Simulation method for breach side slope instability in dam breaking process of barrier dam and related equipment

Abstract

The invention provides a method for simulating breach side slope instability in the dam breaking process of a barrier dam and related equipment. The simulation method comprises the steps that region division is conducted on a breach side slope in the dam breaking process of the barrier dam in the height direction according to the water containing state, so that the breach side slope is divided into a dry region, an unsaturated region and a saturated region; wherein the boundary between the dry area and the unsaturated area is the highest historical water level line; the boundary between the unsaturated region and the saturated region is a water line in the breach; setting the transverse erosion rates at different depths below the water surface to be the same, calculating the width change of the bottom of the breach in the saturation region, and updating the width of the bottom of the breach; whether sliding instability occurs on the side slope surface of the breach at the current moment or not is determined; and in response to determining that the side slope of the breach at the current moment is kept stable, detecting whether the slope surface of the side slope of the breach at the current moment collapses and destabilizes or not. The evolutionary process of breach side slope instability in the breakout process of the barrier dam can be effectively simulated, and the accuracy of key parameters for simulating the side slope instability of the barrier dam is improved.

Description

Technical Field

[0001] This application relates to the technical field of geological disaster prevention and control, and particularly relates to a simulation method and related equipment for the instability of the side slope of the breach during the dam-break process of a barrier dam. Background Art

[0002] A barrier lake is caused by the accumulation of materials to form a barrier dam that blocks a river channel, usually occurring in high mountain and canyon areas. As the water level line of the barrier lake rises, the barrier dam may be damaged within a short period of time, releasing potentially destructive floods, thus causing catastrophic losses. Simulating the instability of the side slope of the breach during the dam-break process of a barrier dam is of great significance. Summary of the Invention

[0003] In view of this, the purpose of this application is to propose a simulation method and related equipment for the instability of the side slope of the breach during the dam-break process of a barrier dam.

[0004] Based on the above purpose, this application provides a simulation method for the instability of the side slope of the breach during the dam-break process of a barrier dam, including:

[0005] Dividing the side slope of the breach during the dam-break process of the barrier dam into regions in the height direction according to the water content state, so as to divide the side slope of the breach into a dry area, an unsaturated area, and a saturated area; wherein, the boundary between the dry area and the unsaturated area is the highest historical water level line; the boundary between the unsaturated area and the saturated area is the water level line in the breach; slope toe erosion occurs in the saturated area;

[0006] Setting the lateral erosion rate at different depths below the water surface to be the same, calculating the change in the width of the bottom of the breach in the saturated area, and updating the width of the bottom of the breach;

[0007] Determining whether sliding instability occurs on the side slope surface of the breach at the current moment;

[0008] In response to determining that the side slope of the breach remains stable at the current moment, detecting whether collapse instability occurs on the side slope surface of the breach at the current moment.

[0009] In some embodiments, the calculation of the change in the width of the bottom of the breach in the saturated area is carried out by the formula Δb = Δb1 * c b wherein, Δb is the change in the width of the bottom of the breach after correction; Δb1 is the change in the width of the bottom of the breach; n col is the expansion direction of the breach; α is the slope angle of the saturated area; dH s is the erosion depth of the side slope of the breach; dH s = E s ·dt, E s is the erosion rate of the side slope of the breach; dt is the time step; dH bis the erosion depth at the bottom of the breach; dH b = E b ·dt; E b is the erosion rate at the bottom of the breach; c b is the correction factor; b u is the width of the bottom of the breach located upstream, b d is the width of the bottom of the breach located downstream.

[0010] In some embodiments, the determining whether the side slope surface of the breach slides and loses stability at the current moment includes:

[0011] Calculating the driving force for the side slope surface to slide and lose stability at the current moment;

[0012] Calculating the anti-sliding force generated by friction and cohesion at the current moment;

[0013] Determining the magnitude relationship between the driving force and the anti-sliding force;

[0014] In response to determining that the magnitude relationship is greater than, determining that the side slope surface of the breach slides and loses stability at the current moment; or in response to determining that the magnitude relationship is less than, determining that the side slope surface of the breach remains stable at the current moment.

[0015] In some embodiments, the driving force is calculated by the formula F ds = G'sinα j where, F ds is the driving force for the side slope surface to slide and lose stability; G’ is the buoyant weight of the unstable body; a j is the j-th side slope angle of the breach;

[0016] where, a is the coefficient of water content in the unsaturated zone; ρ’ is the buoyant density of the overall soil mass; H us is the height of the unsaturated zone; H us = h lmax - H b - h b ; h lmax is the highest historical water level line; H b is the elevation of the bottom of the breach; h b is the water depth inside the breach; E s i is the side slope erosion rate within the i-th time step after the last slope instability event; Δt is the time step; Wt is the top width of the unstable body; H is the dam height; a j-1 is the (j - 1)-th side slope angle of the breach; is the maximum height of the unsaturated zone; is the height of the non-saturated zone at the current moment; ρ is the density of the overall soil mass; Wt dr is the top width of the dry zone of the unstable body; Wt dr =(H - h lmax (cotα c - cotα j-1 ); a c is the critical slope angle of the dry zone;

[0017] The anti-sliding force is calculated through ; where F rs is the anti-sliding force; c’ is the effective cohesion; H is the dam height; H b is the elevation of the bottom of the breach; h b is the water depth inside the breach; a j is the j-th side slope angle of the breach; a j The value of a is between a j-1 and a jpre ; φ’ is the internal friction angle; φ’ is the effective internal friction angle.

