CN112749475B - Analysis method for determining continuous dam break risk of cascade reservoir group - Google Patents
Analysis method for determining continuous dam break risk of cascade reservoir group Download PDFInfo
- Publication number
- CN112749475B CN112749475B CN202011246134.3A CN202011246134A CN112749475B CN 112749475 B CN112749475 B CN 112749475B CN 202011246134 A CN202011246134 A CN 202011246134A CN 112749475 B CN112749475 B CN 112749475B
- Authority
- CN
- China
- Prior art keywords
- dam
- flood
- reservoir
- flow
- break
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
- 238000004458 analytical method Methods 0.000 title claims description 6
- 238000000034 method Methods 0.000 claims abstract description 56
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 56
- 230000008569 process Effects 0.000 claims abstract description 34
- 238000004364 calculation method Methods 0.000 claims abstract description 31
- 238000012502 risk assessment Methods 0.000 claims abstract description 28
- 230000003628 erosive effect Effects 0.000 claims abstract description 13
- 238000009991 scouring Methods 0.000 claims abstract description 4
- 238000009825 accumulation Methods 0.000 claims abstract description 3
- 238000011144 upstream manufacturing Methods 0.000 claims description 10
- 238000007599 discharging Methods 0.000 claims description 6
- 230000008859 change Effects 0.000 claims description 4
- 230000001105 regulatory effect Effects 0.000 claims description 4
- 239000004575 stone Substances 0.000 claims description 3
- 238000013480 data collection Methods 0.000 claims description 2
- 230000009466 transformation Effects 0.000 claims description 2
- 230000009172 bursting Effects 0.000 claims 4
- 241000212384 Bifora Species 0.000 abstract description 2
- 230000002265 prevention Effects 0.000 abstract description 2
- 238000011002 quantification Methods 0.000 abstract description 2
- 239000011435 rock Substances 0.000 abstract description 2
- 230000015572 biosynthetic process Effects 0.000 abstract 1
- 230000004888 barrier function Effects 0.000 description 3
- 230000002787 reinforcement Effects 0.000 description 3
- 238000013461 design Methods 0.000 description 2
- 238000011161 development Methods 0.000 description 2
- 238000011010 flushing procedure Methods 0.000 description 2
- 230000009467 reduction Effects 0.000 description 2
- 238000011160 research Methods 0.000 description 2
- 239000002689 soil Substances 0.000 description 2
- 241000283690 Bos taurus Species 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000004134 energy conservation Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000009472 formulation Methods 0.000 description 1
- 238000013178 mathematical model Methods 0.000 description 1
- 230000007246 mechanism Effects 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 238000012876 topography Methods 0.000 description 1
Classifications
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/20—Design optimisation, verification or simulation
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/10—Geometric CAD
- G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06Q—INFORMATION AND COMMUNICATION TECHNOLOGY [ICT] SPECIALLY ADAPTED FOR ADMINISTRATIVE, COMMERCIAL, FINANCIAL, MANAGERIAL OR SUPERVISORY PURPOSES; SYSTEMS OR METHODS SPECIALLY ADAPTED FOR ADMINISTRATIVE, COMMERCIAL, FINANCIAL, MANAGERIAL OR SUPERVISORY PURPOSES, NOT OTHERWISE PROVIDED FOR
- G06Q10/00—Administration; Management
- G06Q10/06—Resources, workflows, human or project management; Enterprise or organisation planning; Enterprise or organisation modelling
- G06Q10/063—Operations research, analysis or management
- G06Q10/0635—Risk analysis of enterprise or organisation activities
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06Q—INFORMATION AND COMMUNICATION TECHNOLOGY [ICT] SPECIALLY ADAPTED FOR ADMINISTRATIVE, COMMERCIAL, FINANCIAL, MANAGERIAL OR SUPERVISORY PURPOSES; SYSTEMS OR METHODS SPECIALLY ADAPTED FOR ADMINISTRATIVE, COMMERCIAL, FINANCIAL, MANAGERIAL OR SUPERVISORY PURPOSES, NOT OTHERWISE PROVIDED FOR
- G06Q50/00—Information and communication technology [ICT] specially adapted for implementation of business processes of specific business sectors, e.g. utilities or tourism
