Design method of multi-stage weir-pool type landslide surge energy dissipation structure

Abstract

The present application relates to a kind of multi-stage weir pond landslide surge energy dissipation structure design method, it is related to reservoir area geological disaster and disaster prevention and mitigation engineering technical field, including: based on incident wave energy head and allowable residual wave height, by calculating total energy head difference, determine the required weir pond series, interval, wave protection wall height and width and other key parameters.Step includes: calculating incident wave energy head and residual energy head, determine series, calculate water tongue projection distance to set weir pond width, and wave protection wall height and interval between stages are checked by energy dissipation process.The design method simplifies complex hydrodynamic process, realizes multi-parameter linkage optimization, ensures that surge energy is effectively reduced step by step.The present application has the effect of improving reservoir area wave protection structure design efficiency, enhancing wave protection capacity, ensuring structure safety and applicability.

Description

Technical Field

[0001] This invention relates to the field of reservoir area geological disaster and disaster prevention and mitigation engineering technology, and in particular to a design method for a multi-stage weir-type landslide surge energy dissipation structure. Background Technology

[0002] my country has numerous mountainous reservoirs with complex geological environments along their banks. Landslides and surges threaten navigation safety, the lives and property of residents along the banks, and the stability of key structures.

[0003] Currently, the protection against landslides and surges in reservoir areas generally employs either vertical concrete wave walls or a forward-mounted protective structure consisting of a single deep pool excavated along the slope in conjunction with a retaining wall. Vertical wave walls primarily rely on the front of the wall to withstand and reflect wave energy, while single-stage weir-pool structures typically place the retaining wall in front of the energy-dissipating pool, forcing the water flow over the retaining wall and into the pool, attempting to dissipate wave energy through a single drop and hydraulic jump.

[0004] However, with the construction of high dams and large reservoirs in reservoir areas and the improvement of protection standards, vertical wave walls are subjected to enormous stress and are prone to wave overtopping failure when facing extremely high surges, leading to impacts on the rear shelters. Single-stage weir-pool structures, with only one energy dissipation opportunity, cannot fully dissipate the enormous wave energy in a single drop when encountering surges with wave heights far exceeding design values. This results in the outflow carrying significant residual energy that impacts the rear, and the front retaining wall is easily damaged by the massive impact of the first wave. Furthermore, due to the lack of a systematic multi-stage energy dissipation system, existing structures often fail to achieve the expected protective effect when facing complex and variable surge conditions due to limited energy dissipation capacity, making it difficult to meet the engineering requirements of modern reservoir areas for refined and highly reliable protection against surge disasters. Summary of the Invention

[0005] The technical problem to be solved by the present invention is to provide a design method for a multi-stage weir-type landslide surge energy dissipation structure, aiming to solve at least one of the above-mentioned technical problems.

[0006] The technical solution of the present invention to solve the above-mentioned technical problems is as follows: Firstly, this application provides a design method for a multi-stage weir-type landslide surge energy dissipation structure, employing the following technical solution: A design method for a multi-stage weir-type landslide surge energy dissipation structure includes: Obtain the design input parameters for the multi-stage weir and pool structure, including the design wave height, allowable residual equivalent wave height, still water depth, and effective drop of each stage of the weir and pool. Based on the design wave height and still water depth, calculate the incident solitary wave energy head; based on the allowable residual equivalent wave height and still water depth, calculate the allowable residual energy head; and based on the incident solitary wave energy head and the allowable residual energy head, determine the total energy head to be reduced. Based on the total energy head to be reduced and the effective drop of each weir and pool, the number of weir and pool stages is determined; Based on the water head and slope inclination angle controlled by the water tongue entering the weir-tank level, the horizontal distance of the water tongue projection corresponding to each level of weir-tank is calculated, and the width of each level of weir-tank is determined. The height of the post-wave wall is initially set based on the single-stage effective drop, and the head and flow rate over the wall are checked based on the water level process in the pool. Based on the initially set height of the post-wave wall, the checked head and flow rate over the wall, the height of the wave wall is determined. Based on the trajectory equation of the water tongue crossing the wall, the range of the water tongue landing point is calculated, and under the pre-set horizontal spacing constraint between stages, the horizontal spacing between adjacent weirs and pools is determined to complete the parametric design of the wave-breaking structure.

[0007] Based on the above technical solution, the present invention can be further improved as follows.

[0008] Further, the calculation of the incident solitary wave energy head based on the design wave height and still water depth, the calculation of the allowable residual energy head based on the allowable residual equivalent wave height and still water depth, and the determination of the total energy head to be reduced based on the incident solitary wave energy head and the allowable residual energy head, includes: Based on the design wave height, still water depth and the formula for the average energy head per unit volume of water for isolated waves, the energy head of the incident isolated wave is calculated. Based on the formulas for allowable residual equivalent wave height, still water depth and average energy head per unit volume of isolated wave, the allowable residual energy head is calculated. The formula for the average energy head per unit volume of water in a solitary wave is: ; in, H is the average energy head per unit volume of water, H is the wave height of the isolated wave, and h0 is the still water depth. The total energy head to be reduced is determined based on the difference between the incident isolated wave energy head and the allowable residual energy head.

[0009] Furthermore, determining the number of weir / pool stages based on the total energy head to be reduced and the effective drop of each weir / pool stage includes: The first The effective drop of the weir pool is used as the guaranteed single-stage energy consumption head for that stage, and the maximum value of the effective drop is the first... The depth of the dam pool; Based on the design criteria for the number of weir and pool stages, the minimum number of stages required is determined so that the sum of the effective drops of each stage is not less than the total energy head to be reduced. The design criteria for the series design of weirs and pools are as follows: ; in, For the number of weirs and pools, Let be the effective drop of the i-th level weir pool.

