displacement sensors, the n sensors correspond to the n strips, and meanwhile, the displacement amounts of all the positions on the same strip i are considered to be equal and are all the displacement corresponding to the sensor on the sliding block. And solving the stability of the slope body by adopting a transfer coefficient method commonly used in landslide investigation in China. And establishing a section bar and block division and bar and block force diagram corresponding to the figures 6 and 7.
Under the basic assumption of the transmission coefficient method, for the slider shown in FIG. 7, the glide force of any bar without considering the creep damage condition can be expressed as:
Ti＝wisinθ+Ei-1cos(θi-1-θi)，
the corresponding skid resistance can be expressed as:
under the condition of considering damage caused by deformation, the reduction of the anti-slip force caused by damage can be equivalently expressed as the increase of the slip force according to the principle of equivalent stress, the damage variable of any bar is a function related to a time-displacement curve corresponding to the bar, therefore, under the condition of considering creep damage, the effective slip force of the bar at any moment is also a variable quantity related to time, namely:
the sliding resistance can be regarded as an invariant under the condition that the sliding force is replaced by the effective sliding force. Obviously, since the slip force is a time-varying quantity, the stability factor at different times for the overall slope is also a time-varying value.
According to the principle of a transfer coefficient method, considering the safety reserve of the bar, introducing a stability coefficient which changes along with time, and respectively and sequentially solving the residual glide force from the first bar to the nth bar at any time t:
a first bar: e1(t)＝Fs(t)T1 *(t)-R1；
A second block:
the third block:
……
the nth block:
in the formula psiiFor the transfer coefficient:
let en (t) be 0, the slope stability of the entire computed section at any time can be found:
from the formula (8), in the slope stability calculation process under the condition of considering deformation, the basic calculation method is the same as that of the traditional slope stability calculation method, and only the downward sliding force of the bar block in the slope stability calculation method needs to be changed into the effective downward sliding force, so that the method is reliable in application.
The fourth step: a multi-monitoring-point cooperative profile stability early warning step;
1) according to the arrangement condition of monitoring points of the same profile, dividing a corresponding number of analysis blocks by taking the monitoring point position as a block center;
2) determining the uniform deformation stage of the time-displacement curve of the monitoring point on each block, dividing the monitoring curve according to the equal time interval delta t, and respectively extracting the deformation delta S of the uniform deformation stage of the sliding block within the time step delta t on each monitoring curve*；
3) Respectively reading real-time displacement increment delta S from t-delta t to t moment in real time on a monitoring curve by taking the same time interval as a reference;
4) calculating a damage variable D (t) of each block in the t moment according to the formula (6);
5) respectively solving the gliding force and the anti-gliding force of each strip block by combining the survey data, wherein the gliding force at the time t is solved according to the formula (7);
6) the sliding blocks at the uppermost part of the landslide are numbered downwards in sequence, and the dynamic stability of the slope body at the time t is calculated according to a formula (8);
7) and early warning is carried out according to the stable state determined by landslide prevention and control engineering survey standard.
According to the landslide early warning method, the deformation curve of the landslide is organically fused with the stability coefficient in the surveying process, and meanwhile, the mutual synergistic effect between different monitoring points of the same landslide section is considered, so that an overall stability early warning model based on the stability coefficient is established, on one hand, misjudgment caused by local damage is avoided, on the other hand, the stability coefficient is used as an early warning index, the stability coefficient can be fully fused with the existing standard, and the problem that an early warning threshold value is difficult to determine in the traditional early warning method is avoided.
The foregoing is merely an example of the present invention and common general knowledge of known specific structures and features of the embodiments is not described herein in any greater detail. It should be noted that, for those skilled in the art, without departing from the structure of the present invention, several changes and modifications can be made, which should also be regarded as the protection scope of the present invention, and these will not affect the effect of the implementation of the present invention and the practicability of the patent. The scope of the claims of the present application shall be determined by the contents of the claims, and the description of the embodiments and the like in the specification shall be used to explain the contents of the claims.
Claims (2)
1. A landslide overall stability early warning method based on multi-monitoring-point synergistic effect is characterized by comprising the following steps: the method comprises the following steps:
(1) according to the arrangement condition of monitoring points of the same profile, dividing a corresponding number of analysis blocks by taking the monitoring point position as a block center;
(2) determining the uniform deformation stage of the time-displacement curve of the monitoring point on each block, dividing the monitoring curve according to the equal time interval delta t, and respectively extracting the deformation delta S of the uniform deformation stage of the sliding block within the time step delta t on each monitoring curve*；
(3) Respectively reading real-time displacement increment delta S from t-delta t to t moment in real time on a monitoring curve by taking the same time interval as a reference;
(4) calculating a damage variable D (t) of each block in the time t;
(5) respectively solving the downward sliding force and the anti-sliding force under the influence of deformation for each strip;
(6) sequentially numbering the blocks downwards from the sliding block at the uppermost part of the landslide, and calculating the dynamic stability of the slope body at the time t;
(7) early warning is carried out according to a stable state determined by landslide prevention and control engineering investigation standard;
the uniform-speed deformation stage in the monitoring curve in the step (2) is described by adopting a Maxwell model creep curve;
the deformation amount Delta S of the uniform-speed deformation stage in the step (2)*Comparing with the real-time displacement increment delta S from t-delta t to t in the step (3);
the calculation formula of the damage variable D (t) in the step (4) is as follows:
the calculation formula of the downward sliding force in the step (4) is as follows:
the formula for calculating the anti-slip force is,
the calculation formula of the dynamic stability of the slope body at the time t in the step (6) is as follows:
the stability coefficient F according to the slope body in the step (7)sDifferent ranges of values, different warnings are made as follows:
1)Fs<1.0, when the slope body is unstable, a red early warning is sent out;
2)1≤Fs<1.05, the slope body is unstable and gives an orange early warning;
3)1.05≤Fs<1.15, the slope body is basically stable, and a yellow early warning is sent out;
4)Fsnot less than 1.15, stable slope and green early warning.
2. The landslide overall stability early warning method based on the multi-monitoring-point synergistic effect is characterized in that the operation step of dividing and analyzing the blocks in the step (1) is that firstly, the blocks of a slope body are divided according to the position of a ground surface displacement sensor, displacement sensors are installed on each divided block, and one sensor corresponds to each block.
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