- G06Q50/08—Construction
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06Q—INFORMATION AND COMMUNICATION TECHNOLOGY [ICT] SPECIALLY ADAPTED FOR ADMINISTRATIVE, COMMERCIAL, FINANCIAL, MANAGERIAL OR SUPERVISORY PURPOSES; SYSTEMS OR METHODS SPECIALLY ADAPTED FOR ADMINISTRATIVE, COMMERCIAL, FINANCIAL, MANAGERIAL OR SUPERVISORY PURPOSES, NOT OTHERWISE PROVIDED FOR
- G06Q50/00—Information and communication technology [ICT] specially adapted for implementation of business processes of specific business sectors, e.g. utilities or tourism
- G06Q50/10—Services
- G06Q50/26—Government or public services
- G06Q50/265—Personal security, identity or safety
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2111/00—Details relating to CAD techniques
- G06F2111/10—Numerical modelling
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A10/00—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE at coastal zones; at river basins
- Y02A10/40—Controlling or monitoring, e.g. of flood or hurricane; Forecasting, e.g. risk assessment or mapping
Landscapes
- Engineering & Computer Science (AREA)
- Business, Economics & Management (AREA)
- Physics & Mathematics (AREA)
- Theoretical Computer Science (AREA)
- Human Resources & Organizations (AREA)
- General Physics & Mathematics (AREA)
- Tourism & Hospitality (AREA)
- Strategic Management (AREA)
- Geometry (AREA)
- Economics (AREA)
- General Business, Economics & Management (AREA)
- Marketing (AREA)
- Computer Hardware Design (AREA)
- Primary Health Care (AREA)
- Evolutionary Computation (AREA)
- Entrepreneurship & Innovation (AREA)
- Health & Medical Sciences (AREA)
- Educational Administration (AREA)
- General Health & Medical Sciences (AREA)
- Development Economics (AREA)
- General Engineering & Computer Science (AREA)
- Architecture (AREA)
- Pure & Applied Mathematics (AREA)
- Civil Engineering (AREA)
- Mathematical Optimization (AREA)
- Computer Security & Cryptography (AREA)
- Structural Engineering (AREA)
- Computational Mathematics (AREA)
- Mathematical Analysis (AREA)
- Game Theory and Decision Science (AREA)
- Operations Research (AREA)
- Quality & Reliability (AREA)
- Management, Administration, Business Operations System, And Electronic Commerce (AREA)
- Barrages (AREA)
Abstract
The invention discloses a continuous dam break risk analysis method for a cascade reservoir group. The method comprises three modules of breach flood calculation, dam-break flood evolution and dam-break risk analysis, and a technical method for solving continuous dam-break flood formation and evolution of a cascade reservoir group and risk analysis thereof is provided from the aspects of risk quantification and early warning prevention. Calculating the flood of the crumple by adopting a wide top weir formula to estimate the flow process of the crumple, adopting a hyperbolic model to simulate the scouring erosion process of the crumple, and adopting a simplified Bishop method to calculate the expansion process of the crumple; the dam break flood evolvement is based on the numerical value difference method of HLL format, adopt the finite volume method of the central format to calculate; the dam-overflow risk analysis adopts a time infinitesimal-based method to simultaneously solve a water balance equation and a reservoir accumulation equation period by period. The invention can rapidly analyze and evaluate the risks of continuous overtopping or dam break of a dam, a soil-rock dam, a concrete dam and the like in the river basin cascade reservoir group, and provides technical support for improving the working efficiency of emergency rescue and rapidly making rescue disposal schemes.
Description
Technical Field
The invention relates to the field of hydraulic and hydroelectric engineering, in particular to a continuous dam-break risk analysis method for a cascade reservoir group, which is a continuous dam-break flood risk analysis and numerical calculation technology for a river basin, and can provide quantitative technical support for cascade hydraulic building risk design, cascade reservoir group safety management, barrier lake emergency treatment in the river basin, cascade hydropower station emergency management and flood control scheme formulation.
