CN117454061B - Hydrodynamic response assessment method under riverbed evolution - Google Patents
Hydrodynamic response assessment method under riverbed evolution Download PDFInfo
- Publication number
- CN117454061B CN117454061B CN202311806888.3A CN202311806888A CN117454061B CN 117454061 B CN117454061 B CN 117454061B CN 202311806888 A CN202311806888 A CN 202311806888A CN 117454061 B CN117454061 B CN 117454061B
- Authority
- CN
- China
- Prior art keywords
- river
- branch
- main
- flow
- change
- 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
- 238000000034 method Methods 0.000 title claims abstract description 29
- 230000004044 response Effects 0.000 title claims abstract description 15
- 230000008859 change Effects 0.000 claims abstract description 72
- 238000011010 flushing procedure Methods 0.000 claims abstract description 32
- 230000014509 gene expression Effects 0.000 claims abstract description 28
- 238000004458 analytical method Methods 0.000 claims abstract description 25
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 21
- 238000012876 topography Methods 0.000 claims abstract description 12
- 238000013178 mathematical model Methods 0.000 claims abstract description 8
- 230000000630 rising effect Effects 0.000 claims description 30
- 238000007405 data analysis Methods 0.000 claims description 11
- 230000008569 process Effects 0.000 claims description 11
- 230000008021 deposition Effects 0.000 claims description 7
- 230000003628 erosive effect Effects 0.000 claims description 7
- 230000004913 activation Effects 0.000 claims description 3
- 238000005094 computer simulation Methods 0.000 claims description 3
- 239000010802 sludge Substances 0.000 claims description 3
- 230000001680 brushing effect Effects 0.000 claims description 2
- 238000011156 evaluation Methods 0.000 abstract description 3
- 238000011160 research Methods 0.000 abstract description 2
- 238000004088 simulation Methods 0.000 abstract 1
- 239000004576 sand Substances 0.000 description 10
- 238000011144 upstream manufacturing Methods 0.000 description 4
- 238000004364 calculation method Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 238000004519 manufacturing process Methods 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 235000017166 Bambusa arundinacea Nutrition 0.000 description 1
- 235000017491 Bambusa tulda Nutrition 0.000 description 1
- 241001330002 Bambuseae Species 0.000 description 1
- 235000015334 Phyllostachys viridis Nutrition 0.000 description 1
- 239000011425 bamboo Substances 0.000 description 1
- 230000001364 causal effect Effects 0.000 description 1
- 238000004891 communication Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 239000013049 sediment Substances 0.000 description 1
Classifications
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F17/00—Digital computing or data processing equipment or methods, specially adapted for specific functions
- G06F17/10—Complex mathematical operations
-
- 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
- G06Q10/04—Forecasting or optimisation specially adapted for administrative or management purposes, e.g. linear programming or "cutting stock problem"
-
- 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)
- Physics & Mathematics (AREA)
- Theoretical Computer Science (AREA)
- General Physics & Mathematics (AREA)
- Business, Economics & Management (AREA)
- Strategic Management (AREA)
- Human Resources & Organizations (AREA)
- Data Mining & Analysis (AREA)
- Economics (AREA)
- Mathematical Physics (AREA)
- Mathematical Analysis (AREA)
- Algebra (AREA)
- General Engineering & Computer Science (AREA)
- Databases & Information Systems (AREA)
- Pure & Applied Mathematics (AREA)
- Development Economics (AREA)
- Mathematical Optimization (AREA)
- Game Theory and Decision Science (AREA)
- Computational Mathematics (AREA)
- Software Systems (AREA)
- Entrepreneurship & Innovation (AREA)
- Marketing (AREA)
- Operations Research (AREA)
- Quality & Reliability (AREA)
- Tourism & Hospitality (AREA)
- General Business, Economics & Management (AREA)
- Management, Administration, Business Operations System, And Electronic Commerce (AREA)
Abstract
The invention discloses a hydrodynamic response assessment method under riverbed evolution, which relates to the technical field of water conservancy flood control and comprises the following steps: analyzing evolution conditions of a river main stream and a historical river channel of each tributary, selecting an initial topography scheme of the river, establishing a two-dimensional hydrodynamic mathematical model of the river, performing flood flow dynamic characteristic simulation of the initial topography scheme and different riverbed variation schemes, and analyzing to obtain an approximate equation representing the influence of riverbed flushing and silting variation on the river downstream main stream and the hydrodynamic of each tributary; according to the hydrodynamic response evaluation method under the river bed evolution, through researching the correlation characteristics of the water flow motion changes of rivers, branches and river branches and the river bed evolution, the correlation relation between the river, branch along-course flood level change quantity, flood peak flow, tide receiving quantity, split ratio and average river bed flushing and silting change quantity is revealed, a plurality of relational expressions are summarized and proposed, research and analysis can be carried out according to the expressions, and the precision and convenience of flood control prediction are improved.