[0010] Furthermore, when all levels of weirs and pools use the same effective drop, the required number of weir and pool levels simplifies to: ; in, This indicates rounding up to the nearest integer.

[0011] Furthermore, the calculation of the horizontal distance of water jet projection corresponding to each weir / pool level and the slope inclination angle based on the water jet control head and slope angle of the water jet entering the weir / pool level, and the determination of the width of each weir / pool level, includes: Get the The water jet entering the weir pool controls the water head, effective drop, and slope angle; The average flow velocity of the water tongue is determined based on the preset rectangular cross-section boundary flow control rules. The effective horizontal velocity of the water tongue is determined based on the average flow velocity of the water tongue and the slope angle. Based on the effective horizontal velocity of the water tongue, the time required for the water tongue to fall to the bottom of the pool, and the projectile motion of the water tongue, calculate the horizontal distance when the water tongue falls to the bottom of the pool. Based on the horizontal distance of the water jet when it falls to the bottom of the pool and the preset width constraint, the first... The width of the tiered weir pool; The average velocity of the water tongue is: ; The effective horizontal velocity of the water tongue is: ; The horizontal distance is: ; The preset width constraint is: ; in, Let be the average flow velocity of the water tongue entering the i-th stage weir pool. To control the head of the water tongue entering the i-th stage weir pool, Let i be the effective horizontal velocity of the i-th stage water tongue. The slope angle is... Let be the horizontal distance at which the i-th level water tongue falls to the bottom of the pool. For the effective drop of the i-th level weir pool, Let be the width of the i-th level weir pool.

[0012] Furthermore, the method for determining the water head controlled by the water tongue includes: For the first-stage weir pool, the water head controlled by the water tongue is the design wave height; For the second and subsequent weirs and pools, the equivalent wave height is calculated based on the residual energy head, and the water tongue control head is determined to be the equivalent wave height. Alternatively, when the over-wall head has been calculated through the water level process in the previous pool or the over-wall flow rate, the water tongue control head is determined to be the over-wall head of the previous downstream wall. In the uniform size design, the width of each level of weir and pool is controlled according to the most unfavorable conditions of the first level.

[0013] Furthermore, the process of initially setting the height of the subsequent wave wall based on a single-stage effective drop, and determining the wave wall height by checking the head and flow rate over the wall based on the water level process within the pool, includes: Preliminary setting of the first The height of the rear-mounted wave-breaking wall is on the same order of magnitude as the effective drop of a single stage. Get the The instantaneous water depth in the pool is determined, and the head of water flowing over the wall is determined based on the height of the rear wave-breaking wall and the instantaneous water depth in the pool. Based on critical flow control, the unit width flow rate across the back wall is determined; Establish the first The unit width water volume control equation of the weir pool is used to determine the water level time history in the pool and to check the height of the post-positioned wave wall to determine the wave wall height. The water head that crosses the wall is: ; in, This indicates that only positive values ​​are taken, and the water head over the wall is zero when the water level in the pool is lower than the top of the wall. The unit width flow rate of the rear wall is: ; The water volume control equation per unit width is as follows: ; in, To enter the The unit width discharge of a series of weirs is determined by the incident solitary wave boundary for the first-stage weir, and by the flow rate over the wall of the previous stage for the second and subsequent stages. Sure; For the first The height of the rear-mounted wave wall, For the first The instantaneous water depth in the pool, For the water head over the wall, For the unit width flow rate across the wall, For the first The width of the tiered weir pool, To enter the The unit width flow rate of the tiered weir pool.

[0014] Furthermore, the calculation of the water tongue's landing point range based on the trajectory equation of the water tongue over the wall, and the determination of the horizontal spacing between adjacent weirs and pools under the preset horizontal spacing constraints, includes: Get the The control head of the water jet over the first-stage wave barrier, the height of the rear wave barrier, the slope angle, and the aforementioned first-stage wave barrier... The effective drop of the next level of weir pool; Based on the preset trajectory equation of the water tongue relative to the slope, the first horizontal distance of the water tongue falling to the ordinary slope and the second horizontal distance of the water tongue falling to the bottom of the next pool are calculated respectively. Based on the first horizontal distance, the second horizontal distance, and the preset spacing constraints, the inter-stage horizontal spacing between adjacent weirs and pools is determined so that the water tongue can enter the effective energy dissipation range of the next stage weir and pool. The preset trajectory equation of the water tongue relative to the slope is: ; in, Let x be the initial elevation of the water tongue center, and x be the horizontal distance from the i-th stage rear wall. The relative elevation of the center of the water tongue; The first horizontal distance is: ; The second horizontal distance is: ; The preset spacing constraint is as follows: ; in, The control head for the i-th stage over-wall water tongue, For speed head and , The height of the i-th stage rear wave-breaking wall, For the (i+1)th level weir pool, The slope angle is... Let be the width of the (i+1)th level weir pool. This represents the horizontal spacing between level i and level i+1. The horizontal distance from which the water jet falls onto a normal slope. It is the horizontal distance from which the water droplet falls to the bottom of the next level pool.

[0015] Secondly, this application provides an electronic device that adopts the following technical solution: An electronic device includes a memory and a processor, wherein the memory stores a computer program that can be loaded by the processor and executed as described in any of the first aspects regarding the design method of a weir-type landslide surge energy dissipation structure.

[0016] Thirdly, this application provides a computer-readable storage medium, which adopts the following technical solution: A computer-readable storage medium storing a computer program capable of being loaded by a processor and executed by the method for designing a wave dissipation structure for a weir-type landslide as described in any of the first aspects.