[0018] In some embodiments, the detecting whether the side slope surface of the breach collapses and becomes unstable at the current moment includes:

[0019] Calculating the driving torque for the side slope surface to slide and become unstable at the current moment; the driving torque includes the product of the driving force for the side slope surface to slide and become unstable and the corresponding first lever arm;

[0020] Calculating the resistance torque generated by the cohesion at the current moment; the resistance torque includes the product of the resistance generated by the cohesion and the corresponding second lever arm;

[0021] Determining the magnitude relationship between the driving torque and the resistance torque;

[0022] In response to determining that the magnitude relationship is greater than, determining that the side slope surface of the breach collapses and becomes unstable at the current moment;

[0023] Among them, the first lever arm is calculated through Equation ; where l x is the first lever arm; m is a constant; dH s is the erosion depth of the side slope of the breach; dH s = E s ·dt, E s is the erosion rate of the side slope of the breach; dt is the time step;

[0024] The second lever arm is calculated through Equation ; where l y is the second lever arm; α is the slope angle of the saturated zone.

[0025] In some of these embodiments, when it is determined that the rotation point at the time of collapse is located to the left of the junction between the unsaturated zone and the dry zone, the driving force is calculated by the formula ; where F dc is the driving force for the sliding instability of the side slope surface; a is the coefficient of water content in the unsaturated zone; ρ’ is the buoyant density of the overall soil mass; h lmax is the highest historical water level line; H b is the elevation of the bottom of the breach; h b is the water depth inside the breach; dH s is the erosion depth of the side slope of the breach; dH s = E s ·dt, where E s is the erosion rate of the side slope of the breach; dt is the time step;

[0026] The resistance is calculated by the formula ; where F rc is the resistance generated by the cohesion; c is the cohesion; α is the slope angle of the saturated zone.

[0027] In some of these embodiments, when it is determined that the rotation point at the time of collapse is located between the junction of the unsaturated zone and the dry zone and the widest point of the dry zone, the driving force is calculated by the formula ; where F dc is the driving force for the sliding instability of the side slope surface; a is the coefficient of water content in the unsaturated zone; ρ’ is the buoyant density of the overall soil mass; h lmax is the highest historical water level line; H b is the elevation of the bottom of the breach; h b is the water depth inside the breach; dH s is the erosion depth of the side slope of the breach; dH s = E s ·dt, where E s is the erosion rate of the side slope of the breach; dt is the time step; α is the slope angle of the saturated zone; ρ is the density of the overall soil mass;

[0028] The resistance is calculated by the formula ; where F rc is the resistance generated by the cohesion; c is the cohesion; a c is the critical slope angle of the dry zone.

[0029] In some of these embodiments, when it is determined that the rotation point at the time of collapse is located to the right of the widest point of the dry zone, the driving force is calculated by the formula ; where F dcis the driving force for the sliding instability of the side slope surface; a is the coefficient of water content in the unsaturated zone; ρ’ is the buoyant density of the overall soil mass; h lmax is the highest historical water level line; H b is the elevation of the breach bottom; h b is the water depth inside the breach; dH s is the erosion depth of the breach side slope; dH s = E s ·dt, where E s is the erosion rate of the breach side slope; dt is the time step; α is the slope angle of the saturated zone; ρ is the density of the overall soil mass; a c is the critical slope angle of the dry zone; H is the dam height;

[0030] The resistance is calculated by the formula F rc = c(H - H b - h b ); where F rc is the resistance generated by the cohesive force; c is the cohesive force.

[0031] In some embodiments, the method further includes: in response to determining that the side slope of the breach is sliding and unstable at the current moment, determining a new stable slope toe by the bisection method;

[0032] The determining of the new stable slope toe by the bisection method includes:

[0033] Calculating the stability corresponding to the side slope toe a j-1 and a jpr ; in response to determining that the side slope toe a j-1 is unstable, calculating the stability corresponding to the side slope toe a jpr ;

[0034] In response to determining that the side slope toe a jpr is stable, calculating the stability of the side slope toe (α j-1 + a jpr ) / 2;

[0035] In response to determining that the side slope toe (a j-1 + a jpr ) / 2 is unstable, calculating the stability of the side slope toe (a((a j-1 + a jpr ) / 2)+ a jpr ) / 2 until a new- a new+1 ≤ 3°; a new = a((a j-1 + a jpr ) / 2).

[0036] An embodiment of the present application further provides an electronic device, including a memory, a processor, and a computer program stored on the memory and executable on the processor. When the processor executes the program, the method described in any one of the foregoing is implemented.