Description
Technical Field
The invention relates to the technical field of water conservancy flood control, in particular to a hydrodynamic response assessment method under riverbed evolution.
Background
The root cause of river bed evolution is sand transport imbalance. If the upstream amount of the incoming sand is not suitable for the sand conveying capacity of the river reach, the river bed of the river reach is deformed. When the upstream inflow sand amount is larger than the sand conveying capacity of the river reach, the water flow can not convey all the upstream inflow sand, and part of sediment can be deposited on the river reach; when the upstream sand quantity is smaller than the sand conveying capacity of the river reach, the sand quantity can not meet the requirement of the sand conveying capacity of the river reach, so that the river bed is flushed. On one hand, the evolution result of the river bed has a great influence on the change of the water flow movement law, and on the other hand, the river bed evolution has a causal relationship with the hydrodynamic force.
Therefore, the inherent relation and the change relation between flood dynamic conditions such as the along-course flood level change quantity, flood peak flow, tide receiving quantity, correlation between river tributary flow distribution ratio and average river bed erosion and deposition change quantity and the like and the river bed evolution are required to be researched, and convenience is provided for flood control 'forecast, early warning, preview and planning'.
Disclosure of Invention
The invention aims to provide a hydrodynamic response evaluation method under riverbed evolution so as to solve the defects in the prior art.
In order to achieve the above object, the present invention provides the following technical solutions: a hydrodynamic response assessment method under riverbed evolution, comprising the steps of:
collecting historical evolution data of river main flows, main branch of a river and branch river channels, analyzing the evolution condition of river beds, selecting initial topography and initial schemes of the river channels, establishing a two-dimensional hydrodynamic mathematical model of the river channels, performing flood flow dynamic simulation analysis on the initial schemes and different river bed change schemes by using the mathematical model, and comparing flood flow dynamic characteristics of the initial schemes and other different river bed change schemes;
setting a target point, taking the water level of each river bed change scheme at different mileage positions from the target point by the target point, analyzing the variation rule of the water level of each point along the path along with the river bed, and carrying out fitting formula analysis on water level data of each scheme by utilizing origin data analysis and image drawing software based on the variation condition of the initial topography of a river channel and the difference of mileage number from the target point to obtain the expression of the flood level variation value of each point along the path of the river compared with the initial scheme by the main branch of a river and branch points of the river;
analyzing the variation condition of the average erosion and deposition variation quantity of the main branch and the secondary branch of the river branch of a river, the secondary branch and the primary branch of the river branch of a river along with the main flow and the main branch of the river, and obtaining the expression of the variation of the flow of the primary branch and the secondary branch of the river and the flood peak distribution ratio along with the average erosion and deposition of the river bed on the main branch and the primary branch of the river branch of a river, the secondary branch of the river and the primary branch of the river branch of a river by utilizing the Originlab data analysis and the image drawing software for fitting analysis;
recording reservoir drainage flow of a target point, acquiring the change condition of the average diversion ratio along with the average flushing and silting change quantity of a main branch river bed and a main branch river in the rising and falling tide process of a branch river and a main branch river on a main branch of a river, and obtaining an expression of the average flushing and silting change of the current diversion ratio along with the river bed by utilizing origin data analysis and image drawing software fitting analysis;
recording reservoir drainage flow of a target point, obtaining the change condition of the maximum rising tide flow of each section of a river along with the average flushing and silting change quantity of a main branch river bed, and obtaining an expression of the maximum rising tide flow of each section along with the average flushing and silting change of the river bed by utilizing Originlab data analysis and image drawing software fitting analysis.
Further, the historical evolution data of the main flow, the main branch of a river and the branched river channel comprises the sludge height and the brushing depth of the main flow, the main branch of a river and the branched river channel.
Further, the change rule of the average flushing and silting change quantity of the river main branch of a river, the branch river and the branch river on the main branch of a river is that the flow of the peak of the first branch and the flow of the peak of the second branch river are changed along with the average flushing and silting of the main branch river, the average flow of the branch river and the average flushing and silting of the second branch river in the rising and falling tide process on the main branch of a river are changed along with the average flushing and silting of the main branch river, and the maximum rising tide flow of each section of the river is changed along with the average flushing and silting of the main river.
Further, compared with the flood level change value of the initial scheme, the expression of the main flow and the main and branch along-way points of the river is as follows:
，
，
，
in the method, in the process of the invention,indicating the water level change>Represents the average flushing and silting change of river main flow and main branch river bed, x represents the mileage, k is coefficient, b is compensation quantity,>are all activation functions related to mileage x.
Further, the expression that the flood peak flow of the second branch on the main branch of a river and the river bed changes is as follows:
Q b =k 1 +b 1 ，
in which Q b Representing the peak flow rate of the branch or the branch on the main branch of a river,represents the average flushing and silting change, k of river main flow and main branch river bed 1 As coefficients, b 1 The compensation amounts are constant.