[0017] In summary, the beneficial effects of this invention are: 1. By using the formula for the average energy head per unit volume of solitary waves, both the "design wave height" and the "allowable residual equivalent wave height" are converted into corresponding energy heads, thereby calculating the "total energy head to be reduced." This total energy is then combined with the "effective drop" of each weir and pool level to establish a design criterion for the number of weir and pool levels. This derivation process transforms the abstract surge energy into quantifiable design parameters, ensuring that the number of weirs and pools no longer depends on experience but is precisely matched to the total energy of the surge, thus avoiding incomplete energy dissipation due to insufficient levels or engineering waste caused by excessive levels.

[0018] 2. Based on the boundary flow control rules of rectangular cross-sections and combined with the slope angle, the average flow velocity and effective horizontal velocity of the water jet were derived, and the horizontal distance from the water jet to the bottom of the pool was accurately calculated, thereby determining the width of each level of weir and pool. Simultaneously, based on the trajectory equation of the water jet over the wall relative to the slope, the range of the water jet's landing point was calculated, and constraints on the horizontal spacing between levels were set accordingly. This method, through hydraulic derivation, replaces traditional empirical estimation, ensuring that the water jet entering the pool can effectively fall into the energy dissipation zone without directly impacting the slope or crossing the lower level weir and pool, thus guaranteeing the energy dissipation effect of each level of weir and pool.

[0019] 3. For the design of the rear-mounted wave wall, a control equation for the unit width water volume based on the water level process within the pool was established. The flow rate over the wall was calculated by introducing the critical flow formula, and the flow head over the wall was dynamically checked in conjunction with instantaneous water depth, thereby determining the height of the wave wall. This process, by simulating the change of water level within the pool over time, ensured that the wall height could effectively impound water and extend the energy dissipation time, while also controlling the flow rate over the wall within a reasonable range, avoiding excessive waves that could impact subsequent structures. This design process links the "wall height" with "water level and flow rate," achieving parameterization and optimization of the structure. Attached Figure Description

[0020] Figure 1 This is a schematic cross-sectional view of the overall layout of the post-positioned multi-stage weir and pool surge protection structure provided in one embodiment of the present invention; Figure 2 A flowchart illustrating a design method for a surge energy dissipation structure for a weir-type landslide, as provided in one embodiment of the present invention; Figure 3 A flowchart illustrating another design method for a surge energy dissipation structure of a weir-type landslide provided in an embodiment of the present invention; Figure 4 This is a schematic diagram of the structure of an electronic device provided in one embodiment of the present invention. Detailed Implementation

[0021] To make the objectives, technical solutions, and advantages of the embodiments of this application clearer, the technical solutions of the embodiments of this application will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of this application, not all embodiments. Based on the embodiments of this application, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of this application.

[0022] Furthermore, the term "and / or" in this article is merely a description of the relationship between related objects, indicating that three relationships can exist. For example, A and / or B can represent: A existing alone, A and B existing simultaneously, or B existing alone. Additionally, the character " / " in this article, unless otherwise specified, generally indicates that the preceding and following related objects have an "or" relationship.

[0023] This application provides a design method for a multi-stage weir-type landslide surge energy dissipation structure. This method can be executed by an electronic device, which can be a server or a mobile terminal device. The server can be an independent physical server, a server cluster or distributed system composed of multiple physical servers, or a cloud server that provides cloud computing services. The mobile terminal device can be a laptop, a desktop computer, etc., but is not limited to these.

[0024] like Figures 1 to 3 As shown, a design method for a multi-stage weir-type landslide surge energy dissipation structure mainly includes: S101, Obtain the design input parameters of the multi-stage weir and pool structure. The design input parameters include the design wave height, the allowable residual equivalent wave height, the still water depth, and the effective drop of each stage of the weir and pool. S102, based on the design wave height and still water depth, calculate the incident solitary wave energy head, based on the allowable residual equivalent wave height and still water depth, calculate the allowable residual energy head, and determine the total energy head to be reduced based on the incident solitary wave energy head and the allowable residual energy head; S103, Based on the total energy head to be reduced and the effective drop of each level of weir and pool, determine the number of weir and pool levels; S104. Based on the water head and slope inclination angle of the water tongue controlling the water flow at each weir level and the weir level entering the weir, calculate the horizontal distance of the water tongue projection corresponding to each weir level and determine the width of each weir level. S105, the height of the post-wave wall is initially set based on the single-stage effective drop, and the over-wall head and over-wall flow rate are checked based on the water level process in the pool. Based on the initially set height of the post-wave wall, the checked over-wall head and over-wall flow rate, the height of the wave wall is determined. S106, based on the trajectory equation of the water tongue crossing the wall, calculates the range of the water tongue landing point, and under the preset horizontal spacing constraint between stages, determines the horizontal spacing between adjacent weirs and pools to complete the parametric design of the wave-breaking structure.

[0025] The design wave height refers to the height of the incident isolated wave that the wave protection structure needs to withstand, as determined by the risk assessment of landslide and surge disasters in the reservoir area. It is denoted as H. d The permissible residual equivalent wave height refers to the equivalent isolated wave height corresponding to the residual water flow allowed to cross the last stage of the wave wall after energy dissipation through a multi-stage weir and pool structure, denoted as H. a Its value is determined based on the safety assessment standards for the impact of surges on people and buildings.

[0026] Still water depth refers to the average water depth in the area where swell propagates, denoted as h0. Effective drop refers to the vertical height difference between the water jet inlet elevation and the bottom of each weir / pool, representing the maximum potential energy dissipation that weir / pool can provide, denoted as d. i The slope angle is the angle between the reservoir bank slope and the horizontal plane, denoted as α.