Background
The cascade reservoir group is a basic form of river water resource development, and is a necessary choice for large-scale water energy resource development. The well-established reservoir dams of various types in China exceed 9.8 thousands, and a series of reservoir groups are formed. The reservoir groups play an irreplaceable role in flood control and disaster reduction, clean power supply, ecological safety guarantee, energy conservation, emission reduction and the like, but if step continuous burst accidents are caused by unreliability, the loss is extremely serious as a result. At present, the research results of single-step dam break are more, but the research results of analyzing continuous dam break risks of a plurality of step reservoir groups are less. Disaster events such as storm flood, earthquake, landslide and river-betting form extremely large continuous burst risks for the river basin cascade reservoir group, such as red rock barrier lake of the river basin of the cattle pen in 2014 and white grid barrier lake of the upstream of the Jinsha river in 2018, and all cause extremely large threats to the downstream cascade reservoir group or hydropower stations.
The existing dam break numerical calculation method adopts a simple mathematical model to simulate the dam break process, does not consider the physical mechanism of the dam break, cannot simulate the dam break flood process more practically, and cannot rapidly analyze the downstream cascade reservoir overflow dam or dam break risk without forming a cascade reservoir group continuous dam break risk analysis method of the system; or a complex high-performance numerical calculation method is adopted to calculate dam break flood evolution, the precision requirement on basic data such as topography, river channel morphology and the like is higher, the calculation time is long, and the actual requirement of river basin emergency rescue work cannot be met.
Disclosure of Invention
According to the requirements of emergency rescue work of the cascade reservoir group in the river basin and the defects of the prior art, the invention provides a continuous dam break risk analysis method of the cascade reservoir group, which integrates three modules of breach flood calculation, dam break flood evolution and dam break risk analysis, and provides a technical method for solving the continuous dam break risk analysis of the cascade reservoir group from the aspects of risk quantification and early warning prevention, thereby rapidly making an emergency rescue treatment scheme, improving the emergency rescue work efficiency and ensuring that the treatment science is effective and technical support is provided.
In order to achieve the above purpose, the present invention provides the following technical solutions: the continuous dam-break risk analysis method for the cascade reservoir group comprises at least two or more reservoir dams, and comprises the following steps of:
1) And selecting a continuous dam break risk analysis object. According to the invention, at least two or more step reservoir dams are sequentially selected from top to bottom in the same river to be a continuous dam break risk analysis object.
2) And (5) collecting and determining basic data. According to the calculation and analysis requirements, the continuous dam-break risk analysis of the cascade reservoir group needs to collect a cascade reservoir capacity-water level relation curve and data, a dam body geometric characteristic parameter, a warehouse-in flow, a starting water reservoir water level, a flood discharge capacity curve and data, channel slope, roughness and geometric shape parameters between adjacent cascade reservoirs, determine a breach scouring erosion parameter, a breach expansion parameter, a flood evolution calculation time step and the like.
3) And calculating the flood of the crumple. According to the water flow model, the erosion model and the geometric expansion model of the crumple, the process of the flood flow of the crumple and the peak flow are determined.
4) Dam break flood evolution. According to the HLL format-based numerical value differential method, a limited volume method of a central format is adopted to perform dam break flood evolution calculation, and the flow process and corresponding time from the flood to the downstream cascade reservoir are determined.
5) And analyzing risk of the overflow dam. According to the integrated flood regulating analysis model, whether the possibility of continuous dam break on the overtopping exists is calculated and analyzed.
In the above technical solution, preferably, 3) the crumple water flow model for crumple flood calculation is estimated by using a broadtop weir formula based on water balance, namely
Wherein B is the width of the section of the crumple; h is the height of the water level of the reservoir; z is the elevation of the bed surface at the inlet of the crumple; c is the flow coefficient; q is the natural inflow of the reservoir; w is the reservoir capacity and V is a function of the reservoir water level height H as an argument.