Further, the expression that the flood peak split ratio of the branched river II on the branched and main branch of a river changes along with the riverbed is as follows:
η b =k 2 +b 2 ，
wherein eta is b Representing the peak split ratio of the branch or the branch on the main branch of a river,represents the average flushing and silting change, k of river main flow and main branch river bed 2 As coefficients, b 2 The compensation amounts are constant.
Further, the expression that the average split ratio of the rising and falling tide of the two typical big tide working conditions of the branch and the main branch branch of a river of the river changes along with the riverbed is as follows:
η b '=k 3 +b 3 ，
wherein eta is b ' represents the average split ratio of the rising and falling tides of the secondary typical heavy tide conditions on the secondary branch or main branch of a river,represents the average flushing and silting change, k of river main flow and main branch river bed 3 As coefficients, b 3 The compensation amounts are constant.
Further, the expression that the maximum rising current of each section changes along with the riverbed is as follows:
Q=k 4 +b 4 ，
wherein Q represents the maximum tide flow of typical tide conditions of each section,represents the average flushing and silting change, k of river main flow and main branch river bed 4 As coefficients, b 4 The compensation amounts are constant.
Further, the river channel has two primary branches, namely a main branch branch of a river and a branch, wherein the main branch branch of a river is divided into two branches branch of a river, namely a first branch and a second branch, respectively, wherein the first branch is a main branch in the secondary branch, and the second branch is a secondary branch in the secondary branch.
Further, there are three to six sections, wherein the peak flow and peak split ratio statistical sections are located at the inlet sections of the branch and the second branch, the rising and falling tide split ratio statistical sections are located at the outlet sections of the branch and the second branch, the rising and falling tide flow statistical sections are located at the split-flow sections, the converging-flow sections and the outlet sections of the branch and the second branch of the main branch of a river and the branch, the first and second branches of the third and fourth branches, respectively, and the sections are all arranged at the downstream of the target point.
Compared with the prior art, the hydrodynamic response evaluation method under the evolution of the river bed, provided by the invention, has the advantages that the correlation between the river main flow, the main support branch of a river along-path flood level variation, the flood peak flow, the tide receiving amount, the split ratio and the average riverbed dredging variation is revealed by researching the correlation characteristics of the river main flow, the main support and the river bed evolution, a plurality of relational expressions are summarized and proposed, research and analysis can be carried out according to the expressions, the response process of the river flood tide dynamic variation characteristics along with the river bed evolution is predicted and evaluated, and the flood control prediction precision and convenience are improved.
Drawings
In order to more clearly illustrate the embodiments of the present application or the technical solutions in the prior art, the drawings that are needed in the embodiments will be briefly described below, and it is obvious that the drawings in the following description are only some embodiments described in the present invention, and other drawings may be obtained according to these drawings for a person having ordinary skill in the art.
FIG. 1 shows water level distribution of various river bed variation schemes of Minjiang downstream main stream and 50 years-flood-encountering-flood along each course;
FIG. 2 shows the water level distribution of each point along the 50-year flood in the north harbor downstream of Minjiang, which is provided by the embodiment of the invention, according to different riverbed changing schemes;
FIG. 3 is a graph showing the relationship between the main flow of the downriver of Minjiang and the peak water level of 50 years flood at the part of the north and south harbors of different river bed change schemes compared with the initial scheme;
FIG. 4 is a graph showing the relationship of the flow rate of a flood peak in the north port and Long Xiangdao right branch of a river years according to the change of the topography, provided by the embodiment of the invention;
FIG. 5 is a graph showing the relationship of the peak split ratio of the northern harbor and Long Xiangdao to branch of a river years-flood peak as the topography changes;
FIG. 6 is a graph showing the relationship between the average split ratio of the fluctuation tide of typical withered water and big tide conditions in North harbor and Long Xiangdao right branch of a river according to the embodiment of the invention and the change of the average split ratio along with the terrain;
FIG. 7 is a graph showing the relationship of maximum rising tide flow of each typical section of typical dry and heavy tide working conditions according to the change of topography;
FIG. 8 is a schematic view of exemplary cross-sectional plan positions provided by an embodiment of the present invention;
fig. 9 is a method step diagram provided in an embodiment of the present invention.
Detailed Description
In order to make the technical scheme of the present invention better understood by those skilled in the art, the present invention will be further described in detail with reference to the accompanying drawings.
In the description of the present invention, it should be understood that the terms "center", "longitudinal", "lateral", "length", "width", "thickness", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", "clockwise", "counterclockwise", etc. indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings are merely for convenience in describing the present invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, be configured and operated in a specific orientation, and thus should not be construed as limiting the present invention.