[0027] See Figure 1 The diagram shows the overall layout of the multi-stage weir and pool wave protection structure. The multi-stage weir and pool structure is arranged sequentially from bottom to top along the bank slope. Each weir and pool consists of an excavated energy dissipation pool and a post-installed wave wall above the pool. After the water flows up the slope, it first enters the energy dissipation pool to generate water droplet energy dissipation, and then passes over the post-installed wave wall to enter the next stage weir and pool to continue dissipating energy, forming a multi-stage energy dissipation system that reduces wave energy step by step.

[0028] Specifically, the design method starts from the total energy head of the incident solitary wave, and establishes a quantitative correspondence between wave height and energy by converting the total energy of the solitary wave into the form of the average energy head per unit volume of water.

[0029] First, based on the design wave height H d Calculate the energy head e of the incident solitary wave at a still water depth h0. d Meanwhile, based on the allowable residual equivalent wave height H a The calculation of the allowable residual energy head e at still water depth h0 a The difference between the two is the total energy head Δe that needs to be reduced in the multi-stage weir and pool structure. Subsequently, based on the principle of safety design, and without considering additional reduction effects such as slope friction, wave breaking, and turbulence, the effective drop d of each stage of the weir and pool is... iAs a guaranteed single-stage energy dissipation head, determine the minimum number of weir-pool stages N to meet the total energy dissipation demand.

[0030] After determining the number of stages, based on the control head and slope angle of the water jet entering the pool at each stage, the horizontal distance of the water jet when it falls to the bottom of the pool is calculated based on the parabolic trajectory of the water jet, and then the width B of each stage of the weir pool is determined. i The lower limit value.

[0031] Then, the initial height of the post-construction wave wall was set to be on the same order of magnitude as the single-stage effective drop. The water level time history within the pool was calculated by establishing a weir-pool water volume control equation. The over-wall head and over-wall flow rate were checked to determine the final wave wall height p. i .

[0032] Finally, based on the parabolic trajectory equation of the water jet over the wall relative to the slope, the horizontal distance from the water jet to the next level slope and the bottom of the pool is calculated. Under the constraint of ensuring that the water jet can enter the effective energy dissipation range of the next level weir and pool, the horizontal distance l between adjacent weirs and pools is determined. i The parametric design of the entire multi-stage weir and pool wave-breaking structure was completed.

[0033] The following is a detailed explanation of each step.

[0034] S102, calculate the incident solitary wave energy head and the total energy head to be reduced. In this embodiment of the application, the process is performed before the surge propagates to the reservoir bank and prepares to interact with the multi-stage weir and pool structure. The purpose is to establish a quantitative relationship between the incident wave energy and the energy dissipation requirements of the structure.

[0035] First, based on the design wave height, still water depth, and the formula for the average energy head per unit volume of water for isolated waves, the energy head of the incident isolated wave is calculated. Based on the formulas for allowable residual equivalent wave height, still water depth and average energy head per unit volume of isolated wave, the allowable residual energy head is calculated. The formula for the average energy head per unit volume of water in a solitary wave is: ; in, H is the average energy head per unit volume of water, H is the wave height of the isolated wave, and h0 is the still water depth. The total energy head to be reduced is determined based on the difference between the incident isolated wave energy head and the allowable residual energy head.

[0036] In the embodiments of this application, The water volume per unit width of an isolated wave is: ; In the formula, the isolated wave number ; The total energy of a solitary wave per unit width is: ; Taking the long-wavelength approximation ; Then we have: ; Converting total energy into average energy head per unit volume of water: ; Design wave height and allowable residual equivalent wave height The corresponding energy head and Therefore, the total energy head that the multi-stage weir-pool structure needs to reduce is: .

[0037] The formula indicates that the total energy head to be reduced is determined by three parameters: design wave height, allowable residual wave height, and still water depth. Physically, it represents the difference between the average energy per unit volume of water carried by the incident wave and the residual energy allowed by the disaster prevention standard.

[0038] S103, Based on the total energy head to be reduced and the effective drop of each level of weir and pool, determine the number of weir and pool levels; The number of weir-pool stages refers to the total number of energy-dissipating pools in a multi-stage weir-pool structure, representing the number of times the surging water flow needs to undergo energy dissipation through waterfalls.

[0039] Specifically, this step is performed after determining the total energy head Δe to be reduced. Its purpose is to determine the minimum number of stages required for the multi-stage weir structure to ensure that the total energy dissipation capacity meets design requirements. Considering safety design principles, additional energy dissipation effects such as slope friction, wave breaking, and turbulence are disregarded, and the effective drop of the i-th stage weir is determined. As the upper limit of the single-stage energy consumption head that can be guaranteed at this level, it is assumed that the water flow drops after passing through the i-th stage weir. After reaching a certain height, the maximum dissipation is... The energy head. Therefore, the total energy dissipation capacity of a multi-stage weir-pool structure should satisfy: ; The determination of the number of weirs and pools based on the total energy head to be reduced and the effective drop of each weir and pool includes: The first The effective drop of the weir pool is used as the guaranteed single-stage energy consumption head for that stage, and the maximum value of the effective drop is the first... The depth of the dam pool; Based on the design criteria for the number of weir and pool stages, the minimum number of stages required is determined so that the sum of the effective drops of each stage is not less than the total energy head to be reduced. The design criteria for the series design of weirs and pools are as follows: ; in, For the number of weirs and pools, Let be the effective drop of the i-th level weir pool.

[0040] When all levels of weirs and pools use the same effective drop, the required number of weir and pool levels simplifies to: ; in, This indicates rounding up to the nearest integer.

[0041] This simplified formula shows that the number of weir-pool stages is mainly determined by the design wave height. Permissible residual wave height And single-level effective drop difference Joint control. The larger or The smaller the value, the more stages are required; The larger the slope, the fewer steps are required. In engineering practice, different effective drops can be used for different levels of weirs and pools depending on the topographical conditions of the bank slopes. In this case, the number of steps should be determined by accumulating them step by step.