In the above technical solution, preferably, 3) the erosion of the breach in the breach flood calculation adopts a hyperbolic model, namely
Wherein dz/dt is the erosion rate of the erosion of the crumple; τ is the shear stress; τ c Is critical shear stress; k is a unit transformation factor; a. b is a hyperbolic parameter. The model considers that when water flows scour soil and stone, the resistance of the soil and stone to scour erosion should not be unlimited, but should have a certain "strength", i.e. the hyperbola has a mean of τ=τ c The gradual line at that time is the extreme 1/b of dz/dt.
In the above technical solution, preferably, 3) the process of calculating the geometry of the breach of the flood calculation uses a simplified and simplified Bishop method for calculation.
In the above technical solution, preferably, 4) dam break flood is calculatedIn the process, in order to improve the calculation efficiency, the actually measured section of the river channel is generalized to be an inverted trapezoid, and the cross section area A and the water surface width B have the following relationship: a=h (B 0 +hm)，B＝B 0 +2hm, where B 0 The river channel bottom width is h is the water flow depth, and m is the slope ratio of two sides of the river channel.
In the above technical solution, preferably, in the 4) dam break flood calculation process, the upstream boundary condition is a flow process of an upstream step dam break or an upstream incoming water flow process; the downstream boundary condition can be determined by adopting a Manning formula according to the downstream section water level flow relation. In the evolution process, the initial conditions of all sections generally select natural runoff. Specific boundary conditions are as follows:
(1) Initial conditions: initial flow field phi t＝0 ＝Φ 0 (x, y), which Φ is a function of water level (Z), flow rate (V), reservoir capacity (W) with respect to time (t) in x, y directions, respectively, namely: t=t 0 ，Z＝Z 0 ，V＝V 0 ，W＝W 0 ；
(2) Water level boundary: z=z (t);
(3) Flow boundary: q=q (t);
(4) Water level flow relationship boundary: q=q (Z).
In the above (3) and (4), according to the flow velocity distribution on the boundary, i.e., q= ≡ s V n hds, the normal flow rate at the boundary node can be obtained. In addition, the node water depth at the time of nDeltat is adopted by h.
In the above technical solution, preferably, 5) the flood diversion and flood diversion risk analysis adopts a method based on time infinitesimal, namely, a practical equation for calculating the flood diversion and flood diversion risk is to solve a water balance equation and a reservoir accumulation and discharge equation simultaneously and time-by-time, namely
Q in 1 、Q 2 Respectively calculating the warehouse-in flow at the beginning and the end of the time period, q 1 、q 2 Respectively calculating the initial and final drainage flow of the time period, W 1 、W 2 The water demand of the reservoir at the beginning and the end of the calculation period respectively, delta W is the change of the reservoir capacity, delta t is the calculation period。
Compared with the prior art, the invention has the beneficial effects that: the invention provides a simple and easy continuous dam break risk analysis method for a cascade reservoir group, which can provide accurate, rapid and quantitative technical support for the safety management, emergency rescue and risk disposal decision of the cascade reservoir group in a river basin.
Drawings
Figure 1 cascade reservoir group continuous dam break risk analysis flow chart
FIG. 2 is a schematic plan view of a cascade reservoir group
FIG. 3 is a schematic diagram of a cascade reservoir group position
FIG. 4 is a graph showing reservoir capacity level curves for each step
FIG. 5C library drainage capacity curve
FIG. 6A dam break and evolve to B reservoir flow process and B reservoir water level change process
FIG. 7B dam burst and evolution to C reservoir traffic process
FIG. 8C reservoir Pre-flood discharge Process (0:00-11:38)
FIG. 9C reservoir dam-overflow risk analysis process (11:38-next day 6:00)
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present invention. It should be understood that the embodiments described below are only some, but not all, of the embodiments of the present invention. All other embodiments obtained without making inventive efforts based on the embodiments of the present invention fall within the scope of protection of the present invention.