[0037] As can be seen from the above, the simulation method and related equipment for the instability of the breach side slope during the dam-break process of the barrier dam provided by the present application are as follows: dividing the breach side slope in the height direction according to the water content state to divide the breach side slope into a dry area, an unsaturated area, and a saturated area; wherein, the boundary between the dry area and the unsaturated area is the highest historical water level line; the boundary between the unsaturated area and the saturated area is the water level line in the breach; eroding the toe of the slope in the saturated area; setting the same lateral erosion rate at different depths below the water surface, calculating the change in the width of the breach bottom in the saturated area, and updating the width of the breach bottom; determining whether the side slope surface of the breach undergoes sliding instability at the current moment; in response to determining that the side slope of the breach remains stable at the current moment, detecting whether the side slope surface of the breach undergoes collapse instability; which can effectively simulate the evolution process of the instability of the breach side slope during the dam-break process of the barrier dam and improve the accuracy of the key parameters for simulating the instability of the barrier dam side slope. BRIEF DESCRIPTION OF THE DRAWINGS

[0038] In order to more clearly illustrate the technical solutions in the present application or related technologies, the following will briefly introduce the drawings required for use in the description of the embodiments or related technologies. Obviously, the drawings in the following description are only the embodiments of the present application. For those of ordinary skill in the art, other drawings can be obtained based on these drawings without creative efforts.

[0039] Figure 1 It is a schematic flowchart of the simulation method for the instability of the breach side slope during the dam-break process of the barrier dam according to the embodiment of the present application;

[0040] Figure 2 It is a schematic diagram of the cross-sectional partition of the breach according to the embodiment of the present application;

[0041] Figure 3 It is a schematic diagram of toe erosion according to the embodiment of the present application;

[0042] Figure 4 It is a schematic diagram of the calculation of sliding instability according to the embodiment of the present application;

[0043] Figure 5 It is a schematic diagram of the calculation of collapse instability according to the embodiment of the present application;

[0044] Figure 6 It is a schematic diagram of the electronic device according to the embodiment of the present application. DETAILED DESCRIPTION OF THE EMBODIMENTS

[0045] To make the objectives, technical solutions, and advantages of this application more clear and understandable, the following further elaborates on this application in detail with reference to specific embodiments and the accompanying drawings.

[0046] It should be noted that, unless otherwise defined, the technical terms or scientific terms used in the embodiments of this application should have the ordinary meanings understood by those with ordinary skills in the field to which this application belongs. The "first", "second", and similar terms used in the embodiments of this application do not indicate any order, quantity, or importance, but are only used to distinguish different components. Words such as "including" or "comprising" mean that the elements or objects appearing before this word cover the elements or objects listed after this word and their equivalents, without excluding other elements or objects. Words such as "connected" or "linked" are not limited to physical or mechanical connections, but may include electrical connections, whether direct or indirect. "Upper", "lower", "left", "right", etc. are only used to represent relative position relationships. When the absolute position of the object being described changes, the relative position relationship may also change accordingly.

[0047] Figure 1 Shows a simulation method for the instability of the breach side slope during the dam-break process of a barrier dam in the embodiments of this application. As Figure 1 shown, the simulation method for the instability of the breach side slope during the dam-break process of a barrier dam provided by the embodiments of this application may include:

[0048] S100, divide the breach side slope in the height direction according to the water content state to divide the upper part of the breach side slope into a dry area, an unsaturated area, and a saturated area; wherein, the boundary between the dry area and the unsaturated area is the highest historical water level line; the boundary between the unsaturated area and the saturated area is the water level line in the breach; slope toe erosion occurs in the saturated area;

[0049] S200, set the lateral erosion rate to be the same at different depths below the water surface, calculate the width of the slope toe erosion in the saturated area, and update the width of the breach bottom;

[0050] S300, determine whether the side slope surface of the breach undergoes sliding instability at the current moment;

[0051] S400, in response to determining that the side slope of the breach remains stable at the current moment, detect whether the side slope surface of the breach undergoes collapse instability.

[0052] The simulation method for the instability of the breach side slope during the dam-break process of the barrier dam provided by the embodiments of the present application divides the breach side slope of the barrier dam into regions in the height direction according to the water content state, so as to divide the breach side slope into a dry area, an unsaturated area, and a saturated area; wherein, the boundary between the dry area and the unsaturated area is the highest historical water level line; the boundary between the unsaturated area and the saturated area is the water level line in the breach; slope toe erosion occurs in the saturated area; it is set that the lateral erosion rates at different depths below the water surface are the same, the change in the width of the breach bottom in the saturated area is calculated, and the width of the breach bottom is updated; it is determined whether the side slope surface of the breach is sliding and unstable at the current moment; in response to determining that the side slope of the breach remains stable at the current moment, it is detected whether the side slope surface of the breach is collapsing and unstable; it can effectively simulate the evolution process of the instability of the breach side slope during the dam-break process of the barrier dam and improve the accuracy of the key parameters for simulating the instability of the barrier dam side slope.

[0053] In some of the embodiments, in step S100, the breach side slope can be divided into regions according to the water content state of the breach side slope, so as to divide the breach side slope into three regions, namely a dry area, an unsaturated area, and a saturated area, in the height direction. Among them, as Figure 2 shown, each region is set as a plane, and the boundary between the dry area and the unsaturated area can be the highest historical water level line h lmax . The boundary between the unsaturated area and the saturated area is the water level line h b in the breach. Usually, there is water level in the saturated area. Slope toe erosion occurs in the saturated area, that is, below the water surface, as Figure 3 shown.