Furthermore, the terms "first," "second," and the like, are used for descriptive purposes only and are not to be construed as indicating or implying a relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defining "a first" or "a second" may explicitly or implicitly include one or more of the described features. In the description of the present invention, the meaning of "a plurality" is two or more, unless explicitly defined otherwise. Furthermore, the terms "mounted," "connected," "coupled," and "connected" are to be construed broadly, and may be, for example, fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; can be directly connected or indirectly connected through an intermediate medium, and can be communication between two elements. The specific meaning of the above terms in the present invention will be understood in specific cases by those of ordinary skill in the art.
Example embodiments will be described more fully hereinafter with reference to the accompanying drawings, but may be embodied in various forms and should not be construed as limited to the embodiments set forth herein. Rather, these embodiments are provided so that this disclosure will be thorough and complete, and will fully convey the scope of the disclosure to those skilled in the art.
Embodiments of the disclosure and features of embodiments may be combined with each other without conflict.
As used herein, the term "and/or" includes any and all combinations of one or more of the associated listed items.
The terminology used herein is for the purpose of describing particular embodiments only and is not intended to be limiting of the disclosure. As used herein, the singular forms "a," "an," and "the" are intended to include the plural forms as well, unless the context clearly indicates otherwise. It will be further understood that the terms "comprises" and/or "comprising," when used in this specification, specify the presence of stated features, integers, steps, operations, elements, and/or components, but do not preclude the presence or addition of one or more other features, integers, steps, operations, elements, components, and/or groups thereof.
Embodiments described herein may be described with reference to plan and/or cross-sectional views with the aid of idealized schematic diagrams of the present disclosure. Accordingly, the example illustrations may be modified in accordance with manufacturing techniques and/or tolerances. Thus, the embodiments are not limited to the embodiments shown in the drawings, but include modifications of the configuration formed based on the manufacturing process. Thus, the regions illustrated in the figures have schematic properties and the shapes of the regions illustrated in the figures illustrate the particular shapes of the regions of the elements, but are not intended to be limiting.
Unless otherwise defined, all terms (including technical and scientific terms) used herein have the same meaning as commonly understood by one of ordinary skill in the art. It will be further understood that terms, such as those defined in commonly used dictionaries, should be interpreted as having a meaning that is consistent with their meaning in the context of the relevant art and the present disclosure, and will not be interpreted in an idealized or overly formal sense unless expressly so defined herein.
Referring to fig. 1-9, a method for evaluating hydrodynamic response under riverbed evolution includes the following steps:
s1, collecting historical evolution data of river main flows, main branch of a river and branch river channels, analyzing the evolution condition of the river beds, selecting initial topography and initial schemes of the river channels, establishing a two-dimensional hydrodynamic mathematical model of the river channels, carrying out flood flow dynamic simulation analysis on the initial schemes and different river bed change schemes by using the mathematical model, and comparing flood flow dynamic characteristics of the initial schemes and other different river bed change schemes. The river main flow selects the main flow at the downstream of the Minjian river, the branch flow selects the south harbor and the north harbor of the Minjian river, and the river bed change scheme based on the evolution analysis of the river bed at the downstream of the Minjian river is specifically referred to as follows:
TABLE 1
In the table of the present invention,indicating the mean drift change of the main stream downstream of Minjian and the south harbor river bed, "+" for the sludge height, "-" for the brush depth.
S2, analyzing the relevance of flood level and river bed evolution, and specifically:
setting a target point, calculating and comparing the water levels of various riverbed change schemes at different mileage positions from the target point by using a two-dimensional hydrodynamic mathematical model of the riverway, calculating the calculated results as shown in fig. 1 and 2, counting the change values of various points at different distances from the target point under various riverbed change schemes compared with the initial scheme, and analyzing the change rule of the flood level of each point along with the river bed flushing and silting as shown in tables 2 and 3. The target point is under the Minjiang water gap dam, flood standards are met for 50 years, and the rule that flood level changes at different distances from the target point change along with the change of the river bed is found by referring to FIG. 3 to be approximately in a linear change rule; according to the data in tables 2 and 3, and based on the variation condition of the initial topography of the river channel and the difference of the mileage from the target point, by means of origin data analysis and image drawing software, the expression of the main flow and main branch of a river and branch along-path points of the river channel compared with the flood level variation value of the initial scheme is fitted:
，
，
，
in the method, in the process of the invention,represents the water level change (in m), +.>Mean flung change of river main stream and main branch riverbed is expressed (the flung takes "+", the flung takes "-", the unit is m, the same applies below), x represents mileage (i.e. distance from target point, the unit is km), k is coefficient, b is compensation quantity>Are all activation functions related to mileage x.