[0042] S104. Based on the water head and slope inclination angle of the water tongue controlling the water flow at each weir level and the weir level entering the weir, calculate the horizontal distance of the water tongue projection corresponding to each weir level and determine the width of each weir level. The width of the weir / pool refers to the horizontal projection length of each energy dissipation pool along the slope direction, denoted as . This is used to ensure that the water jet entering the pool can effectively dissipate energy within the pool body. The water jet control head refers to the local overflow head that controls the formation and initial velocity of the water jet, denoted as... This represents the effective head of water as it flows over the edge of the weir and enters the pool. The horizontal distance of the water jet projection refers to the horizontal distance the water jet travels from the edge of the weir to the bottom of the pool, denoted as . .

[0043] The method involves calculating the horizontal distance of water jet projection corresponding to each weir / pool level and determining the width of each weir / pool level based on the water head and slope inclination angle controlled by the water jet at each weir / pool level. Get the The water jet entering the weir pool controls the water head, effective drop, and slope angle; The average flow velocity of the water tongue is determined based on the preset rectangular cross-section boundary flow control rules. The effective horizontal velocity of the water tongue is determined based on the average flow velocity of the water tongue and the slope angle. Based on the effective horizontal velocity of the water tongue, the time required for the water tongue to fall to the bottom of the pool, and the projectile motion of the water tongue, calculate the horizontal distance when the water tongue falls to the bottom of the pool. Based on the horizontal distance of the water jet when it falls to the bottom of the pool and the preset width constraint, the first... The width of the tiered weir pool; The average velocity of the water tongue is: ; The effective horizontal velocity of the water tongue is: ; The horizontal distance is: ; The preset width constraint is: ; in, Let be the average flow velocity of the water tongue entering the i-th stage weir pool. To control the head of the water tongue entering the i-th stage weir pool, Let i be the effective horizontal velocity of the i-th stage water tongue. The slope angle is... Let be the horizontal distance at which the i-th level water tongue falls to the bottom of the pool. For the effective drop of the i-th level weir pool, Let be the width of the i-th level weir pool.

[0044] This condition ensures that the water jet can complete bottom-contact energy dissipation within the pool body. If we take... = Then the water tongue falls precisely at the junction of the bottom of the pool and the back wall, simultaneously satisfying both bottom-contact and back-wall-contact energy dissipation conditions.

[0045] The methods for determining the water head by controlling the water tongue include: For the first-stage weir pool, the water head controlled by the water tongue is the design wave height, i.e. ; For the second and subsequent weirs and pools, the equivalent wave height is calculated based on the residual energy head, and the head controlled by the water tongue is determined to be the equivalent wave height. In the preliminary design, it is advisable to adopt Alternatively, when the over-wall head has been calculated through the water level process in the previous stage pool or the over-wall flow rate, the water tongue control head is determined to be the over-wall head of the previous stage downstream wall. ; In the uniform size design, the width of each level of weir and pool is controlled according to the most unfavorable conditions of the first level, so as to simplify construction and ensure safety margin.

[0046] S105, the height of the post-wave wall is initially set based on the single-stage effective drop, and the over-wall head and over-wall flow rate are checked based on the water level process in the pool. Based on the initially set height of the post-wave wall, the checked over-wall head and over-wall flow rate, the height of the wave wall is determined. In this embodiment of the application, this step involves determining the width B of each level of weir / pool.i The subsequent implementation aims to determine the height of each stage of the post-wave barrier, ensuring that the barriers effectively block surging water flow and control the flow rate over the barriers, without increasing unnecessary construction costs due to excessive height. Based on the energy dissipation mechanism of the multi-stage weir-pool structure, the height p of the post-wave barrier... i It should not be determined directly by the height of the incident isolated wave, but should be jointly controlled by the water level in the pool and the allowable head of water flowing over the wall.

[0047] The height of the subsequent wave wall is initially determined based on the single-stage effective drop, and the over-wall head and over-wall flow are checked based on the water level process in the pool to determine the height of the wave wall, including: Preliminary setting of the first The height of the post-stage wave-breaking wall is on the same order of magnitude as the effective drop of a single stage, that is, ; Get the The instantaneous water depth in the pool is determined, and the head of water flowing over the wall is determined based on the height of the rear wave-breaking wall and the instantaneous water depth in the pool. Based on critical flow control, the unit width flow rate across the back wall is determined; Establish the first The unit width water volume control equation of the weir pool is used to determine the water level time history in the pool and to check the height of the post-positioned wave wall to determine the wave wall height. The water head that crosses the wall is: ; in, This indicates that only positive values ​​are taken, and the water head over the wall is zero when the water level in the pool is lower than the top of the wall. The unit width flow rate of the rear wall is: ; The water volume control equation per unit width is as follows: ; in, To enter the The unit width discharge of a series of weirs is determined by the incident solitary wave boundary for the first-stage weir, and by the flow rate over the wall of the previous stage for the second and subsequent stages. Sure; For the first The height of the rear-mounted wave wall, For the first The instantaneous water depth in the pool, For the water head over the wall, For the unit width flow rate across the wall, For the first The width of the tiered weir pool, To enter the The unit width flow rate of the tiered weir pool.

[0048] By numerically solving the above governing equations (e.g., using the fourth-order Runge-Kutta method), the water level time history curves within each level of weir and pool can be obtained. This allows for the determination of the peak head and time history distribution of the flow rate over the wall. If the verification results show that the head over the wall is too large and the flow rate exceeds the receiving capacity of the next-stage weir, the height of the downstream wave wall should be appropriately increased. Or increase the width of the weir pool To reduce the rate of water level rise in the pool; if the verification results show that the water head over the wall is too small, it indicates that the wall design is too conservative, and the wall height can be appropriately reduced to save on project costs.

