Method for predicting bank collapse of multi-layer accumulation-overturn type reservoir and terminal device

Abstract

The present application belongs to the technical field of water conservancy and hydropower engineering and geotechnical engineering, and specifically discloses a multi-layer accumulation-dumping type reservoir bank collapse prediction method and a terminal device. The prediction method comprises the following steps: dividing the reservoir bank accumulation body into multiple blocks; obtaining the fissure water pressure of the failure surface of each block, and determining the stability coefficient of each block according to the fissure water pressure; dividing the reservoir bank accumulation body into multiple dumping areas with different dumping degrees according to the stability coefficient, and drawing an engineering geological profile of the reservoir bank according to the boundary of the dumping area; determining the stable slope angle of each measuring point on the engineering geological profile, and predicting the bank collapse amount and width of the multi-layer accumulation-dumping type reservoir according to the stable slope angle. According to the stability coefficient determined according to the fissure water pressure of the failure surface, the reservoir bank accumulation body is divided into multiple dumping areas with different dumping degrees, so that the bank collapse prediction result is consistent with the actual situation, and the step-shaped failure characteristics of the multi-layer accumulation-dumping type reservoir bank collapse can be reflected.

Description

TECHNICAL FIELD

[0001] The application belongs to the technical field of water conservancy and hydropower engineering and geotechnical engineering, and discloses a prediction method and a terminal device for bank collapse of a multi-layer accumulation-dumping type reservoir. BACKGROUND

[0002] Reservoir bank collapse is a typical geological disaster after impoundment of a reservoir, and is highly frequent and strongly destructive in a mountainous canyon-type reservoir. The reservoir bank in a mountainous canyon-type reservoir often develops into a multi-layer accumulation-dumping composite structure, and the main material is a Quaternary loose accumulation layer. The bank collapse mechanism is complex due to the coupling effect of reservoir water soaking, water level fluctuation and dumping deformation of the rock-soil body. The hydraulic action causes the seepage deformation of the loose accumulation body and the softening of the rock structure surface, the periodic water level fluctuation aggravates the potential erosion effect of the dynamic water pressure on the rock-soil interface, and the crushing of the rock-soil body caused by dumping deformation further weakens the shear strength. The traditional prediction methods have fundamental limitations. For example, the classic models such as the Karchevnikov method and the two-section method simplify the geological structure into a homogeneous system, do not consider the differences in the stable slope angles of the strong, medium and weak dumping zones, and thus the bank collapse prediction results are greatly different from the actual situation, and it is difficult to reflect the step-shaped damage characteristics of the multi-layer accumulation-dumping type reservoir bank collapse. SUMMARY

[0003] The purpose of the present application is to provide a prediction method for bank collapse of a multi-layer accumulation-dumping type reservoir to solve the technical problem that the existing prediction methods do not consider the differences in the stable slope angles of the strong, medium and weak dumping zones, resulting in a large difference between the bank collapse prediction results and the actual situation, and it is difficult to reflect the step-shaped damage characteristics of the multi-layer accumulation-dumping type reservoir bank collapse.

[0004] The first aspect of the present application provides a prediction method for bank collapse of a multi-layer accumulation-dumping type reservoir, comprising:

[0005] dividing the reservoir bank accumulation body into a plurality of blocks;

[0006] obtaining the fissure water pressure of the failure surface of each block, and determining the stability coefficient of each block according to the fissure water pressure;

[0007] dividing the reservoir bank accumulation body into a plurality of dumping zones with different dumping degrees according to the stability coefficient, and drawing an engineering geological profile of the reservoir bank according to the boundary lines of the dumping zones;

[0008] determining the stable slope angle of the measuring point on the engineering geological profile, and predicting the bank collapse amount and width of the multi-layer accumulation-dumping type reservoir according to the stable slope angle.

[0009] Preferably, the stability coefficient of each block is determined according to the fissure water pressure, specifically:

[0010] the anti-dumping moment of each block is determined according to the fissure water pressure;

[0011] determining a stability coefficient of each block according to the anti-overturning moment and the overturning moment.

[0012] determining a stability coefficient of each block according to the anti-overturning moment and the overturning moment.

[0013] Preferably, the anti-overturning moment of each block is determined according to the fissure water pressure, specifically:

[0014] determining an anti-sliding force of each block according to the fissure water pressure.

[0015] determining the anti-overturning moment of each block according to the anti-sliding force and the force arm of the anti-sliding force.