The expression of fitting river main flow, main branch of a river and branch water level along with the deformation of the river bed by using different schemes of digital-analog calculation data is specifically as follows, wherein the river is Minjian river, the river main flow is Minjian downstream main flow, main branch of a river is south harbor, the branch is North harbor, and the target point is Minjian river mouth reservoir dam:
main flow downstream of Minjiang:
；
south port:
；
north port:
。
TABLE 2
TABLE 3 Table 3
S3, analyzing the relevance of flood peak flow and split ratio and river bed evolution, and specifically:
analyzing the variation condition of the average erosion and deposition variation quantity of main river branch of a river, branch and branch river I and branch river II on main river branch of a river, and obtaining the expression of the variation of the flow of main river I and branch river II and the flood peak distribution ratio along with the average erosion and deposition of the river bed on main river branch of a river, branch and main river branch of a river by using Originlab data analysis and image drawing software fitting analysis:
Q b =k 1 +b 1 ，
in which Q b Representing the peak flow rate of the branch or the branch on the main branch of a river,represents the average flushing and silting change, k of river main flow and main branch river bed 1 As coefficients, b 1 The compensation amounts are constant;
the expression of the flood peak split ratio of the secondary branch and the secondary branch on the main branch of a river along with the change of the river bed is as follows:
η b =k 2 +b 2 ，
wherein eta is b Representing the peak split ratio of the branch or the branch on the main branch of a river,represents the average flushing and silting change, k of river main flow and main branch river bed 2 As coefficients, b 2 The compensation amounts are constant.
The main flow is downstream main flow of Minjiang, main branch of a river and branch are respectively south harbor and north harbor, the first branch river and the second branch river are respectively left branch of a river and right branch of a river of Dragon-shaped Xiang island, and flood standard is 50 years. By using the analysis result of digital-analog calculation, the analysis finds that the change is also approximately in a linear change rule, please refer to fig. 4 and 5 and tables 4 and 5, and the data fitting analysis can express the peak flow rate and the peak split ratio of branch of a river on the right side of north port and Long Xiangdao along with the change of the terrain by the following formula:
northern harbor flood peak traffic:
；
long Xiangdao right branch of a river flood peak flow:
；
peak split ratio of northern harbor flood:
；
long Xiangdao right branch of a river flood peak split ratio:
；
TABLE 4 Table 4
| Variation of riverbed DeltaZ (m) | -3 | -2 | -1 | 0 | 1 |
| Northern harbor flood peak flow Q b （m³/s） | 3870.5 | 4432.69 | 5050.48 | 5669.06 | 6319.93 |
| Long Xiangdao right branch of a river flood peak flow rate Q y （m³/s） | 6914.67 | 6290.23 | 5652.78 | 5010.86 | 4410.5 |
TABLE 5
| Variation of riverbed DeltaZ (m) | -3 | -2 | -1 | 0 | 1 |
| Peak split ratio η of northern harbor flood b （×100%） | 0.115 | 0.135 | 0.155 | 0.174 | 0.195 |
| Long Xiangdao right branch of a river flood peak split ratio eta y （×100%） | 0.233 | 0.217 | 0.2 | 0.182 | 0.169 |
S4, analyzing the relevance of the tidal current split ratio and the evolution of the river bed, and specifically:
recording reservoir drainage flow of a target point, acquiring the change condition of the average diversion ratio along with the average diversion variation of the main branch river bed and the main branch river bed in the rising and falling tide process of the branch and the main branch river bed on the main branch of a river, and obtaining an expression of the average diversion ratio along with the river bed by utilizing Originlab data analysis and image drawing software fitting analysis:
η b '=k 3 +b 3 ，
wherein eta is b ' represents the average split ratio of the rising and falling tides of the secondary typical heavy tide conditions on the secondary branch or main branch of a river,represents the average flushing and silting change, k of river main flow and main branch river bed 3 As coefficients, b 3 The compensation amounts are constant;
the reservoir drainage volume of the target point is 308 m/s, branch and branch river are Minjian north harbor and Long Xiangdao right branch of a river, main branch of a river river bed is south harbor river bed, the analysis result is calculated by using digital modulus, the flow distribution ratio is found to be approximately linear distribution law along with the change of the river bed through analysis, and the distribution ratio along with the change of the river bed can be expressed as follows by referring to fig. 7 and table 6 and by data fitting analysis:
average split ratio of rising tide and falling tide under typical big tide working conditions in North harbor:
；/>
long Xiangdao right branch of a river typical climax working condition rising and falling average split ratio:
；
TABLE 6
| Variation of riverbed DeltaZ (m) | -3 | -2 | -1 | 0 | 1 |
| Average split ratio eta of rising and falling tide under typical big tide working condition of north port b '（×100%） | 0.147 | 0.165 | 0.183 | 0.200 | 0.218 |
| Long Xiangdao right branch of a river typical heavy tide working condition rising and falling tide average split ratio eta y '（×100%） | 0.178 | 0.143 | 0.103 | 0.063 | 0.028 |
S5, analyzing the correlation between the tide level and the evolution of the river bed, and specifically:
recording the reservoir drainage flow of the target point, obtaining and analyzing the variation of the maximum tidal current rising flow of each section downstream of the river along with the main flow and the main branch river bed in the process that the open sea encounters typical astronomical big tide flow,
the expression of the river main flow and the main branch of a river, the main branch typical section tidal power change (characterized by the maximum rising tidal flow) along with the main flow and the main branch river bed topography change is as follows:
Q=k 4 +b 4 ，
wherein Q represents the maximum tide flow of typical tide conditions of each section,represents the average flushing and silting change, k of river main flow and main branch river bed 4 As coefficients, b 4 The compensation amounts are constant;
the river is Minjiang, the main branch of a river is south harbor, the reservoir drainage volume of the target point is 308 m/s, the analysis result is calculated by using a digital-analog, as shown in fig. 7 and table 7, the analysis shows that the maximum fluctuation flow of each typical section (the position is shown in fig. 8) is approximately linearly changed along with the terrain, and the data fitting analysis shows that the maximum fluctuation flow of each typical section along with the terrain can be expressed as follows:
maximum rising tide of first section: qz= 654.078-3176.29 ；
Maximum rising tide of the second section: qk= 943.736-4464.66；
Third section maximum flow rate: qw= -54.7307-891.965；
Maximum rising tide flow of fourth section: qxk = 1511.77-13855.6；
Fifth section maximum flow rise: qx= -103.307-3790.7；
Sixth section maximum flow rate: qb= 1372.03-20724.4。
The first section is a bamboo split section, the second section is a branch section Gong Duanmian, the third section is a mountain section, the fourth section is a isthmus section, the fifth section is a lower door continent section, the sixth section is a Bai Yantan section, and the sections are all located at the downstream of the target point.
TABLE 7
| Variation of riverbed DeltaZ (m) | -3 | -2 | -1 | 0 | 1 |
| The maximum flow (m_b) of the first section (Zhuqi) | -5126 | -4510 | -3843 | -3124 | -2549 |
| Maximum flow (m_b/s) of second section (Kegong) | -7331 | -6322 | -5387 | -4457 | -3545 |
| Maximum flow (m_s) of third section (Wenshan) | -725 | -781 | -842 | -899 | -940 |
| Maximum flow rate (m/s) of the fourth section (isthmus) | -18276 | -16953 | -15459 | -13909 | -12240 |
| Maximum flow (m_b) of fifth section (lower gate continent) | -3484 | -3580 | -3699 | -3766 | -3908 |
| Maximum flow rate (m_s) of sixth section (Bai Yantan) | -24741 | -23562 | -22131 | -20769 | -19278 |
While certain exemplary embodiments of the present invention have been described above by way of illustration only, it will be apparent to those of ordinary skill in the art that modifications may be made to the described embodiments in various different ways without departing from the spirit and scope of the invention. Accordingly, the drawings and description are to be regarded as illustrative in nature and not as restrictive of the scope of the invention, which is defined by the appended claims.
Claims (5)
1. A hydrodynamic response assessment method under riverbed evolution is characterized in that: the method comprises the following steps:
collecting historical evolution data of river main flows, main branch of a river and branch river channels, analyzing the evolution condition of river beds, selecting initial topography and initial schemes of the river channels, establishing a two-dimensional hydrodynamic mathematical model of the river channels, performing flood flow dynamic simulation analysis on the initial schemes and different river bed change schemes by using the mathematical model, and comparing flood flow dynamic characteristics of the initial schemes and other different river bed change schemes;
setting a target point, taking the water level of each river bed change scheme at different mileage positions from the target point by the target point, analyzing the variation rule of the water level of each point along the path along with the river bed, and carrying out fitting formula analysis on water level data of each scheme by utilizing origin data analysis and image drawing software based on the variation condition of the initial topography of a river channel and the difference of mileage number from the target point to obtain the expression of the flood level variation value of each point along the path of the river compared with the initial scheme by the main branch of a river and branch points of the river;
analyzing the variation condition of the average erosion and deposition variation quantity of the main branch and the secondary branch of the river branch of a river, the secondary branch and the primary branch of the river branch of a river along with the main flow and the main branch of the river, and obtaining the expression of the variation of the flow of the primary branch and the secondary branch of the river and the flood peak distribution ratio along with the average erosion and deposition of the river bed on the main branch and the primary branch of the river branch of a river, the secondary branch of the river and the primary branch of the river branch of a river by utilizing the Originlab data analysis and the image drawing software for fitting analysis;
recording reservoir drainage flow of a target point, acquiring the change condition of the average diversion ratio along with the average flushing and silting change quantity of a main branch river bed and a main branch river in the rising and falling tide process of a branch river and a main branch river on a main branch of a river, and obtaining an expression of the average flushing and silting change of the current diversion ratio along with the river bed by utilizing origin data analysis and image drawing software fitting analysis;
recording reservoir drainage flow of a target point, acquiring the change condition of the maximum rising tide flow of each section of a river along with the average flushing and silting change quantity of a main branch river bed, and obtaining an expression of the maximum rising tide flow of each section along with the average flushing and silting change of the river bed by utilizing Originlab data analysis and image drawing software fitting analysis;
the expression of the flood level change value of each point along the main flow and the branch flow of the river compared with the initial scheme is as follows:
，
，
，
in the method, in the process of the invention,indicating the water level change>Represents the average flushing and silting change of river main flow and main branch river bed, x represents the mileage, k is coefficient, b is compensation quantity,>are all activation functions related to mileage x;
the expression of the variation of the flood peak flow of the secondary side branch on the secondary side branch and the primary side branch branch of a river along with the river bed is as follows:
，
in the method, in the process of the invention,represents the peak flow of the branch or the branch on the main branch of a river, +.>Represents the average flushing and silting change, k of river main flow and main branch river bed 1 As coefficients, b 1 The compensation amounts are constant;
the expression that the flood peak split ratio of the secondary side branch and the primary side branch branch of a river changes along with the river bed is as follows:
η b =k 2 +b 2 ，
wherein eta is b Representing the peak split ratio of the branch or the branch on the main branch of a river,represents the average flushing and silting change, k of river main flow and main branch river bed 2 As coefficients, b 2 The compensation amounts are constant;
the expression of the average split ratio of the rising and falling tides of the typical big tide working conditions of the branched river on the main branch of a river and the branched river on the river along with the change of the riverbed is as follows:
η b '=k 3 +b 3 ，
wherein eta is b ' represents the average split ratio of the rising and falling tides of the secondary typical heavy tide conditions on the secondary branch or main branch of a river,represents the average flushing and silting change, k of river main flow and main branch river bed 3 As coefficients, b 3 The compensation amounts are constant;
the expression that the maximum rising tide of each section changes along with the riverbed is as follows:
Q=k 4 +b 4 ，
wherein Q represents the maximum tide flow of typical tide conditions of each section,represents the average flushing and silting change, k of river main flow and main branch river bed 4 As coefficients, b 4 The compensation amounts are constant.
2. The method for evaluating hydrodynamic response under riverbed evolution according to claim 1, wherein: the historical evolution data of the main flow, the main branch of a river and the branched river channel comprises the sludge height and the brushing depth of the main branch of a river and the branched river channel.
3. The method for evaluating hydrodynamic response under riverbed evolution according to claim 1, wherein: the average diversion ratio of the river two on the branch and the main branch of a river in the rising and falling tide process is changed along with the average flushing of the main river and the main branch, and the maximum rising tide flow of each section of the river is changed along with the average flushing of the main river and the main branch river in a linear change rule.
4. The method for evaluating hydrodynamic response under riverbed evolution according to claim 1, wherein: the river channel has two primary branches, namely a main branch branch of a river and a branch, wherein the main branch branch of a river is divided into two branches branch of a river, namely a first branch river and a second branch river, respectively, wherein the first branch river is a main branch in the secondary branch, and the second branch river is a secondary branch in the secondary branch.
5. The method for evaluating hydrodynamic response under riverbed evolution according to claim 1, wherein: the number of the sections is three to six, wherein flood peak flow and flood peak split ratio statistical sections are positioned at inlet sections of branch and branch river II, fluctuation tide split ratio statistical sections are respectively positioned at outlet sections of branch and branch river II, fluctuation tide flow statistical sections are respectively positioned at diversion port sections, confluence port sections and outlet sections of branch and branch river II of main branch of a river and branch river II and branch river I and branch river II, and the sections are all arranged at the downstream of the target point.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202311806888.3A CN117454061B (en) | 2023-12-26 | 2023-12-26 | Hydrodynamic response assessment method under riverbed evolution |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202311806888.3A CN117454061B (en) | 2023-12-26 | 2023-12-26 | Hydrodynamic response assessment method under riverbed evolution |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN117454061A CN117454061A (en) | 2024-01-26 |
| CN117454061B true CN117454061B (en) | 2024-03-15 |
Family
ID=89591314
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202311806888.3A Active CN117454061B (en) | 2023-12-26 | 2023-12-26 | Hydrodynamic response assessment method under riverbed evolution |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN117454061B (en) |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN119514428B (en) * | 2025-01-20 | 2025-04-01 | 福建省水利水电勘测设计研究院有限公司 | Method for analyzing influence of bifurcate type river tributary flood discharge on characteristic water level of main flow gate dam |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104047256A (en) * | 2014-05-16 | 2014-09-17 | 福建省水利水电勘测设计研究院 | Water level response estimation method of river bed evolutions in different areas under hydrodynamism |
| CN106372375A (en) * | 2016-10-26 | 2017-02-01 | 武汉大学 | Method for predicting diversion ratio change of distributary channels of two-stage bifurcated riverway in the downstream of reservoir |
| CN109145457A (en) * | 2018-08-23 | 2019-01-04 | 湖北省水利水电规划勘测设计院 | A kind of river type division methods for transmitting and obstruct mechanism based on longitudinal River regularized |
| CN114049013A (en) * | 2021-11-16 | 2022-02-15 | 河海大学 | A research method for the diversion ratio and the pollution ratio of a branch channel and its evolution law |
| CN116822400A (en) * | 2023-05-30 | 2023-09-29 | 长江勘测规划设计研究有限责任公司 | One-dimensional unsteady flow simulation method suitable for large-scale plain river network |
-
2023
- 2023-12-26 CN CN202311806888.3A patent/CN117454061B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104047256A (en) * | 2014-05-16 | 2014-09-17 | 福建省水利水电勘测设计研究院 | Water level response estimation method of river bed evolutions in different areas under hydrodynamism |
| CN106372375A (en) * | 2016-10-26 | 2017-02-01 | 武汉大学 | Method for predicting diversion ratio change of distributary channels of two-stage bifurcated riverway in the downstream of reservoir |
| CN109145457A (en) * | 2018-08-23 | 2019-01-04 | 湖北省水利水电规划勘测设计院 | A kind of river type division methods for transmitting and obstruct mechanism based on longitudinal River regularized |
| CN114049013A (en) * | 2021-11-16 | 2022-02-15 | 河海大学 | A research method for the diversion ratio and the pollution ratio of a branch channel and its evolution law |
| WO2023087995A1 (en) * | 2021-11-16 | 2023-05-25 | 河海大学 | Research method for diversion ratio and pollutant transport flux ratio of braided river and evolution rule of both |
| CN116822400A (en) * | 2023-05-30 | 2023-09-29 | 长江勘测规划设计研究有限责任公司 | One-dimensional unsteady flow simulation method suitable for large-scale plain river network |
Non-Patent Citations (2)
| Title |
|---|
| 上游径流变化对长江澄通河段汊道分流比的影响;姜宁林;张长宽;陈永平;;人民长江;20121214(第23期);全文 * |
| 长江下游大通—江阴段近五十年河床演变特征及其原因分析;屈贵贤;中国博士学位论文全文数据库;20141115;全文 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN117454061A (en) | 2024-01-26 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| Van Rijn | Sediment transport and budget of the central coastal zone of Holland | |
| CN117454061B (en) | Hydrodynamic response assessment method under riverbed evolution | |
| CN104631392B (en) | A Design Method for Waterway Regulation Based on River Correlation | |
| Ji et al. | Fluvial sediment source to sink transfer at the Yellow River Delta: Quantifications, causes, and environmental impacts | |
| CN108665114A (en) | A kind of plain river network pollution of area source water quality method of response calculation based on virtual contact | |
| CN113887087B (en) | Method and system for calculating channel siltation caused by sediment transport in tidal river reach | |
| CN114580283A (en) | Numerical simulation method for medium-and long-term dynamic landform evolution of mountain stream strong tide river mouth branch section | |
| CN113159994B (en) | Ship lock siltation treatment method and device for sediment-laden river | |
| CN111560912A (en) | Method for determining submerged dike elevation before closed artificial beach | |
| Bhowmik et al. | Successional changes in habitat caused by sedimentation in navigation pools | |
| CN110442997B (en) | Estuary water area range defining method for guiding estuary habitat improvement engineering | |
| Singh et al. | Comparative study of machine learning techniques for prediction of scour depth around Spur Dikes | |
| CN109360271B (en) | Riversection scale-based beach water level determination method with repeatability | |
| El-Jabi et al. | Stage-discharge relationship in tidal rivers | |
| Kaushik et al. | A review of sedimentation on different types of weirs | |
| Mikhailova | Many-year variations in river delta structures | |
| CN107992640A (en) | Estuary deep water fairway determines method along Cheng Yuedu minimum dredging amounts | |
| Frank et al. | Effects of topographic data resolution and spatial model resolution on a bi-dimensional hydro-morphological model | |
| Van et al. | Research on Forecasting the Effect of Sea Level Rise on the Riverbed Eccretion and Erosion Process in Sai Gon–Dong Nai River System, HCMC Area | |
| CN109446599A (en) | Calculation method and computing system applied to big regional flow | |
| CN108536987A (en) | A kind of suitable bank formula basin Sedimentation Calculation method | |
| Permatasari et al. | Study of the Impact of Sediment Rate on River Morphology Changes and Floods in the Sadar River, Mojokerto Regency | |
| CN118410732A (en) | Tidal river hydrodynamic environment lifting method | |
| Kaushik et al. | Types of Weirs | |
| Breaker | Did Positive Feedback Play a Role in the Circulation of Elkhorn Slough (Monterey Bay, California) during the Last Three Decades of the 20th Century? |
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 |