[0049] S106, based on the trajectory equation of the water tongue crossing the wall, calculates the range of the water tongue landing point, and under the preset horizontal spacing constraint between stages, determines the horizontal spacing between adjacent weirs and pools to complete the parametric design of the wave-breaking structure.

[0050] In this embodiment of the application, this step involves determining the height p of the rear-mounted wave-breaking wall. i The purpose of subsequent implementation is to reasonably determine the horizontal distance between adjacent weirs and pools, so that the water jets crossing the wall can accurately enter the effective energy dissipation range of the next level weir and pool, rather than falling on the exposed slope surface between the two levels and causing scouring damage, or directly crossing the structure of the next level weir and pool, thus causing energy dissipation failure.

[0051] The trajectory equation based on the water tongue over the wall is used to calculate the range of the water tongue's landing point, and under the preset horizontal spacing constraints between stages, the horizontal spacing between adjacent weirs and pools is determined, including: Get the The control head of the water jet over the first-stage wave barrier, the height of the rear wave barrier, the slope angle, and the aforementioned first-stage wave barrier... The effective drop of the next level of weir pool; Based on the preset trajectory equation of the water tongue relative to the slope, the first horizontal distance of the water tongue falling to the ordinary slope and the second horizontal distance of the water tongue falling to the bottom of the next pool are calculated respectively. Based on the first horizontal distance, the second horizontal distance, and the preset spacing constraints, the inter-stage horizontal spacing between adjacent weirs and pools is determined so that the water tongue can enter the effective energy dissipation range of the next stage weir and pool. The preset trajectory equation of the water tongue relative to the slope is: ; in, Let x be the initial elevation of the water tongue center, and x be the horizontal distance from the i-th stage rear wall. The relative elevation of the center of the water tongue; The first horizontal distance is: ; The second horizontal distance is: ; The preset spacing constraint is as follows: ; in, The control head for the i-th stage over-wall water tongue, For speed head and , The height of the i-th stage rear wave-breaking wall, For the (i+1)th level weir pool, The slope angle is... Let be the width of the (i+1)th level weir pool. This represents the horizontal spacing between level i and level i+1. The horizontal distance from which the water jet falls onto a normal slope. This refers to the horizontal distance from which the water droplet reaches the bottom of the next level of pool.

[0052] Furthermore, if a stable bottom-touching energy dissipation effect is required using a water jet, additional requirements can be made: When the spacing does not meet the above constraints, the level spacing should be adjusted. Width of the weir and pool Rear wall height Alternatively, the number of levels can be increased for correction.

[0053] In this embodiment, the entire design process starts with the total energy head of the incident wave, and sequentially determines the total energy head to be reduced, the number of weir stages, the width of the weir stages, the height of the wave wall, and the horizontal spacing between stages. After the preliminary calculations are completed in each step, multi-parameter linkage verification is required: first, verify whether the landing points of the water jets at each stage meet the spacing constraints; if not, correct them by adjusting the relevant parameters; second, verify the water level process in each stage of the pool through the water flow control equation, and verify whether the flow rate over the wall is within an acceptable range; finally, calculate the overall design safety margin to ensure that the structure still has sufficient energy dissipation reserves under adverse working conditions.

[0054] Furthermore, in practical engineering design, the additional energy dissipation effects of slope friction, wave breaking, and water flow turbulence on the energy reduction of surge waves should also be considered. The above design method does not take these additional energy dissipation effects into account, which is a conservative and safe design. The actual energy dissipation effect of the structure will be better than the design calculation value, thus providing an additional safety margin for the project.

[0055] Taking a real landslide and surge case as an example, on June 15, 2007, a large-scale landslide occurred at Dayantang in Qingtaiping Town, on the left bank of the Qingjiang River in Hubei Province. The maximum wave height in the landslide area was estimated to be about 16m, and the maximum run-up on the opposite bank was about 50m. Data shows that 5km downstream from the landslide area, the maximum surge run-up was 10.5m, and the estimated maximum wave height was about 5m. The maximum water depth in the landslide area was about 90m. Based on an average water depth of 50m, a slope of 40° was taken, and the effective drop was taken as the experimental value of 2m. The allowable residual wave height was determined to be 0.5m according to the impact assessment of surges on people in the group standard for landslide surge hazard assessment T / CSRME 006-2020. Based on this, the design method yields the following design recommendations for a multi-stage weir-pool structure: adopt a 2-stage weir-pool structure with a weir-pool width of 3m, a rear-mounted wave wall height of 2m, and a stage spacing of 2.5m. The design safety margin is 26.38%. Taking into account slope friction, wave breaking, and other energy dissipation effects, the safety margin will increase to 40% to 50%. The use of multi-stage weir and pool structures along the shore in the key protected wave risk zone can prevent waves from directly impacting residential areas or important facilities behind the structures, thereby directly reducing wave risk and ensuring safety.

[0056] Figure 4 This is a structural block diagram of an electronic device 300 according to an embodiment of this application.

[0057] like Figure 4 As shown, the electronic device 300 includes a processor 301 and a memory 302, and may further include one or more of an information input / output (I / O) interface 303, a communication component 304, and a communication bus 305.

[0058] The processor 301 controls the overall operation of the electronic device 300 to complete all or part of the steps in the above-described design method for a multi-stage weir-type landslide surge energy dissipation structure. The memory 302 stores various types of data to support the operation of the electronic device 300. This data may include, for example, instructions for any application or method operating on the electronic device 300, as well as application-related data. The memory 302 can be implemented by any type of volatile or non-volatile storage device or a combination thereof, such as one or more of Static Random Access Memory (SRAM), Electrically Erasable Programmable Read-Only Memory (EEPROM), Erasable Programmable Read-Only Memory (EPROM), Programmable Read-Only Memory (PROM), Read-Only Memory (ROM), magnetic storage, flash memory, magnetic disk, or optical disk.

[0059] I / O interface 303 provides an interface between processor 301 and other interface modules, such as keyboards, mice, and buttons. These buttons can be virtual or physical. Communication component 304 is used to test wired or wireless communication between electronic device 300 and other devices. Wireless communication includes Wi-Fi, Bluetooth, Near Field Communication (NFC), 2G, 3G, or 4G, or a combination thereof. Therefore, the corresponding communication component 304 may include a Wi-Fi component, a Bluetooth component, and an NFC component.

[0060] The communication bus 305 may include a path for transmitting information between the aforementioned components. The communication bus 305 may be a PCI (Peripheral Component Interconnect) bus or an EISA (Extended Industry Standard Architecture) bus, etc. The communication bus 305 may be divided into an address bus, a data bus, a control bus, etc.

[0061] The electronic device 300 can be implemented by one or more application-specific integrated circuits (ASICs), digital signal processors (DSPs), digital signal processing devices (DSPDs), programmable logic devices (PLDs), field-programmable gate arrays (FPGAs), controllers, microcontrollers, microprocessors, or other electronic components to execute the multi-stage weir-type landslide surge energy dissipation structure design method given in the above embodiments.

[0062] The following describes the computer-readable storage medium provided in the embodiments of this application. The computer-readable storage medium described below can be referred to in correspondence with the design method of a multi-stage weir-type landslide surge energy dissipation structure described above.

[0063] This application also provides a computer-readable storage medium storing a computer program, which, when executed by a processor, implements the steps of the above-described design method for a multi-stage weir-type landslide surge energy dissipation structure.

[0064] The computer-readable storage medium may include various media capable of storing program code, such as USB flash drives, portable hard drives, read-only memory (ROM), random access memory (RAM), magnetic disks, or optical disks.

[0065] The terms “comprising,” “including,” or any other variations thereof are intended to cover non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements includes not only those elements but also other elements not expressly listed, or elements inherent to such process, method, article, or apparatus.

[0066] The above description is merely a preferred embodiment of this application and an explanation of the technical principles employed. Those skilled in the art should understand that the scope of this application is not limited to technical solutions formed by specific combinations of the above-described technical features, but should also cover other technical solutions formed by arbitrary combinations of the above-described technical features or their equivalents without departing from the foregoing application concept. For example, technical solutions formed by substituting the above features with (but not limited to) technical features with similar functions claimed in this application.

Claims

1. A design method for a multi-stage weir-type landslide surge energy dissipation structure, characterized in that, include: Obtain the design input parameters for the multi-stage weir and pool structure, including the design wave height, allowable residual equivalent wave height, still water depth, and effective drop of each stage of the weir and pool. Based on the design wave height and still water depth, calculate the incident solitary wave energy head; based on the allowable residual equivalent wave height and still water depth, calculate the allowable residual energy head; and based on the incident solitary wave energy head and the allowable residual energy head, determine the total energy head to be reduced. Based on the total energy head to be reduced and the effective drop of each weir and pool, the number of weir and pool stages is determined; Based on the water head and slope inclination angle controlled by the water tongue entering the weir-tank level, the horizontal distance of the water tongue projection corresponding to each level of weir-tank is calculated, and the width of each level of weir-tank is determined. The height of the post-wave wall is initially set based on the single-stage effective drop, and the head and flow rate over the wall are checked based on the water level process in the pool. Based on the initially set height of the post-wave wall, the checked head and flow rate over the wall, the height of the wave wall is determined. Based on the trajectory equation of the water tongue crossing the wall, the range of the water tongue landing point is calculated, and under the pre-set horizontal spacing constraint between stages, the horizontal spacing between adjacent weirs and pools is determined to complete the parametric design of the wave-breaking structure.

2. The design method for a multi-stage weir-type landslide surge energy dissipation structure according to claim 1, characterized in that, The process of calculating the incident solitary wave energy head based on the design wave height and still water depth, calculating the allowable residual energy head based on the allowable residual equivalent wave height and still water depth, and determining the total energy head to be reduced based on the incident solitary wave energy head and the allowable residual energy head includes: Based on the design wave height, still water depth and the formula for the average energy head per unit volume of water for isolated waves, the energy head of the incident isolated wave is calculated. Based on the formulas for allowable residual equivalent wave height, still water depth and average energy head per unit volume of isolated wave, the allowable residual energy head is calculated. The formula for the average energy head per unit volume of water in a solitary wave is: ； in, H is the average energy head per unit volume of water, H is the wave height of the isolated wave, and h0 is the still water depth. The total energy head to be reduced is determined based on the difference between the incident isolated wave energy head and the allowable residual energy head.

3. The design method for a multi-stage weir-type landslide surge energy dissipation structure according to claim 1, characterized in that, The determination of the number of weirs and pools based on the total energy head to be reduced and the effective drop of each weir and pool includes: The first The effective drop of the weir pool is used as the guaranteed single-stage energy consumption head for that stage, and the maximum value of the effective drop is the first... The depth of the dam pool; Based on the design criteria for the number of weir and pool stages, the minimum number of stages required is determined so that the sum of the effective drops of each stage is not less than the total energy head to be reduced. The design criteria for the series design of weirs and pools are as follows: ； in, For the number of weirs and pools, Let be the effective drop of the i-th level weir pool.

4. The design method for a multi-stage weir-type landslide surge energy dissipation structure according to claim 3, characterized in that, When all levels of weirs and pools use the same effective drop, the required number of weir and pool levels simplifies to: ； in, This indicates rounding up to the nearest integer.

5. The design method for a multi-stage weir-type landslide surge energy dissipation structure according to claim 1, characterized in that, The method involves calculating the horizontal distance of water jet projection corresponding to each weir / pool level and determining the width of each weir / pool level based on the water head and slope inclination angle controlled by the water jet at each weir / pool level. Get the The water jet entering the weir pool controls the water head, effective drop, and slope angle; The average flow velocity of the water tongue is determined based on the preset rectangular cross-section boundary flow control rules. The effective horizontal velocity of the water tongue is determined based on the average flow velocity of the water tongue and the slope angle. Based on the effective horizontal velocity of the water tongue, the time required for the water tongue to fall to the bottom of the pool, and the projectile motion of the water tongue, calculate the horizontal distance when the water tongue falls to the bottom of the pool. Based on the horizontal distance of the water jet when it falls to the bottom of the pool and the preset width constraint, the first... The width of the tiered weir pool; The average velocity of the water tongue is: ； The effective horizontal velocity of the water tongue is: ； The horizontal distance is: ； The preset width constraint is: ； in, Let be the average flow velocity of the water tongue entering the i-th stage weir pool. To control the head of the water tongue entering the i-th stage weir pool, Let i be the effective horizontal velocity of the i-th stage water tongue. The slope angle is... Let be the horizontal distance at which the i-th level water tongue falls to the bottom of the pool. For the effective drop of the i-th level weir pool, Let be the width of the i-th level weir pool.

6. The design method for a multi-stage weir-type landslide surge energy dissipation structure according to claim 5, characterized in that, The method for determining the water head controlled by the water tongue includes: For the first-stage weir pool, the water head controlled by the water tongue is the design wave height; For the second and subsequent weirs and pools, the equivalent wave height is calculated based on the residual energy head, and the water tongue control head is determined to be the equivalent wave height. Alternatively, when the over-wall head has been calculated through the water level process in the previous pool or the over-wall flow rate, the water tongue control head is determined to be the over-wall head of the previous downstream wall. In the uniform size design, the width of each level of weir and pool is controlled according to the most unfavorable conditions of the first level.

7. The design method for a multi-stage weir-type landslide surge energy dissipation structure according to claim 1, characterized in that, The process of initially setting the height of the subsequent wave wall based on a single-stage effective drop, and then verifying the over-wall head and over-wall flow rate based on the water level process within the pool to determine the wave wall height, includes: Preliminary setting of the first The height of the rear-mounted wave-breaking wall is on the same order of magnitude as the effective drop of a single stage. Get the The instantaneous water depth in the pool is determined, and the head of water flowing over the wall is determined based on the height of the rear wave-breaking wall and the instantaneous water depth in the pool. Based on critical flow control, the unit width flow rate across the back wall is determined; Establish the first The unit width water volume control equation of the weir pool is used to determine the water level time history in the pool and to check the height of the post-positioned wave wall to determine the wave wall height. The water head that crosses the wall is: ； in, This indicates that only positive values ​​are taken, and the water head over the wall is zero when the water level in the pool is lower than the top of the wall. The unit width flow rate of the rear wall is: ； The water volume control equation per unit width is as follows: ； in, To enter the The unit width discharge of a series of weirs is determined by the incident solitary wave boundary for the first-stage weir, and by the flow rate over the wall of the previous stage for the second and subsequent stages. Sure; For the first The height of the rear-mounted wave wall, For the first The instantaneous water depth in the pool, For the water head over the wall, For the unit width flow rate across the wall, For the first The width of the tiered weir pool, To enter the The unit width flow rate of the tiered weir pool.

8. The design method for a multi-stage weir-type landslide surge energy dissipation structure according to claim 1, characterized in that, The trajectory equation based on the water tongue over the wall is used to calculate the range of the water tongue's landing point, and under the preset horizontal spacing constraints between stages, the horizontal spacing between adjacent weirs and pools is determined, including: Get the The control head of the water jet over the first-stage wave barrier, the height of the rear wave barrier, the slope angle, and the aforementioned first-stage wave barrier... The effective drop of the next level of weir pool; Based on the preset trajectory equation of the water tongue relative to the slope, the first horizontal distance of the water tongue falling to the ordinary slope and the second horizontal distance of the water tongue falling to the bottom of the next pool are calculated respectively. Based on the first horizontal distance, the second horizontal distance, and the preset spacing constraints, the inter-stage horizontal spacing between adjacent weirs and pools is determined so that the water tongue can enter the effective energy dissipation range of the next stage weir and pool. The preset trajectory equation of the water tongue relative to the slope is: ； in, Let x be the initial elevation of the water tongue center, and x be the horizontal distance from the i-th stage rear wall. The relative elevation of the center of the water tongue; The first horizontal distance is: ; The second horizontal distance is: ； The preset spacing constraint is as follows: ； in, The control head for the i-th stage over-wall water tongue, For speed head and , The height of the i-th stage rear wave-breaking wall, For the (i+1)th level weir pool, The slope angle is... Let be the width of the (i+1)th level weir pool. This represents the horizontal spacing between level i and level i+1. The horizontal distance from which the water jet falls onto a normal slope. It is the horizontal distance from which the water droplet falls to the bottom of the next level pool.

9. An electronic device, characterized in that, Includes a processor, which is coupled to a memory; The processor is configured to execute a computer program stored in the memory to cause the electronic device to perform the method as described in any one of claims 1 to 8.

10. A computer-readable storage medium, characterized in that, Includes a computer program or instructions that, when run on a computer, cause the computer to perform the method as described in any one of claims 1 to 8.

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