1) Selecting continuous dam break risk analysis object
The plan layout and the position of the A, B, C three-step reservoir group sequentially planned from top to bottom on a river main flow are shown in the figures 2 and 3. The C dam is a controlled step of the river reach where the three steps are located.
2) Basic data collection and determination
The A dam is about 85.6km from the B dam, the height difference is about 318.9m, the B dam is about 89.3km from the C dam, and the height difference is about 380.5m. A. B, C three-step engineering characteristic parameters are shown in Table 1, and the reservoir capacity water level curveThe lines are shown in FIG. 4. The B dam reservoir does not have flood regulating capability and does not consider the flood discharging process. The C dam reservoir has flood control function according to the design scheme, and the flood discharging facility comprises a spillway, a vertical shaft flood discharging hole and a deep hole flood discharging hole, and the total gate flood discharging flow is about 8000m 3 And/s, the drainage capacity is shown in figure 5.
Table 1 three-step reservoir engineering property table
3) Reservoir A dam break flood calculation
The values of the dam break parameters of the reservoir A are shown in Table 2. Assuming that the A dam starts to burst at 0:00, the burst flushing starting flow rate is 3.0m/s, 14:19 reaches a burst flood peak 31914m 3 And/s, when the flushing flow rate of the breach of the A dam is less than the starting value of 3.0m/s, the breach is ended, the flow process lasts for about 53 hours, and the flow process is shown in figure 6.
Table 2A reservoir dam break calculation parameters
4) Dam break flood evolution of reservoir A
The river course roughness is 0.025, the slope is 4 per mill, the time step is 30s, the river course geometry is inverted trapezoid, the bottom width is 30m, and the slope is vertically enlarged according to 0.3. 0:00A dam break flood starts to evolve to B dam with a distance of about 85.6km from downstream, 3:19 dam break flood evolves to B dam address, and dam break flood peak flow enters B dam at 15:25, so that the canyon type reservoir has unobvious curing effect and small flood peak attenuation, and the flood peak flow of B dam address is 31624m 3 And/s, the dam break flood evolution process is shown in figure 6.
5) B reservoir continuous dam break flood calculation
Stage 1:dam-break flood of the reservoir A enters the reservoir B, and the reservoir water level is in a high-rise process. 3:19A dam break flood enters the B reservoir, the reservoir water level starts to rise from the normal reservoir water level, 8:33 reservoir water level rises to the height 2690m of the dam crest (point of fig. 6A), the B dam breaks the roof, and the reservoir water level still rises due to the fact that the roof break flow is smaller than the warehouse-in flow, and the 20:31B dam breaksThe flow is equal to the warehouse-in flow, the warehouse water level rises to the highest 2713.7m, the super-dam crest elevation is 23.7m, and the water level congestion and change process are shown in figure 6. Because the B reservoir does not have flood regulating capability, the process does not consider the output flow of the dary reservoir from the flood discharge facility.
Stage 2:b, water is passed through the full section of the dam, and the steps are continuously broken. And 8, 33B dam starts continuous burst calculation due to the overflow of the reservoir water level, and the reservoir entering flow from the upstream reservoir A dam break is overlapped to the reservoir B, so that continuous burst occurs. Taking the warehouse-in flow after the B dam is 8:33 as the warehouse-in flow of the B dam to perform continuous burst calculation, and 19:39B reaches burst flood peak flow 41314m 3 /s。
6) B pool continuous flood evolution
Stage 3:the cascade burst water evolves downstream. 11:38B reservoir continuous burst flood evolves to C dam site of 89.3km downstream, 21:20B reservoir continuous burst flood peak evolves to C reservoir, because of canyon river channel, flood peak flow basically has no loss, is 40832m 3 S, the process of breaking and evolving the flow to C pool is shown in FIG. 7.
