CN108921390B - Simplified assessment method for soil mass large deformation disaster - Google Patents

Simplified assessment method for soil mass large deformation disaster Download PDF

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CN108921390B
CN108921390B CN201810585768.8A CN201810585768A CN108921390B CN 108921390 B CN108921390 B CN 108921390B CN 201810585768 A CN201810585768 A CN 201810585768A CN 108921390 B CN108921390 B CN 108921390B
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黄雨
成花林
朱崇强
戴自立
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Abstract

The invention relates to a simplified assessment method for large deformation disasters of soil bodies, which comprises the following steps: 1) simplifying a slope body through which a large-deformation soil body passes into two connected straight sliding surfaces; 2) establishing a large-deformation soil body surface control function by utilizing a quarter ellipse equation to serve as a movement configuration in the large-deformation movement process of the soil body; 3) calculating the slip surface frictional resistance acting W and the soil body gravitational potential energy change Delta E in the soil body large deformation motion process, constructing a simplified analytical model by utilizing the mass conservation and energy conservation principles, calculating the motion distance of the soil body on the second slip surface, and evaluating the disaster severity according to the motion distance. Compared with the prior art, the invention provides a new soil body large deformation disaster assessment method based on the energy conservation principle and the spatial topographic characteristics, which realizes the efficient calculation of key disaster-causing intensity parameters such as sliding distance, stacking depth and the like, and provides powerful scientific basis for soil body large deformation disaster prevention and control engineering design, disaster management and the like.

Description

Simplified assessment method for soil mass large deformation disaster
Technical Field
The invention relates to the technical field of rock-soil mechanics, geological disaster prevention and control and geological environment protection, in particular to a simplified assessment method for soil mass large deformation disaster.
Background
In recent years, under the comprehensive action of natural factors such as earthquakes and rainfall and human activities, the occurrence frequency of geological disasters is higher and higher, and the damage to human lives and properties is also higher and higher. The geological disasters such as debris flow, high-speed remote landslide and the like all belong to the problem of large deformation and damage of soil bodies in essence. Because the soil mass large deformation disaster has the characteristics of strong burst property, high occurrence frequency, large explosion scale, high movement speed, wide disaster forming range and the like, once the disaster occurs, the disaster can cause destructive disasters, and the disaster seriously threatens the life and property safety of people. Therefore, the development of the evaluation research on the large deformation disasters of the soil body has important significance for preventing and treating the geological disasters in China.
At present, a research method for soil mass large deformation disaster evaluation mainly comprises an empirical model, a simplified analysis model and a numerical simulation model based on statistical analysis. Although the empirical model based on statistical analysis is simple and easy to develop, the accuracy of the evaluation result cannot be ensured due to the lack of the principle of physical mechanics as a theoretical basis. The numerical simulation model is an important research means for soil mass large deformation disaster evaluation, and the methods are mostly based on an accurate physical mechanical model and a control equation, and although the calculation precision is high, the calculation difficulty is high.
Disclosure of Invention
The invention aims to overcome the defects in the prior art and provide a simplified assessment method for the soil mass large deformation disaster, which is used for calculating disaster-causing intensity parameters such as sliding distance, stacking thickness and the like of the soil mass large deformation disaster, further realizing quantitative assessment on the soil mass large deformation disaster and serving for planning and designing disaster prevention and reduction projects.
The purpose of the invention can be realized by the following technical scheme:
a simplified assessment method 8 for soil mass large deformation disasters comprises the following steps:
1) simplifying a slope body through which a large-deformation soil body passes into two connected straight sliding surfaces;
2) establishing a large-deformation soil surface control function by utilizing a quarter ellipse equation as a motion configuration in the large-deformation motion process of the soil:
Figure BDA0001689434240000021
wherein h and l respectively represent the semimajor axis and semiminor axis of the quarter-ellipse large deformation soil body at any moment, hxIndicating the distance l from the origin on the coordinate axis of the sliding surfacexThe height of the large deformation soil body;
3) calculating the slip surface frictional resistance acting W and the large deformation soil body gravitational potential energy change Delta E in the large deformation movement process of the soil body, constructing a simplified analytical model by utilizing the mass conservation and energy conservation principles, calculating the movement distance of the soil body on the second slip surface, and evaluating the disaster severity according to the movement distance.
The step 3) comprises the following steps:
31) change the soil into bigThe shape movement process is divided into three stages, and the frictional resistance acting W borne by the bottom of the soil body in the three stages is respectively calculated1、W2、W3Wherein, the first stage is as follows: the soil body is followed first slip face downstream, moves to the juncture of two glide planes until the soil body head end, and the second stage is: the soil body continues to move downwards until the tail end of the soil body completely leaves the first sliding surface, and the third stage is as follows: the soil body moves along the second sliding surface until stopping;
32) calculating the change delta E of the gravitational potential energy of the soil body, and establishing an energy conservation relational expression:
ΔE＝mgΔh＝γH0L0Δh (2)
ΔE＝W1+W2+W3 (3)
wherein m is the mass of the soil body, g is the acceleration of gravity, gamma is the gravity of the soil body, H0The initial height, L, of the large deformation soil body0The initial length of the large deformation soil body is, and delta h is the change of the gravity center height of the soil body;
33) establishing a mass conservation relation:
Figure BDA0001689434240000022
wherein HmThe maximum stacking height L of the large-deformation soil body after the movement along the second sliding surface is stoppedmThe movement distance of the large-deformation soil body along the second sliding surface HfIndicating the maximum height L when the large deformation soil moves to the junction of the two sliding surfacesfThe movement distance of the large deformation soil body along the first sliding surface is obtained;
34) and establishing a simplified analysis model according to the results of the steps 32) and 33), calculating the movement distance of the soil body on the second sliding surface, and evaluating the severity of the disaster according to the movement distance.
In the step 31), the friction resistance borne by the bottom of the soil body does work by solving the residual shear strength tau of the bottom of the soil bodyfIntegration along the motion path.
The friction resistance of the three stages does work W1、W2、W3Respectively as follows:
Figure BDA0001689434240000023
W2＝W21+W22 (6)
Figure BDA0001689434240000031
wherein, taufThe residual shear strength of the large deformation soil body.
In the step 34), the simplified analytical model is:
Figure BDA0001689434240000032
wherein α is the first sliding surface gradient and β is the second sliding surface gradient.
In the step 34), the Caldan algorithm is adopted to solve the Lm。
In said step 34), LmIs a positive real root of equation (8) and satisfies: l ismShear strength tau following soil residuefDecreases and increases.
Compared with the prior art, the invention has the following advantages:
(1) at present, in the technical fields of geotechnical mechanics, prevention and control of geological disasters and geological environment protection, no expression of a simplified evaluation method for soil mass large deformation disasters exists, and by the calculation method, the calculation of the sliding distance and the stacking thickness of the soil mass after instability can be realized based on basic physical mechanical parameters and field slope geometric parameters of geotechnical materials, so that scientific basis and technical support can be provided for the disaster-facing plan and the disaster reduction engineering design of such geological disasters.
(2) The simplified model established by the invention is established by simplifying the soil mass large deformation motion process to a certain extent, and integrating the advantages of the empirical statistical model and the numerical simulation model to a certain extent through reasonable hypothesis and based on a dynamic control equation, thereby not only avoiding the construction of the complex model of the numerical simulation method, but also making up the defect of low reliability of the empirical model method, and providing scientific basis for the soil mass large deformation disaster emergency plan and the disaster reduction engineering design.
Drawings
FIG. 1 is a simplified abstract diagram of spatial topographic features of a soil mass large deformation disaster;
FIG. 2 is a schematic diagram of a simplified calculation model of a soil mass large deformation disaster;
FIG. 3 is a schematic diagram of a three-stage movement process of soil mass large deformation;
FIG. 4 is a main longitudinal sectional view of the landfill site of the present embodiment;
fig. 5 is a comparison of the final stacking configuration of the landfill site of this embodiment.
Detailed Description
The invention is described in detail below with reference to the figures and specific embodiments. The present embodiment is implemented on the premise of the technical solution of the present invention, and a detailed implementation manner and a specific operation process are given, but the scope of the present invention is not limited to the following embodiments.
Examples
A simplified assessment method for soil mass large deformation disasters comprises the following specific steps:
1) determining simplified calculated slope shapes
Firstly, determining a typical two-dimensional section of a soil mass large deformation disaster, reasonably simplifying a gliding soil mass and a motion path, constructing two slide surfaces for simplified evaluation of the soil mass large deformation disaster, calculating a slope shape, and determining geometric parameters of the slope shape, including a slope inclination angle and initial volume parameters of the gliding soil mass;
2) introducing surface control functions
A quarter ellipse equation formula (1) is introduced as a soil mass large deformation surface control function to describe the motion configuration of the soil mass in the whole flowing process after instability destruction.
Figure BDA0001689434240000041
WhereinH and l respectively represent the semimajor axis and semiminor axis of the quarter-ellipse large deformation soil body at any moment, hxIndicating the distance l from the origin on the coordinate axis of the sliding surfacexThe height of the large deformation soil body;
3) three stage motion process analysis
According to the simplified calculation slope shape obtained in the step 1), simplifying the large deformation motion process after soil instability destruction into three stages:
3.1) in the first motion stage, the soil body moves downwards along the first sliding surface to the junction of the two sliding surfaces, and the profile motion configuration change, the bottom friction resistance work and the gravitational potential energy change of the large-deformation soil body in the motion process along the first sliding surface are analyzed. In the movement process, the frictional resistance borne by the bottom of the soil body does work W1Can be obtained by solving the residual shear strength taufThe integral along the motion path represents:
Figure BDA0001689434240000042
in the formula, τfIndicating the residual shear strength, L, of the large deformation soil mass0Indicating the initial length of the soil, LfRepresenting the movement distance of the soil along the first slide surface.
3.2) in the second motion stage, the soil body moves from the first sliding surface to the second sliding surface, and the bottom frictional resistance working conditions of the soil body with large flow deformation in the motion process along the first sliding surface and the second sliding surface are respectively analyzed, so that the frictional resistance borne by the bottom of the quarter-ellipse gliding soil body does work W on the first sliding surface21A second sliding surface acting W22And total work W of the second motion phase2Respectively as follows:
Figure BDA0001689434240000051
Figure BDA0001689434240000052
W2＝W21+W22(5)
3.3) in a third motion stage, the quarter-ellipse lower sliding body moves along the second sliding surface until stopping, and the profile motion configuration change, the bottom frictional resistance work and the gravitational potential energy change of the large-deformation soil body in the motion process along the second sliding surface are analyzed. In the movement process, the friction resistance borne by the bottom of the large-deformation soil body does work W3It is also possible to solve for the residual shear strength τfThe integral along the motion path represents:
Figure BDA0001689434240000053
in the formula, LmAnd the movement distance of the soil body with large deformation along the second slide surface is shown.
The resulting distance of movement X of the highly deformed body along the horizontal plane can then be expressed as
X＝Lfcosα+Lmcosβ (7)
Where α represents the inclination of the first sliding surface and β represents the inclination of the second sliding surface.
4) Application of principle of conservation of mass
And analyzing the large deformation motion process of the soil body from the aspect of the mass conservation principle. In the whole movement process of the soil body, the movement configuration of the soil body follows a quarter ellipse equation. According to the principle of mass conservation, the cross-sectional area of the soil body is kept unchanged at any time, so that the principle of mass conservation can be further expressed as follows:
Figure BDA0001689434240000054
in the formula, H0Indicating the initial height, H, of the greatly deformed bodyfRepresents the maximum height H when the soil moves to the junction of the two sliding surfacesmAnd the maximum stacking height of the large-deformation soil body after the movement of the large-deformation soil body along the second sliding surface is stopped is shown.
5) Application of energy conservation principle
And analyzing the large deformation motion process of the soil body from the angle of the energy conservation principle. The total energy W consumed by the bottom part of the soil body in the whole gliding process by doing work through the frictional resistance can be represented by a formula (9). In addition, the driving force of the soil body in the whole large deformation motion process is gravity, so the reduced gravitational potential energy delta E can be represented by the gravity of the gliding soil body multiplied by the vertical gliding displacement delta h of the gravity center, as shown in the formula (10).
W＝W1+W2+W3 (9)
ΔE＝mgΔh＝γH0L0Δh (10)
In the formula, γ represents the gravity of the soil body.
The energy loss generated by applying work only by considering the frictional resistance on the slope surface does not count other external energy consumption, and the energy loss in the internal deformation process is not counted. Therefore, from the analysis of the principle of conservation of energy, the energy W consumed by the frictional resistance acting on the sliding surface of the large deformation soil body is equal to the reduced gravitational potential energy Δ E, and the following are provided:
ΔE＝W (11)
6) construction of simplified analytical models
According to the analysis of the three-stage motion process of the soil mass large deformation disaster in the steps 1) to 5) and the application of the mass conservation principle and the energy conservation principle, a simplified analysis model of the soil mass large deformation disaster is constructed. The formula (9) and the formula (10) are taken into the formula (11) to obtain:
Figure BDA0001689434240000061
the analysis model is simplified by utilizing the soil mass large deformation disaster as shown in the formula (12), and only the physical and mechanical parameters (heavy gamma and residual shear strength tau) of the soil mass are neededf) Slope geometry (initial length L of gliding soil mass)0Initial height H0And the slopes alpha and beta of the two sections of inclined planes) to obtain the dynamic characteristic parameters of the soil mass large deformation disaster.
7) Correction of simplified analytical models
The formula (12) obtained according to step 6) is aSlip distance LmThe equation can be obtained by the method of a golden equation, a Kaldo equation and the like, and the Kaldo algorithm is adopted for solving. In a mathematical sense, each root is an analytic solution of the equation, but in a physical sense, the sliding distance of the soil mass large deformation disaster has only a unique solution. Therefore, the model must be further modified and defined by physical boundary conditions.
First, LmIndicating the distance of movement of the large deformed body along the second slide plane, thus LmIs a positive real number, is a positive real number root satisfying equation (12); secondly, the movement distance L of the large-deformation soil body along the second sliding surfacemShear strength tau with the residual soil bodyfIn correlation, the gravitational potential energy Δ E reduced in the soil mass is all converted into the energy W consumed by the frictional resistance acting on the sliding surface, so that from the point of view of functional relationship analysis, LmShear strength tau following soil residuefDecreases and increases. A positive real root L satisfying equation (12) can be obtained by limiting the above two conditionsm。
8) Aiming at the soil mass large deformation disaster simplified evaluation method, a visual computing interface is further developed, C # language programming is adopted, and the visual computing interface is realized by dragging a textlabel control, a textbox control and a button control.
Taking a certain typical landfill instability destruction as an example:
under the action of continuous strong rainfall, the refuse landfill generates unstable flow destruction of about 270 multiplied by 10 in 2 months and 21 days in 20054m3The start-up of the landfill body is destroyed, liquefaction is carried out in the process of downward sliding, the phase change of the landfill body shows the characteristic of fluidization, and the terrain is flat, so that the downward sliding landfill body finally approaches to 1km in flowing distance along the channel.
1) The maximum stacking height of the landfill site is 52m, the slope of the first sliding surface is 18 degrees, the slope of the second sliding surface is 6 degrees, and fig. 4 is a main longitudinal sectional view before the landfill site is damaged.
2) According to the model simplification principle provided by the invention, the slope geometric parameters required in the garbage landfill large deformation disaster simplification calculation model can be obtained, as shown in table 1.
TABLE 1 certain typical landfill calculation parameters
Figure BDA0001689434240000071
3) The density of the landfill body is 1100kg/m3In addition, the method refers to the values of the residual shear strength of the garbage fillers in various regions, and obtains the residual shear strength by using a parameter inverse analysis method, as shown in table 1.
4) And inputting the material physical and mechanical parameters and the slope geometric parameters of the refuse landfill into a visual calculation interface of the soil mass large deformation disaster simplified evaluation method, and calculating the movement distance of the refuse landfill.
5) The calculated distance of the simplified analysis model was compared with the actual measurement distance described in the literature, and the comparison results are shown in table 2. From table 2, the simplified evaluation method for the large deformation disaster of the soil body provided by the invention can realize the prediction of the sliding distance, and the calculation result has higher reliability.
TABLE 2 certain typical landfill sliding distance verification
Figure BDA0001689434240000072
Figure BDA0001689434240000081
6) In addition, the semi-major axis L of the final quarter-ellipse accumulation body can be further calculated through a visual calculation interfacemAnd semi-minor axis HmAnd on the basis, the final stacking configuration of the landfill body damage can be drawn.
7) The calculated deposition pattern is compared with the actual deposition pattern described in the literature, and as shown in fig. 5, the solid line represents the actual deposition pattern described in the literature, and the dotted line represents the calculation result of the simplified evaluation method proposed by the present invention. Through comparison, the calculated accumulation configuration is similar to the actually measured accumulation configuration, and a large deviation exists only when the first sliding surface and the second sliding surface are intersected, so that when the simplified evaluation method is provided, the fact that the garbage landfill bodies are supposed to be accumulated at the junction of the first sliding surface and the second sliding surface finally and integrally accumulated on the second sliding surface, but the coincidence degree of the accumulation configuration along the second sliding surface is high can prove the accuracy and the effectiveness of the simplified evaluation method for the soil mass large deformation disasters in predicting disaster-causing intensity parameters such as the movement distance, the accumulation thickness and the like of the soil mass large deformation disasters.

Claims (2)

1. A simplified assessment method for soil mass large deformation disasters is characterized by comprising the following steps:
1) simplifying a slope body through which a large-deformation soil body passes into two connected straight sliding surfaces;
2) establishing a large-deformation soil surface control function by utilizing a quarter ellipse equation as a motion configuration in the large-deformation motion process of the soil:
Figure FDA0003472752220000011
wherein h and l respectively represent the semimajor axis and semiminor axis of the quarter-ellipse large deformation soil body at any moment, hxIndicating the distance l from the origin on the coordinate axis of the sliding surfacexThe height of the large deformation soil body;
3) calculating slip surface frictional resistance acting W and large deformation soil body gravitational potential energy change Delta E in the large deformation movement process of the soil body, constructing a simplified analytical model by utilizing the mass conservation and energy conservation principles, calculating the movement distance of the soil body on a second slip surface, and evaluating the severity of the disaster according to the movement distance;
the step 3) comprises the following steps:
31) dividing the large deformation movement process of the soil body into three stages, and respectively calculating the frictional resistance acting W borne by the bottom of the soil body in the three stages1、W2、W3Wherein, the first stage is as follows: the soil body moves downwards along the first sliding surface,until the soil body head end moves to the juncture of two sliding surfaces, the second stage is: the soil body continues to move downwards until the tail end of the soil body completely leaves the first sliding surface, and the third stage is as follows: the soil body moves along the second sliding surface until stopping;
32) calculating the change delta E of the gravitational potential energy of the soil body, and establishing an energy conservation relational expression:
ΔE＝mgΔh＝γH0L0Δh (2)
ΔE＝W1+W2+W3 (3)
wherein m is the mass of the soil body, g is the acceleration of gravity, gamma is the gravity of the soil body, H0The initial height, L, of the large deformation soil body0The initial length of the large deformation soil body is delta h is the change value of the height of the gravity center of the large deformation soil body;
33) establishing a mass conservation relation:
Figure FDA0003472752220000012
wherein HmThe maximum stacking height L of the soil body after the soil body stops moving along the second sliding surfacemThe distance of movement of the soil body along the second sliding surface, HfIndicates the maximum height L when the soil moves to the junction of the two sliding surfacesfThe movement distance of the soil body along the first sliding surface is determined;
34) establishing a simplified analysis model according to the results of the steps 32) and 33), calculating the movement distance of the soil body on the second sliding surface, and evaluating the severity of the disaster according to the movement distance;
in the step 31), the friction resistance borne by the bottom of the soil body does work by solving the residual shear strength tau of the bottom of the soil bodyfObtaining an integral along the motion path;
the friction resistance of the three stages does work W1、W2、W3Respectively as follows:
Figure FDA0003472752220000021
W2＝W21+W22 (6)
Figure FDA0003472752220000022
wherein, taufThe residual shear strength of the large deformation soil body;
in the step 34), the simplified analytical model is:
Figure FDA0003472752220000023
wherein α is a first sliding surface gradient and β is a second sliding surface gradient;
in the step 34), the Caldan algorithm is adopted to solve the Lm。
2. The simplified assessment method for large deformation disasters of soil mass according to claim 1, wherein in step 34), L ismIs the positive real root of equation (12) and satisfies: l ismShear strength tau following soil residuefDecreases and increases.
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