[0054] In some of the embodiments, in step S200, it can be set that the lateral erosion rates at different depths below the water surface are the same to simplify the calculation. The calculation of the change in the width of the breach bottom in the saturated area can be carried out by the formula Δb = Δb1 * c b . Among them, Δb is the change in the width of the corrected breach bottom. Δb1 is the change in the width of the breach bottom. Among them, n col is the expansion direction of the breach, which can be a constant, representing a single-sided breach or a double-sided breach. For example, when n col is 1, it is a single-sided breach. And when n col is 2, it is a double-sided breach. Usually, when one side of the breach is non-erosive bedrock and it only expands on the erodible side, a single-sided breach occurs. On the contrary, when the breach is located in the middle of the dam body and can expand to both sides, it is a double-sided breach. dH s is the erosion depth of the breach side slope; dH s = E s ·dt, E sis the erosion rate of the breach side slope; dt is the time step; dH b is the erosion depth at the bottom of the breach; dH b = E b ·dt,; E b is the erosion rate at the bottom of the breach. α is the slope angle of the saturated zone. c b is the correction factor; b u is the width of the bottom of the breach located upstream, b d is the width of the bottom of the breach located downstream. It should be understood that b u and b d refer to the upstream and downstream of the longitudinal section, rather than the upstream and downstream of the cross section. b u and b d can specifically refer to the upstream section and the downstream section of two adjacent segments respectively.

[0055] In step S300, generally, the instability of the side slope (i.e., sliding instability) mainly occurs in the part of the breach side slope above the water surface (i.e., the unsaturated zone and the dry zone). After the erosion of the slope toe, a free face will appear at the bottom of the side slope, reducing its stability, as Figure 4 shown. In some of these embodiments, the failure surface is set as a plane, and the sliding surface intersects with the side slope surface at the water surface, having an intersection point D, as Figure 4 shown. It is assumed that after each sliding occurs, part of the unstable mass accumulates at the slope toe, forming a new side slope surface in the shape of A-D-B-C, and the remaining part of the unstable mass is assumed to be washed away instantaneously. When the sliding force (i.e., the driving force for the sliding instability of the side slope surface) is greater than the anti-sliding force (i.e., the anti-sliding force generated by friction and cohesion), the side slope surface undergoes sliding instability. When the sliding force (i.e., the driving force for the sliding instability of the side slope surface) is less than the anti-sliding force (i.e., the anti-sliding force generated by friction and cohesion), the side slope surface remains stable.

[0056] In some of these embodiments, determining whether the side slope surface of the breach undergoes sliding instability at the current moment may include:

[0057] Calculating the driving force for the sliding instability of the side slope surface at the current moment;

[0058] Calculating the anti-sliding force generated by friction and cohesion at the current moment;

[0059] Determining the magnitude relationship between the driving force and the anti-sliding force;

[0060] In response to determining that the magnitude relationship is greater, determining that the side slope surface of the breach undergoes sliding instability at the current moment; or in response to determining that the magnitude relationship is less, determining that the side slope surface of the breach remains stable at the current moment.

[0061] In some of these embodiments, the driving force can be expressed by Equation F ds = G'sinα j where F ds is the driving force for the sliding instability of the side slope surface; G' is the buoyant weight of the unstable body, and G' can be derived through geometric relationships. α j is the j-th side slope angle of the breach. α j The value of α can be between α j-1 and α jpre , φ is the internal friction angle. φ' is the effective internal friction angle.

[0062] where α is the coefficient of water content in the unsaturated zone; ρ' is the buoyant density of the overall soil mass; H us is the height of the unsaturated zone; H us = h lmax - H b - h b ; h lmax is the highest historical water level line; H b is the elevation of the bottom of the breach; h b is the water depth inside the breach; E s i is the side slope erosion rate within the i-th time step after the last slope instability event; Δt is the time step; Wt is the top width of the unstable body; H is the dam height; α j-1 is the (j - 1)-th side slope angle of the breach; is the maximum height of the unsaturated zone; is the height of the unsaturated zone at the current moment; ρ is the density of the overall soil mass; W tdr is the top width of the dry area of the unstable body; Wt dr = (H - h lmax )(cotα c - cotα j-1 ); α c is the critical slope angle of the dry area.

[0063] In some of these embodiments, the anti-sliding force can be generated by frictional force (Ff) and cohesive force (Fc). The anti-sliding force can be calculated by Equation where F rs is the anti-sliding force. c' is the effective cohesion. H is the dam height. H b is the elevation of the bottom of the breach; h b is the water depth inside the breach. α j is the j-th side slope angle of the breach. φ' is the effective internal friction angle.

[0064] In some of these embodiments, the method may further include: in response to determining that the side slope of the breach undergoes sliding instability at the current moment, determining a new stable side slope toe through the bisection method. Specifically, the bisection method may include: calculating the stability corresponding to side slope toe a j-1 and a jpr . In response to determining that side slope toe a j-1 is unstable, calculating the stability corresponding to side slope toe a jpr . In response to determining that side slope toe a jpr is unstable, stop the calculation; or in response to determining that side slope toe a jpr is stable, continue the bisection algorithm and calculate the stability of side slope toe (α j-1 +a jpr ) / 2. In response to determining that side slope toe (a j-1 +a jpr ) / 2 is stable, stop the calculation; or in response to determining that side slope toe (a j-1 +a jpr ) / 2 is unstable, continue the bisection algorithm and calculate the stability of side slope toe (a((a j-1 +a jpr ) / 2)+a jpr ) / 2 until a new -a new+1 ≤3°. Wherein, a((a j-1 +a jpr ) / 2)=a new .