7) Continuous dam break risk analysis of C reservoir
Because the reservoir capacity of the reservoir A is larger than that of the reservoir B and reservoir C at the downstream, the reservoir C overtaking risk analysis with early warning working conditions is carried out, namely, the reservoir C is informed of full gate flood discharge when the reservoir A breaks (0:00), and the flood discharge flow is 8000m 3 And/s. When the continuous flood of the dam 38B enters the reservoir C, the water level of the reservoir C is reduced from 2500m to 2492.96m, and the water discharge amount is 2.48 hundred million m 3 . The drainage process is shown in fig. 8. The C-pool water level continues to drop because the in-pool flow is less than the let-down flow, the 15:02 in-pool flow is equal to the let-down flow, the water level drops to the lowest 2491.37m, and then the 23:30 water level begins to rise to the dam top elevation 2510m, the C-pool is overtopped, as shown in fig. 9, because the in-pool flow is greater than the let-down flow.
According to the invention, under the river basin scale, dam-break flood of the upstream cascade reservoir can be calculated, and through continuous dam-break risk analysis of the cascade reservoir group, technical support is provided for each downstream cascade reservoir to be made in advance to cope with the dam-break flood and scientific and effective emergency measures are adopted. For example, through the above embodiment, while the dam of the reservoir a is broken, each step downstream can be informed to take measures such as flood discharge, emptying, reinforcement and reinforcement in advance so as to cope with the dam break flood of the reservoir of the step upstream. Although from the example analysis it follows that: under the situations of dam break of the A dam and continuous break of the B dam, the step C reservoir is controlled to still flood by flood discharge in advance, but reinforcement can be enhanced by engineering measures, so that the flood roof of the C reservoir is ensured not to break, and the safety of the whole river basin is ensured.
It is obvious that the invention is not limited to the details of the above-described embodiments. The above-described embodiments should be regarded as illustrative rather than restrictive. The scope of the invention is defined by the appended claims, and all changes that fall within the meaning and range of equivalency of the claims are intended to be embraced therein. Any reference sign in a claim should not be construed as limiting the claim concerned.
Furthermore, the present disclosure should be considered as a whole, and the above embodiments are not the only independent technical solutions of the present disclosure, and the technical solutions in the examples may be appropriately combined and adjusted to form other embodiments that can be understood by those skilled in the art.
Claims (1)
1. The step reservoir group comprises more than two reservoir dams, and the step reservoir group continuous dam break risk analysis method comprises the following steps:
1) Selecting a continuous dam break risk analysis object: at least more than two step reservoir dams are sequentially selected from top to bottom in the same river to be used as continuous dam break risk analysis objects;
2) Basic data collection and determination: according to calculation requirements, step reservoir group continuous dam break risk analysis needs to collect step reservoir capacity water level relation curves and data, main dam characteristic parameters, storage flood flow, reservoir starting water level, flood discharge capacity curves and data, river channel slope drop, roughness and geometric shape parameters between adjacent step reservoirs, and determine a breach scouring erosion parameter, a breach expansion parameter and a flood evolution calculation time step;
3) Calculating the flood of the crumple: determining a bursting flood flow process and a peak flow according to the bursting water flow and leakage model, the bursting scouring erosion model and the bursting geometric expansion model;
4) Dam break flood evolution: performing dam break flood evolution calculation by adopting a limited volume method in a central format based on a numerical value difference method in an HLL format, and determining the flow process and corresponding time of flood evolution to a downstream cascade reservoir;
5) And (3) dam-spreading risk analysis: according to the integrated flood regulating analysis model, calculating and analyzing whether the possibility of continuous dam break of the overtopping exists or not;
the method is characterized in that:
the breach water flow model for calculating the breach flood is estimated by adopting the following formula on the basis of water balance, namely
B in the above formula is the width of the section of the crumple; h is the height of the water level of the reservoir; z is the elevation of the bed surface at the inlet of the crumple; c is the flow coefficient; q is the natural inflow of the reservoir; w is the reservoir capacity, V is the function of the reservoir water level height H as an independent variable;
the erosion of the burst mouth calculated by the burst mouth flood adopts a hyperbolic model, namely
Wherein dz/dt is the erosion rate of the erosion of the crumple; τ is the shear stress; τ c Is critical shear stress; k is a unit transformation factor; a. b is a hyperbolic parameter; the model considers that the resistance of the earth and stones to erosion by water flow is not unlimited, but has a certain strength, i.e. the hyperbola has a curve of τ=τ c The gradual line of time, namely extreme value 1/b of dz/dt;
in the dam break flood evolution calculation process, the actually measured section of the river channel is generalized to be inverted trapezoid, and the following relationship exists between the section area A and the water surface width B: a=h (B 0 +hm)，B＝B 0 +2hm, wherein B0 is the river bottom width, h is the water depth, and m is the slope ratio of two sides of the river;
in the dam break flood evolution calculation process, the upstream boundary condition is the upstream cascade dam break flow process or the upstream incoming water flow process; the downstream boundary condition is determined by a Manning formula according to the downstream section water level flow relation; in the evolution process, the initial conditions of all sections are selected as follows:
(1) Initial conditions: initial flow field phi t＝0 ＝Φ 0 (x, y), which Φ is a function of water level (Z), flow rate (V), reservoir capacity (W) with respect to time (t) in x, y directions, respectively, namely: t=t0, z=z0, v=v0, w=w0;
(2) Water level boundary: z=z (t);
(3) Flow boundary: q=q (t);
(4) Water level flow relationship boundary: q=q (Z);
in the above (3) and (4), according to the flow velocity distribution on the boundary, i.e., q= ≡ s V n hds, the normal flow rate on the boundary node can be obtained;
the flood diversion and dam spreading risk analysis adopts a time infinitesimal-based method, and a practical equation for calculating the flood diversion and dam spreading risk is a water balance equation and a reservoir accumulation and discharge equation which are solved simultaneously and time-by-time, namely
Wherein Q1 and Q2 are respectively the warehouse-in flow at the beginning and the end of the calculation period, Q1 and Q2 are respectively the discharging flow at the beginning and the end of the calculation period, W1 and W2 are respectively the water demand of the reservoir at the beginning and the end of the calculation period, deltaW is the change of the reservoir capacity, and Deltat is the calculation period.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202011246134.3A CN112749475B (en) | 2020-11-10 | 2020-11-10 | Analysis method for determining continuous dam break risk of cascade reservoir group |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202011246134.3A CN112749475B (en) | 2020-11-10 | 2020-11-10 | Analysis method for determining continuous dam break risk of cascade reservoir group |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN112749475A CN112749475A (en) | 2021-05-04 |
| CN112749475B true CN112749475B (en) | 2024-03-26 |
Family
ID=75648320
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202011246134.3A Active CN112749475B (en) | 2020-11-10 | 2020-11-10 | Analysis method for determining continuous dam break risk of cascade reservoir group |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN112749475B (en) |
Families Citing this family (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113886912B (en) * | 2021-09-22 | 2023-02-14 | 中国电建集团华东勘测设计研究院有限公司 | Multi-stage dam break intelligent optimization emergency scheduling method |
| CN115935856B (en) * | 2022-12-05 | 2023-07-11 | 中国水利水电科学研究院 | Dam break flood simulation method considering building damage |
| CN117494478B (en) * | 2023-12-29 | 2024-03-08 | 水利部交通运输部国家能源局南京水利科学研究院 | Calculation method for simulating over-roof dam break flow and break evolution process of core dam |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20160064277A (en) * | 2014-11-27 | 2016-06-08 | (주)지아이 | Method for compiling a flood hazard map using a hydrograph and developing a hydrograph tryggered by dam-break from flood |