[0016] Preferably, the stability coefficient of each block is determined according to the anti-overturning moment and the overturning moment, specifically:

[0017] determining the stability coefficient of each block according to the quotient of the anti-overturning moment and the overturning moment.

[0018] Preferably, the engineering geological profile of the reservoir bank is drawn according to the boundary line of the dumping area, specifically:

[0019] drawing the boundary line of the engineering geological profile according to the surface line of the reservoir bank;

[0020] drawing the transverse lithologic stratigraphic boundary line and the reservoir hydrological boundary line within the boundary line of the engineering geological profile, and drawing the longitudinal boundary line of the dumping area within the boundary line of the engineering geological profile to obtain the engineering geological profile in a grid shape.

[0021] Preferably, the bank collapse amount and the bank collapse width of the multi-layer accumulation-dumping type reservoir are predicted according to the stable slope angle, specifically:

[0022] Step A, taking the bottom of the boundary line of the engineering geological profile as a measuring point, and drawing a straight line with the stable slope angle of the measuring point as the included angle to determine the intersection point of the straight line and the grid;

[0023] Step B, taking the intersection point as a measuring point, repeating Step A until the upper boundary line of the engineering geological profile, recording the intersection point of the straight line and the upper boundary line as a bank collapse point, and recording the polyline composed of multiple straight lines as a bank collapse reconstruction line;

[0024] Step C, determining the bank collapse width according to the bank collapse point, and determining the bank collapse amount according to the bank collapse reconstruction line.

[0025] Preferably, the stable slope angle of the measuring point on the engineering geological profile is determined, specifically:

[0026] When the measuring point is above the normal water level, the stable slope angle of the measuring point is determined according to the natural density and the natural specific gravity of the measuring point.

[0027] When the measuring point is below the normal water level, the stable slope angle of the measuring point is determined according to the saturated density and the saturated gravity of the measuring point.

[0028] Preferably, the bank accumulation body is divided into a plurality of dumping zones with different dumping degrees according to the stability coefficients, in particular:

[0029] When the stability coefficient of the block is less than or equal to the first threshold value, it is determined that the block is located in a strong dumping zone;

[0030] When the stability coefficient of the block is greater than the first threshold value and less than or equal to the second threshold value, it is determined that the block is located in a medium dumping zone;

[0031] When the stability coefficient of the block is greater than the second threshold value, it is determined that the block is located in a weak dumping zone.

[0032] Preferably, the first threshold value is 0.8-0.9; and the second threshold value is 1-1.1.

[0033] The second aspect of the present application provides a terminal device, comprising a memory, a processor and a computer program stored in the memory and executable on the processor, wherein the processor implements the steps of the prediction method for bank collapse of a multi-layer accumulation-dumping type reservoir when executing the computer program.

[0034] Compared with the prior art, the prediction method for bank collapse of a multi-layer accumulation-dumping type reservoir and the terminal device have the following beneficial effects:

[0035] In the present application, the crack water pressure of the failure surface is introduced when determining the stability coefficient of the block, which is more consistent with the pore water pressure condition of the bank slope and can distinguish the dumping damage degree of the bank collapse.

[0036] The present application comprehensively considers the differentiated influence of lithology stratification, hydraulic conditions (underwater / overwater) and dumping deformation intensity partition on the stable slope angle, and can finely calculate the stable slope angle.

[0037] The present application realizes the calculation and solution of the bank collapse boundary, the bank collapse width and the bank collapse amount under complex geological conditions through the "grid diagram method", and provides quantitative prediction basis for the stability evaluation of the multi-layer accumulation-dumping type bank slope and the design of the bank reconstruction and protection. BRIEF DESCRIPTION OF DRAWINGS

[0038] Fig. 1 The flowchart of the prediction method for bank collapse of a multi-layer accumulation-dumping type reservoir according to the embodiment of the present application.

[0039] Fig. 2 The block stability coefficient calculation diagram in the prediction method for bank collapse of a multi-layer accumulation-dumping type reservoir according to the embodiment of the present application.

[0040] Fig. 3 A schematic diagram of the "grid method" of the present application for predicting the width of bank collapse. DETAILED DESCRIPTION

[0041] In the following description, for purposes of explanation and not limitation, specific details are set forth such as particular architectures, technologies, techniques, etc. in order to provide a thorough understanding of the embodiments of the present application. However, it will be apparent to those skilled in the art that the present application can be practiced in other embodiments that depart from these specific details. In other instances, detailed descriptions of well-known systems, devices, circuits, and methods are omitted so as not to obscure the description of the present application with unnecessary detail.

[0042] A first aspect of the embodiments of the present application provides a method for predicting the collapse of a multi-layered accumulation-dumping type reservoir bank, which is based on the following basic assumptions: ① the reservoir bank accumulation is assumed to be composed of an infinite number of blocks, and the collapse of the accumulation is the collapse of the blocks; ② there is no shear force transmission between the blocks, and the collapse is mainly rotation; ③ the failure surface is a plane; and ④ the water pressure is uniformly distributed along the failure surface.

[0043] Based on the above assumptions, the method for predicting the collapse of a multi-layered accumulation-dumping type reservoir bank according to the embodiments of the present application, as shown in FIG. 1, specifically includes the following steps: Figs. 1 to 3

[0044] Step 1: divide the reservoir bank accumulation into a plurality of blocks.

[0045] Step 2: obtain the crack water pressure of the failure surface of each block, and determine the stability coefficient of each block according to the crack water pressure.

[0046] The embodiments of the present application combine the stability coefficient of each block with the following formula to determine the stability coefficient of the block: Fig. 2 Fig. 2 The middle block is rotated around the point as the rotation center and collapses; The weight of the block itself is; The crack water pressure of the failure surface of the block is uniformly and vertically distributed along the failure surface; The inclination angle of the failure surface is.

[0047] When determining the stability coefficient of each block, the embodiments of the present application need to use the anti-tilt moment generated by the anti-slide force provided by the failure surface of the block and the overturning moment generated by the sliding component of the gravity of the block along the failure surface .

[0048] The determination process of the anti-tilt moment is as follows:

[0049] According to the assumption condition, there is no shear force transmission between the blocks, and the anti-slide force acting on the failure surface is composed of the cohesive force and the friction force (the gravity component of the block and the water pressure).​​​

[0050] Cohesive torque :

[0051] (1)

[0052] In the formula, The cohesive force of the bulk (kPa); The area of ​​the damaged surface; The lever arm is the distance from the anti-slip force to the center of rotation. The distance.

[0053] Frictional torque :

[0054] (2)

[0055] Again ∵ (3)

[0056] ∴ (4)

[0057] In the formula, The normal stress (kPa) is perpendicular to the failure surface. The area of ​​the damaged surface; The weight is the weight of the block itself. The angle of inclination of the breaking surface; It is the internal friction angle; For lever arm; The fissure water pressure at the failure surface of the block. The unit weight (kN / m³) of loosely packed material 3 When the water level is above the normal storage level, the natural density is used; when the water level is below the groundwater level, the saturated density is used. The depth (m) from the normal water level to the calculation point.

[0058] By combining formulas (1) and (4), the anti-tilting moment can be obtained. :

[0059] (5)

[0060] In the formula, The cohesive force of the bulk (kPa); The area of ​​the damaged surface; The weight is the weight of the block itself. The angle of inclination of the breaking surface; The unit weight (kN / m³) of loosely packed material 3 When the water level is above the normal storage level, the natural density is used; when the water level is below the groundwater level, the saturated density is used. is the depth (m) from the normal water level plane to the calculation point; is the internal friction angle; is the force arm.

[0061] In the embodiment of the present application, the overturning moment generated by the sliding component of the gravity of the block along the failure surface is determined as follows:

[0062] Only by the sliding component of the gravity, the following can be obtained:

[0063] (6)

[0064] In the formula, is the weight of the block itself; is the inclination angle of the failure surface; is the distance from the gravity component of the block to the rotation point .

[0065] From the geometric relationship, the following can be obtained:

[0066] (7)

[0067] In the formula, is the force arm; is the inclination angle of the failure surface.

[0068] After substituting formula (7) into formula (6) and simplifying, the following is obtained:

[0069] (8)

[0070] In the formula, is the weight of the block itself; is the inclination angle of the failure surface; is the force arm.

[0071] After the overturning moment and the overturning moment are obtained, the stability coefficient of the embodiment of the present application is:

[0072] (9)

[0073] In summary, the stability coefficient of each block is determined according to the fissure water pressure, specifically: the overturning moment of each block is determined according to the fissure water pressure; the overturning moment of each block is determined; the stability coefficient of each block is determined according to the quotient of the overturning moment and the overturning moment .

[0074] wherein the anti-toppling moment of each block is determined according to the fissure water pressure, specifically, the anti-sliding force of each block is determined according to the fissure water pressure: ; the anti-sliding force and the force arm of the anti-sliding force determine the anti-toppling moment of each block.

[0075] Step 3, according to the stability coefficient, the reservoir bank accumulation body is divided into a plurality of dumping areas with different dumping degrees, and an engineering geological profile of the reservoir bank is drawn according to the boundary lines of the dumping areas, specifically:

[0076] Step 3.1, according to the stability coefficient, the reservoir bank accumulation body is divided into a plurality of dumping areas with different dumping degrees.

[0077] According to the calculated stability coefficient and the recorded sampling position and depth, it is judged whether the undisturbed sample is in a strong dumping area, a medium dumping area or a weak dumping area, specifically: when the stability coefficient of the block is less than or equal to the first threshold value, it is determined that the block is located in the strong dumping area; when the stability coefficient of the block is greater than the first threshold value and less than or equal to the second threshold value, it is determined that the block is located in the medium dumping area; when the stability coefficient of the block is greater than the second threshold value, it is determined that the block is located in the weak dumping area. The first threshold value is 0.8-0.9, preferably 0.85; the second threshold value is 1-1.1, preferably 1.05.

[0078] Exemplarily, when , it is located in the strong dumping area; when , it is located in the medium dumping area; when , it is located in the weak dumping area.

[0079] Step 3.2, according to the boundary lines of the dumping areas, an engineering geological profile of the reservoir bank is drawn, specifically:

[0080] Step 3.2.1, according to the ground surface line of the reservoir bank, the boundary line of the engineering geological profile is drawn.

[0081] Step 3.2.2, the transverse lithologic stratigraphic boundary line and the reservoir hydrological boundary line are drawn in the boundary line of the engineering geological profile, and the longitudinal boundary line of the dumping area is drawn in the boundary line of the engineering geological profile, to obtain the engineering geological profile in a grid shape.

[0082] The embodiment of the application first calibrates the key control interfaces: the ground surface line of the reservoir bank (the original ground surface line in Fig. 3 ), the boundary line of the dumping area, the lithologic stratigraphic boundary line (stratigraphic boundary line 1, stratigraphic boundary line 2, the overburden layer above the stratigraphic boundary line 1, the intermediate layer between the stratigraphic boundary line 1 and the stratigraphic boundary line 2; the basement layer below the stratigraphic boundary line 2), and the reservoir hydrological boundary line (normal storage level, dead water level).

[0083] The embodiment of the present application assumes that the ground surface line of the bank is the upper boundary line and the right boundary line of the grid, and each control interface is "horizontal and vertical", parallel to the ground surface line.

[0084] Step 4, determine the stable slope angle of the measuring point on the engineering geological profile, and predict the bank collapse amount and bank collapse width of the multi-layer accumulation-dumping type reservoir according to the stable slope angle, specifically:

[0085] Step 4.1, determine the stable slope angle of the measuring point on the engineering geological profile.

[0086] According to the Mohr-Coulomb equation and the definition of the friction coefficient , formula (10) is established.

[0087] (10)

[0088] After formula (10) is arranged, formula (11) can be obtained.

[0089] (11)

[0090] Then when the measuring point is above the normal water level, the stable slope angle The calculation formula is formula (12):

[0091] (12)

[0092] In the formula, The cohesive force of the block (kPa); The natural density of the block; The natural specific gravity of the block; The depth from the normal water level to the calculation point (m); The internal friction angle.

[0093] When the measuring point is below the normal water level, the stable slope angle The calculation formula is formula (13):

[0094] (13)

[0095] In the formula, The cohesive force of the block (kPa); The saturated density of the block; The saturated specific gravity of the block; The depth from the normal water level to the calculation point (m); The internal friction angle.

[0096] Step 4.2, predict the bank collapse amount and bank collapse width of the multi-layer accumulation-dumping type reservoir according to the stable slope angle.

[0097] The embodiment of the present application predicts the bank collapse amount and the bank collapse width of a multi-layer accumulation-dumping type reservoir by using a "grid diagram method", and specifically comprises the following steps:

[0098] Step A: taking the bottom of the boundary line of the engineering geological profile as a measuring point, and drawing a straight line with the stable slope angle of the measuring point as the included angle to determine the intersection point of the straight line and the grid;

[0099] Step B: taking the intersection point as a measuring point, repeating step A until the upper boundary line of the engineering geological profile, recording the intersection point of the straight line and the upper boundary line as a bank collapse point, and recording the broken line composed of a plurality of straight lines as a bank collapse reconstruction line;

[0100] Step C: determining the bank collapse width according to the bank collapse point, and determining the bank collapse amount according to the bank collapse reconstruction line.

[0101] Exemplarily, as shown in the figure, Fig. 3 the intersection point A of the bottom of the right boundary line of the engineering geological profile and the dead water level is taken as a measuring point, the stable slope angle of the measuring point is taken as a straight line is drawn to intersect the strong-dumping area boundary line at point B; then, point B is taken as a measuring point, the stable slope angle of B is taken as a straight line is drawn to intersect the stratum boundary line 2 at point C; then, point C is taken as a measuring point, the stable slope angle of C is taken as a straight line is drawn to intersect the medium-weak dumping area boundary line at point D; then, point D is taken as a measuring point, the stable slope angle of D is taken as a straight line is drawn to intersect the stratum boundary line 1 at point E; then, point E is taken as a measuring point, the stable slope angle of E is taken as a straight line is drawn to intersect the normal water level line at point F; then, point F is taken as a measuring point, the stable slope angle of F is taken as a straight line is drawn to intersect the upper boundary line at point G.

[0102] Then, the horizontal distance of the intersection point M~G of the normal water level and the original ground surface line is the predicted bank collapse width L of the multi-layer accumulation-dumping type reservoir.

[0103] A~G is the bank collapse reconstruction line after the reservoir is impounded, and the product of the area on the right side of the bank collapse reconstruction line and the length of the bank collapse along the reservoir bank line is the predicted bank collapse amount.

[0104] The specific operation process of predicting the bank collapse width and the bank collapse amount by using the method of the present application is as follows:

[0105] 1. Accurately determine the accumulation body range by field geological investigation and various exploration means, draw a typical engineering geological profile of the accumulation body, including the accumulation body height before the reservoir is impounded, the slope angle and the ground surface line, and obtain the characteristic water level (normal water level, dead water level) of the reservoir impoundment.

[0106] 2. Determine the stratum boundary line of the accumulation body, and the boundary lines of strong dumping, medium dumping and weak dumping.

[0107] Exploration holes are arranged at the front, middle and rear of the accumulation body at certain intervals to accurately determine the stratigraphic structure of the accumulation body; and the stability coefficient of the collapsed bank block is calculated according to formula (9) and the boundaries of the strong dumping area, the medium dumping area and the weak dumping area are determined: in-situ tests are carried out on the undisturbed samples of the front, middle and rear of the accumulation body at certain intervals and depths to determine the physical and mechanical indexes of each stratum of the accumulation body, including: rock-soil density , internal friction angle , cohesion , fissure water pressure , natural unit weight , saturated unit weight , etc.

[0108] 3, determine the stable slope angle .

[0109] 4, according to the analysis process of the "grid diagram method", the collapsed bank is predicted to obtain the collapsed bank reconstruction line, the collapsed bank width and the collapsed bank amount.

[0110] The prediction method of the multi-layer accumulation-dumping type reservoir collapsed bank can calculate the stability coefficient of the collapsed bank block , and further judge the strong-medium-weak dumping partition; the stability slope angle of different strata in different dumping areas can be calculated; finally, the width and the amount of the collapsed bank of the multi-layer accumulation-dumping type reservoir are predicted.

[0111] The second aspect of the present application provides a terminal device, comprising a memory, a processor and a computer program stored in the memory and executable on the processor, and the processor executes the computer program to realize the steps of the prediction method of the multi-layer accumulation-dumping type reservoir collapsed bank.

[0112] In the determination of the stability coefficient of the block, the fissure water pressure of the failure surface is introduced, which is more in line with the pore water pressure condition of the reservoir bank slope, and can distinguish the dumping damage degree of the collapsed bank.

[0113] The present application comprehensively considers the differentiating influence of lithology stratification, hydraulic condition (underwater / overwater) and dumping deformation intensity partition on the stability slope angle, and can finely calculate the stability slope angle.

[0114] The present application realizes the calculation and solution of the collapsed bank boundary, the collapsed bank width and the collapsed bank amount under complex geological conditions through the "grid diagram method" analysis, and provides quantitative prediction basis for the stability evaluation and reservoir bank reconstruction protection design of the multi-layer accumulation-dumping type bank slope.

[0115] The above merely describes several embodiments of the present application and does not limit the present application in any form. Although the present application is disclosed with the above preferred embodiments, it is not intended to limit the present application. Any skilled person in the art can make some changes or modifications to the disclosed technical contents without departing from the scope of the technical solutions of the present application, and the equivalent embodiments are equivalent to the equivalent embodiments, which are within the scope of the technical solutions.

Claims

1. A method for predicting bank collapse in multi-layered, stacked-overflowing reservoirs, characterized in that, include: The reservoir bank deposits were divided into multiple blocks; The fissure water pressure at the failure surface of each block is obtained, and the stability coefficient of each block is determined based on the fissure water pressure. Based on the stability coefficient, the reservoir bank deposits are divided into multiple dumping zones with different degrees of dumping, and an engineering geological profile of the reservoir bank is drawn based on the boundary lines of the dumping zones. Determine the stable slope angle of the measuring points on the engineering geological profile, and predict the bank collapse volume and width of the multi-layered accumulation-dumping reservoir based on the stable slope angle; Based on the boundary line of the dumping area, an engineering geological profile of the reservoir bank is drawn, specifically: Draw the boundary lines of the engineering geological profile based on the surface line of the reservoir bank; Draw the transverse lithological stratigraphic boundary line and the reservoir hydrological boundary line within the boundary line of the engineering geological profile, and draw the longitudinal boundary line of the dumping zone within the boundary line of the engineering geological profile, to obtain a grid-like engineering geological profile.

2. The method for predicting bank collapse of multi-layered, stacked-overflowing reservoirs according to claim 1, characterized in that, The stability coefficient of each block is determined based on the fissure water pressure, specifically as follows: The anti-tilting moment of each block is determined based on the fissure water pressure. Determine the overturning moment of each block; The stability coefficient of each block is determined based on the anti-tilting moment and the overturning moment.

3. The method for predicting bank collapse of multi-layered, stacked-overflowing reservoirs according to claim 2, characterized in that, The anti-tilting moment of each block is determined based on the fissure water pressure, specifically as follows: The anti-slip force of each block is determined based on the fissure water pressure. The anti-tilting moment of each block is determined based on the anti-slip force and the lever arm of the anti-slip force.

4. The method for predicting bank collapse of multi-layered, stacked-overflowing reservoirs according to claim 2, characterized in that, The stability coefficient of each block is determined based on the anti-tilting moment and the overturning moment, specifically as follows: The stability coefficient of each block is determined by the quotient of the anti-tilting moment and the overturning moment.

5. The method for predicting bank collapse of multi-layered, stacked-overflowing reservoirs according to claim 1, characterized in that, The predicted bank collapse volume and width of a multi-layered, dumping-type reservoir based on the stable slope angle are as follows: Step A: Using the bottom of the boundary line of the engineering geological profile as the measuring point, draw a straight line with the stable slope angle of the measuring point as the included angle, and determine the intersection point of the straight line and the grid. Step B: Using the intersection point as the measuring point, repeat Step A until the upper boundary line of the engineering geological profile is reached. Record the intersection point of the straight line and the upper boundary line as the bank collapse point, and record the broken line composed of multiple straight lines as the bank collapse reconstruction line. Step C: Determine the width of the collapsed bank based on the collapsed bank point, and determine the amount of collapsed bank based on the collapsed bank reconstruction line.

6. The method for predicting bank collapse of multi-layered stacking-dumping reservoirs according to claim 5, characterized in that, The stable slope angle of the measuring points on the engineering geological profile is determined as follows: When the measuring point is located above the normal water level, the stable slope angle of the measuring point is determined according to the natural density and natural unit weight of the measuring point. When the measuring point is located below the normal water level, the stable slope angle of the measuring point is determined based on the saturated density and saturated unit weight of the measuring point.

7. The method for predicting bank collapse of multi-layered, stacked-overflowing reservoirs according to claim 1, characterized in that, Based on the stability coefficient, the reservoir bank accumulation is divided into multiple dumping zones with different degrees of dumping, specifically: When the stability coefficient of the block is less than or equal to the first threshold, the block is determined to be located in the strong tilting zone; When the stability coefficient of the block is greater than the first threshold and less than or equal to the second threshold, the block is determined to be located in the middle tilting zone. When the stability coefficient of the block is greater than the second threshold, the block is determined to be located in the weak tilting zone.

8. The method for predicting bank collapse of multi-layered, stacked-overflowing reservoirs according to claim 7, characterized in that, The first threshold is 0.8 to 0.9; the second threshold is 1 to 1.

1.

9. A terminal device, comprising a memory, a processor, and a computer program stored in the memory and executable on the processor, characterized in that, When the processor executes the computer program, it implements the steps of the method for predicting bank collapse of multi-layered stacked-overturning reservoirs as described in any one of claims 1 to 8.

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