[0065] In some of these embodiments, in step S400, in the calculation of collapse instability, the collapse surface is assumed to be vertical and intersects the slope surface at the water surface. The rotation point during collapse is set as point O, as Figure 5 shown. Wherein, the new slope surface formed after each collapse event is in the shape of A - O - B - C as the new side slope surface, and the unstable body is also assumed to be washed away instantaneously. When the driving moment is greater than the resistance moment, the slope surface undergoes collapse instability. That is, F dc l x >F rc l y , the slope surface undergoes collapse instability. Wherein, F dc is the driving force for the slope surface to undergo collapse instability, l x is the corresponding force arm; F rc is the resistance generated by the cohesive force (F c ), and l y is the corresponding force arm. Based on the relationships such as the side slope angle, the depth of the breach, and the thickness of the erosion layer, these parameters can be calculated. And when the driving moment is less than the resistance moment, the slope surface remains stable.

[0066] In some of these embodiments, the detecting whether the side slope surface of the breach undergoes collapse instability at the current moment may include:

[0067] Calculate the driving torque for the slope surface landslide instability at the current moment; the driving torque includes the product of the driving force for the slope surface landslide instability and the corresponding first lever arm;

[0068] Calculate the resistance torque generated by the cohesive force at the current moment; the resistance torque includes the product of the resistance generated by the cohesive force and the corresponding second lever arm;

[0069] Determine the magnitude relationship between the driving torque and the resistance torque;

[0070] In response to determining that the magnitude relationship is greater than, determine that the slope surface of the breach collapses and becomes unstable at the current moment.

[0071] In some embodiments, the first lever arm can be calculated by the formula . Wherein, l x is the first lever arm; m is a constant; specifically, m can be the distance from the center of the unstable body to the bottom of the unsaturated zone. dH s is the erosion depth of the breach side slope; dH s = E s ·dt, E s is the erosion rate of the breach side slope; dt is the time step. Usually, for sandy dam materials with low cohesive force, due to the presence of a free face at the bottom, collapses occur more frequently. The site O usually belongs to this situation, and m can be taken as 0.5.

[0072] In some embodiments, the second lever arm can be calculated by the formula ; wherein, l y is the second lever arm; α is the slope angle of the saturated zone.

[0073] In some embodiments, in response to determining that the rotation point (i.e., the site O) at the time of collapse is located to the left of the junction of the unsaturated zone and the dry zone (such as Figure 5 the D point shown), the driving force can be calculated by the formula ; wherein, F dc is the driving force for the slope surface landslide instability; a is the coefficient of water content in the unsaturated zone; ρ’ is the buoyant density of the overall soil mass; h lmax is the highest historical water level line; H b is the elevation of the breach bottom; h b is the water depth in the breach; dH s is the erosion depth of the breach side slope; dH s = E s ·dt, E s is the erosion rate of the breach side slope; dt is the time step. (H b + h b )i For the current H b and h b added together; (H b +h b ) imax is the maximum value of the addition of the current H b and h b .

[0074] In some embodiments, the resistance is calculated by the formula ; where F rc is the resistance generated by the cohesive force; c is the cohesive force; α is the slope angle of the saturated zone.

[0075] In some embodiments, in response to determining that the rotation point at the time of collapse is located between the junction of the unsaturated zone and the dry zone and the widest point of the dry zone (i.e., point E), the driving force can be calculated by the formula . Where F dc is the driving force for the sliding instability of the side slope surface; a is the coefficient of the water content in the unsaturated zone; ρ’ is the buoyant density of the overall soil mass; h lmax is the highest historical water level line; H b is the elevation of the bottom of the breach; h b is the water depth in the breach; dH s is the erosion depth of the side slope of the breach; dH s =E s ·dt, E s is the erosion rate of the side slope of the breach; dt is the time step; α is the slope angle of the saturated zone; ρ is the density of the overall soil mass;

[0076] The resistance can be calculated by the formula ; where F rc is the resistance generated by the cohesive force; c is the cohesive force; a c is the critical slope angle of the dry zone.

[0077] In some embodiments, in response to determining that the rotation point at the time of collapse is located on the right side of the widest point of the dry zone (i.e., point E), the driving force can be calculated by the formula ; where F dc is the driving force for the sliding instability of the side slope surface; a is the coefficient of the water content in the unsaturated zone; ρ’ is the buoyant density of the overall soil mass; h lmax is the highest historical water level line; H b is the elevation of the bottom of the breach; h b is the water depth in the breach; dH s is the erosion depth of the side slope of the breach; dHs = E s ·dt, E s is the erosion rate of the breach side slope; dt is the time step; α is the slope angle of the saturated zone; ρ is the density of the overall soil mass; a c is the critical slope angle of the dry zone; H is the dam height;

[0078] The resistance can be calculated by the formula F rc = c(H - H b - h b ); where F rc is the resistance generated by the cohesion; c is the cohesion.

[0079] The simulation method for the instability of the breach side slope during the dam-break process of the barrier dam provided by the embodiment of the present application fully considers that the lateral breach evolution involves the widening of the breach bottom due to the erosion of the slope toe and the widening of the breach top due to the instability of the side slope. In the analysis of the instability of the breach side slope, both sliding and collapse are considered, which can effectively simulate the evolution process of the instability of the breach side slope during the dam-break process of the barrier dam and improve the accuracy of the key parameters for simulating the instability of the side slope of the barrier dam.

[0080] It should be noted that the method of the embodiment of the present application can be executed by a single device, such as a computer or a server. The method of this embodiment can also be applied to a distributed scenario and completed by the cooperation of multiple devices. In this case of the distributed scenario, one of the multiple devices can only execute one or more steps of the method of the embodiment of the present application, and these multiple devices will interact with each other to complete the described method.

[0081] It should be noted that some embodiments of the present application have been described above. Other embodiments are within the scope of the appended claims. In some cases, the actions or steps recorded in the claims can be executed in a different order from those in the above embodiments and still achieve the desired results. Additionally, the processes depicted in the drawings do not necessarily require the specific order or continuous order shown to achieve the desired results. In certain embodiments, multitasking and parallel processing are also possible or may be advantageous.

[0082] Based on the same inventive concept, corresponding to the method of any of the above embodiments, the present application further provides an electronic device, including a memory, a processor, and a computer program stored on the memory and executable on the processor. When the processor executes the program, it implements the simulation method for the instability of the breach side slope during the dam-break process of the barrier dam described in any one of the above embodiments.

[0083] Figure 6FIG. 0 shows a more specific schematic diagram of the hardware structure of the electronic device provided in this embodiment. The device may include: a processor 1010, a memory 1020, an input / output interface 1030, a communication interface 1040, and a bus 1050. Among them, the processor 1010, the memory 1020, the input / output interface 1030, and the communication interface 1040 are communicatively connected to each other inside the device through the bus 1050.

[0084] The processor 1010 may be implemented in a general-purpose CPU (Central Processing Unit), a microprocessor, an application-specific integrated circuit (ASIC), or one or more integrated circuits, etc., and is used to execute relevant programs to implement the technical solutions provided in the embodiments of this specification.

[0085] The memory 1020 may be implemented in the form of a ROM (Read Only Memory), a RAM (Random Access Memory), a static storage device, a dynamic storage device, etc. The memory 1020 may store an operating system and other application programs. When implementing the technical solutions provided in the embodiments of this specification through software or firmware, the relevant program codes are stored in the memory 1020 and are called and executed by the processor 1010.

[0086] The input / output interface 1030 is used to connect to an input / output module to implement information input and output. The input / output module may be configured as a component in the device (not shown in the figure) or may be externally connected to the device to provide corresponding functions. Among them, the input device may include a keyboard, a mouse, a touch screen, a microphone, various sensors, etc., and the output device may include a display, a speaker, a vibrator, an indicator light, etc.

[0087] The communication interface 1040 is used to connect to a communication module (not shown in the figure) to implement communication interaction between this device and other devices. Among them, the communication module may communicate through a wired method (such as USB, network cable, etc.) or may communicate through a wireless method (such as a mobile network, WIFI, Bluetooth, etc.).

[0088] The bus 1050 includes a path for transmitting information between various components of the device (such as the processor 1010, the memory 1020, the input / output interface 1030, and the communication interface 1040).

[0089] It should be noted that although the above device only shows the processor 1010, the memory 1020, the input / output interface 1030, the communication interface 1040, and the bus 1050, in the specific implementation process, the device may also include other components necessary for normal operation. In addition, those skilled in the art can understand that the above device may also only include the components necessary for implementing the solution of the embodiments of this specification, and does not necessarily include all the components shown in the figure.

[0090] The electronic device of the above embodiment is used to implement the simulation method for the instability of the breach side slope in the dam-break process of the barrier lake in any of the foregoing embodiments, and has the beneficial effects of the corresponding method embodiments, which will not be elaborated here.

[0091] Based on the same inventive concept, corresponding to the method of any of the above embodiments, the present application also provides a non-transitory computer-readable storage medium. The non-transitory computer-readable storage medium stores computer instructions, and the computer instructions are used to cause the computer to execute the simulation method for the instability of the breach side slope in the dam-break process of the barrier lake as described in any of the above embodiments.

[0092] The computer-readable medium of this embodiment includes permanent and non-permanent, removable and non-removable media, and information storage can be implemented by any method or technology. The information can be computer-readable instructions, data structures, program modules, or other data. Examples of computer storage media include, but are not limited to, phase change memory (PRAM), static random access memory (SRAM), dynamic random access memory (DRAM), other types of random access memory (RAM), read-only memory (ROM), electrically erasable programmable read-only memory (EEPROM), flash memory or other memory technologies, compact disc read-only memory (CD-ROM), digital versatile disc (DVD) or other optical storage, magnetic cassette tapes, magnetic tapes, magnetic disk storage or other magnetic storage devices, or any other non-transmission medium that can be used to store information that can be accessed by a computing device.

[0093] The computer instructions stored in the storage medium of the above embodiment are used to cause the computer to execute the simulation method for the instability of the breach side slope in the dam-break process of the barrier lake as described in any of the above embodiments, and have the beneficial effects of the corresponding method embodiments, which will not be elaborated here.

[0094] Based on the same inventive concept, corresponding to the simulation method for the instability of the breach side slope during the dam-break process of the barrier dam described in any of the above embodiments, the present disclosure also provides a computer program product, which includes computer program instructions. In some embodiments, the computer program instructions can be executed by one or more processors of a computer to cause the computer and / or the processor to execute the simulation method for the instability of the breach side slope during the dam-break process of the barrier dam. Corresponding to the execution subjects corresponding to the respective steps in the respective embodiments of the simulation method for the instability of the breach side slope during the dam-break process of the barrier dam, the processor for executing the corresponding steps can belong to the corresponding execution subject.

[0095] The computer program product of the above embodiments is used to cause the computer and / or the processor to execute the simulation method for the instability of the breach side slope during the dam-break process of the barrier dam described in any of the above embodiments, and has the beneficial effects of the corresponding method embodiments, which will not be elaborated here.

[0096] Those of ordinary skill in the art should understand that: the discussion of any of the above embodiments is only exemplary and is not intended to imply that the scope of the present application (including the claims) is limited to these examples; under the concept of the present application, the technical features in the above embodiments or different embodiments can also be combined, the steps can be implemented in any order, and there are many other variations in different aspects of the embodiments of the present application as described above, which are not provided in detail for the sake of brevity.

[0097] In addition, for the sake of simplicity of description and discussion, and in order not to make the embodiments of the present application difficult to understand, the known power / ground connections to integrated circuit (IC) chips and other components may or may not be shown in the provided drawings. In addition, the device can be shown in the form of a block diagram to avoid making the embodiments of the present application difficult to understand, and this also takes into account the fact that the details of the implementation of these block diagram devices are highly dependent on the platform on which the embodiments of the present application will be implemented (i.e., these details should be completely within the understanding of those skilled in the art). In the case where specific details (such as circuits) are set forth to describe the exemplary embodiments of the present application, it will be apparent to those skilled in the art that the embodiments of the present application can be implemented without these specific details or with variations of these specific details. Therefore, these descriptions should be considered illustrative rather than restrictive.

[0098] Although the present application has been described in conjunction with specific embodiments of the present application, many substitutions, modifications, and variations of these embodiments will be apparent to those of ordinary skill in the art based on the foregoing description. For example, other memory architectures (such as dynamic RAM (DRAM)) can be used with the embodiments discussed.

[0099] Embodiments of the present application are intended to cover all such substitutions, modifications, and variations that fall within the broad scope of the appended claims. Therefore, any omissions, modifications, equivalent substitutions, improvements, etc. made within the spirit and principles of the embodiments of the present application shall be included within the protection scope of the present application.

Claims

1. A simulation method for the instability of the breach side slope during the dam-break process of a barrier dam, characterized in that, Comprising: Regionally divide the slope on the breach side of the dam-break process of the barrier dam in the height direction according to the water content state, so as to divide the slope on the breach side into a dry area, an unsaturated area and a saturated area; wherein, the boundary between the dry area and the unsaturated area is the highest historical water level line; the boundary between the unsaturated area and the saturated area is the water level line in the breach; slope toe erosion occurs in the saturated area; Set the lateral erosion rate at different depths below the water surface to be the same, calculate the change in the width of the breach bottom in the saturated area, and update the width of the breach bottom; Determine whether the slope surface of the breach at the current moment undergoes sliding instability; In response to determining that the slope of the breach remains stable at the current moment, detect whether the slope surface of the breach at the current moment undergoes collapse instability.

2. The simulation method for the instability of the breach side slope during the dam-break process of the barrier dam according to claim 1, characterized in that The change in the width of the breach bottom in the saturation zone is calculated by the formula Δb = Δb1 * c b ; where Δb is the change in the width of the corrected breach bottom; Δb1 is the change in the width of the breach bottom; n col is the expansion direction of the breach; α is the slope angle of the saturation zone; dH s is the erosion depth of the breach side slope; dH s = E s ·dt, E s is the erosion rate of the breach side slope; dt is the time step; dH b is the erosion depth of the breach bottom; dH b = E b ·dt; E b is the erosion rate of the breach bottom; c b is the correction factor; b u is the width of the breach bottom located upstream, b d is the width of the breach bottom located downstream.

3. The simulation method for the instability of the breach side slope during the dam-break process of the barrier dam according to claim 1, wherein, The determining whether the slope surface of the breach at the current moment undergoes sliding instability includes: Calculate the driving force for the slope surface of the breach to undergo sliding instability at the current moment; Calculate the anti-sliding force generated by friction and cohesion at the current moment; Determine the magnitude relationship between the driving force and the anti-sliding force; In response to determining that the magnitude relationship is greater than, determine that the slope surface of the breach at the current moment undergoes sliding instability; or in response to determining that the magnitude relationship is less than, determine that the slope surface of the breach at the current moment remains stable.

4. The method for simulating the instability of the slope on the breach side of the dam-break process of the barrier dam according to claim 3, It is characterized in that The driving force is calculated by formula F ds = G′sinα j ; where F ds is the driving force for the sliding instability of the side slope surface; G’ is the buoyant weight of the unstable body; α j is the j-th side slope angle of the breach; where a is the coefficient of water content in the unsaturated zone; ρ’ is the buoyant density of the overall soil mass; H us is the height of the unsaturated zone; H us = h lmax - H b - h b ; h lmax is the highest historical water level line; H b is the elevation of the bottom of the breach; h b is the water depth inside the breach; E s i is the lateral slope erosion rate within the i-th time step after the last slope instability event; Δt is the time step; Wt is the top width of the unstable mass; H is the dam height; a j-1 is the j - 1-th lateral slope angle of the breach; is the maximum height of the unsaturated zone; is the height of the unsaturated zone at the current moment; ρ is the density of the overall soil mass; Wt dr is the top width of the dry zone of the unstable mass; Wt dr =(H - h lmax )(cotα c - cotα j-1 ); a c is the critical slope angle of the dry zone; The anti-sliding force is calculated by ; where, F rs is the anti-sliding force; c’ is the effective cohesive force; H is the dam height; H b is the elevation of the breach bottom; h b is the water depth in the breach; a j is the j-th side slope angle of the breach; the value of a j is between a j-1 and a jpre ; φ is the internal friction angle; φ’ is the effective internal friction angle.

5. The simulation method for the instability of the breach side slope in the process of the dam-break of the barrier dam according to claim 1, wherein The detecting whether the slope surface of the breach at the current moment undergoes collapse instability includes: Calculate the driving moment for the slope surface of the breach to undergo sliding instability at the current moment; the driving moment includes the product of the driving force for the slope surface of the breach to undergo sliding instability and the corresponding first lever arm; Calculate the resistance moment generated by cohesion at the current moment; the resistance moment includes the product of the resistance generated by cohesion and the corresponding second lever arm; Determine the magnitude relationship between the driving moment and the resistance moment; In response to determining that the magnitude relationship is greater than, determine that the slope surface of the breach at the current moment undergoes collapse instability; Among them, the first force arm is a passing type Calculation; where l x is the first force arm; m is a constant; dH s is the erosion depth of the breach side slope; dH s = E s ·dt, E s is the erosion rate of the breach side slope; dt is the time step; The second force arm passes through Calculation; where l y is the second force arm; α is the slope angle of the saturation region.

6. The simulation method for the instability of the breach side slope during the dam-break process of the barrier dam according to claim 5, characterized in that When it is determined that the rotation point at the time of collapse is located to the left of the junction between the unsaturated zone and the dry zone, the driving force is calculated by the formula ; where F dc is the driving force for the slope surface sliding instability; a is the coefficient of water content in the unsaturated zone; ρ’ is the buoyant density of the overall soil mass; h lmax is the highest historical water level line; H b is the elevation of the bottom of the breach; h b is the water depth inside the breach; dH s is the erosion depth of the breach side slope; dH s = E s ·dt, where E s is the erosion rate of the breach side slope; dt is the time step; The resistance-through type is calculated; where, F rc is the resistance generated by the cohesive force; c is the cohesive force; α is the slope angle of the saturated zone.

7. The simulation method for the instability of the breach side slope during the dam-break process of the barrier dam according to claim 5, wherein In response to determining that the rotation point at the time of collapse is located at the junction of the unsaturated area and the dry area and the widest point of the dry area, the driving force is calculated by the formula Calculation; where F dc is the driving force for the sliding instability of the side slope surface; a is the coefficient of water content in the unsaturated zone; ρ’ is the buoyant density of the overall soil mass; h lmax is the highest historical water level line; H b is the elevation of the bottom of the breach; h b is the water depth inside the breach; dH s is the erosion depth of the side slope of the breach; dH s = E s ·dt, where E s is the erosion rate of the side slope of the breach; dt is the time step; α is the slope angle of the saturated zone; ρ is the density of the overall soil mass; The resistance passing type is calculated; where, F rc is the resistance generated by the cohesive force; c is the cohesive force; a c is the critical slope angle of the dry area.

8. The simulation method for the instability of the breach side slope during the dam-break process of the barrier dam according to claim 5, characterized in that, In response to determining that the rotation point at the time of collapse is located on the right side of the widest point of the dry area, the driving force is calculated by the formula Calculation; where F dc is the driving force for the sliding instability of the side slope surface; a is the coefficient of water content in the unsaturated zone; ρ’ is the buoyant density of the overall soil mass; h lmax is the highest historical water level line; H b is the elevation of the bottom of the breach; h b is the water depth inside the breach; dH s is the erosion depth of the side slope of the breach; dH s = E s ·dt, E s is the erosion rate of the side slope of the breach; dt is the time step; α is the slope angle of the saturated zone; ρ is the density of the overall soil mass; a c is the critical slope angle of the dry zone; H is the dam height; The resistance through type F rc = c(H - H b - h b ); where F rc is the resistance generated by the cohesive force; c is the cohesive force.

9. The simulation method for the instability of the breach side slope during the dam-break process of the barrier dam according to claim 1, characterized in that The method further includes: in response to determining that the slope of the breach at the current moment undergoes sliding instability, determining a new stable slope toe by the bisection method; The determining a new stable slope toe by the bisection method includes: Calculate the side slope foot a j-1 and a jpr corresponding stability, in response to determining the side slope foot a j-1 instability, calculate the side slope foot a jpr corresponding stability; In response to determining that the side slope toe a jpr is stable, calculate the stability of the side slope toe (α j-1 + a jpr ) / 2; In response to determining that the toe of the side slope (a j-1 +a jpr ) / 2 is unstable, calculate the stability of the toe of the side slope (a((a j-1 +a jpr ) / 2)+a jpr ) / 2 until a new- a new+1 ≤ 3°; a new = a((a j-1 +a jpr ) / 2).

10. An electronic device, comprising a memory, a processor and a computer program stored on the memory and executable on the processor, and when the processor executes the program, the method according to any one of claims 1 to 9 is implemented.

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