| CN107330274A (en) * | 2017-06-30 | 2017-11-07 | 中国水利水电科学研究院 | Consider the safe computational methods of earth and rockfill dam group control step sluicing of upstream dam bursting flood |
| CN107832917A (en) * | 2017-10-13 | 2018-03-23 | 四川大学 | The recognition methods of Cascade Reservoirs weakness step, crucial step and controlling step based on Bayes risk network |
| CN108038273A (en) * | 2017-11-24 | 2018-05-15 | 西安理工大学 | A kind of method for quick predicting of moment dam break dam site discharge curve |
| CN110219277A (en) * | 2018-03-26 | 2019-09-10 | 中国水利水电科学研究院 | The dam bursting flood analysis system of dam system |
-
2020
- 2020-11-10 CN CN202011246134.3A patent/CN112749475B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20160064277A (en) * | 2014-11-27 | 2016-06-08 | (주)지아이 | Method for compiling a flood hazard map using a hydrograph and developing a hydrograph tryggered by dam-break from flood |
| CN107330274A (en) * | 2017-06-30 | 2017-11-07 | 中国水利水电科学研究院 | Consider the safe computational methods of earth and rockfill dam group control step sluicing of upstream dam bursting flood |
| CN107832917A (en) * | 2017-10-13 | 2018-03-23 | 四川大学 | The recognition methods of Cascade Reservoirs weakness step, crucial step and controlling step based on Bayes risk network |
| CN108038273A (en) * | 2017-11-24 | 2018-05-15 | 西安理工大学 | A kind of method for quick predicting of moment dam break dam site discharge curve |
| CN110219277A (en) * | 2018-03-26 | 2019-09-10 | 中国水利水电科学研究院 | The dam bursting flood analysis system of dam system |
Non-Patent Citations (1)
| Title |
|---|
| 梯级水库土石坝连溃模拟及风险分析;胡良明;张志飞;李仟;郭新蕾;;水力发电学报;20180228(第07期);全文 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN112749475A (en) | 2021-05-04 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN112749475B (en) | Analysis method for determining continuous dam break risk of cascade reservoir group | |
| CN110046469B (en) | Method for calculating erosion-deposition deformation of riverbed in front of hydropower station dam under multi-constraint condition | |
| CN110219277B (en) | Dam break flood analysis system and method for dam system | |
| CN101463593B (en) | Design method and use of transversal dentated sill embedded depth of foundation based on debris flow soft foundation energy dissipating | |
| CN103276700B (en) | Debris flow drainage trough planning and designing method and application thereof | |
| CN106529739A (en) | Gridding-based flood prediction method | |
| CN101435191B (en) | V type discharging and guiding slot water power optimum section design method of viscous debris flow and application thereof | |
| CN107761654A (en) | High dam construction mid-term flood control flood-passing scheme decision-making technique under step construction condition | |
| Fread | National Weather Service models to forecast dam-breach floods | |
| CN101929140A (en) | Flood drainage planning and designing method for non-plain cities | |
| CN111062154B (en) | Fluid-solid coupling calculation method for buildings in canal system of south-to-north water diversion | |
| Heng et al. | Prediction formulas of maximum scour depth and impact location of a local scour hole below a chute spillway with a flip bucket | |
| CN110096670B (en) | Dynamic calculation method for reducing peak flow of regulating reservoir | |
| CN113742820A (en) | Numerical simulation method for analyzing energy dissipation effect of flood diversion tunnel outlet stilling basin | |
| CN117236501A (en) | Groundwater resource management and seawater invasion prevention and control method and system | |
| CN110541389A (en) | flood control and flood fighting emergency system in construction period and early warning method thereof | |
| CN113255046B (en) | Debris flow sand dam apron design method and application | |
| CN111160763B (en) | Safety risk assessment method for hydraulic absorption basin | |
| CN114565211A (en) | Risk consequence evaluation method for dam break of step reservoir group under risk transfer and superposition effects | |
| CN109685312B (en) | Failure risk evaluation method for silt land dam system under drainage basin secondary rainfall event | |
| CN111985082A (en) | High-conservation-of-constancy hydrographic hydrodynamic coupling simulation method | |
| CN105178423B (en) | Slagging-off desanding current limliting energy dissipating is in the multi-functional well that becomes a mandarin of one | |
| CN204959951U (en) | Energy dissipation of slagging -off degritting current -limiting is in multi -functional inflow well of an organic whole | |
| CN118087446B (en) | Method for reducing risk of blocking river barrier lake by debris flow | |
| CN112182701B (en) | Calculation method for flow coefficient and flow of air shield dam |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |