CN109918821B - Windward conservation type river overflow outflow numerical simulation method - Google Patents
Windward conservation type river overflow outflow numerical simulation method Download PDFInfo
- Publication number
- CN109918821B CN109918821B CN201910197434.8A CN201910197434A CN109918821B CN 109918821 B CN109918821 B CN 109918821B CN 201910197434 A CN201910197434 A CN 201910197434A CN 109918821 B CN109918821 B CN 109918821B
- Authority
- CN
- China
- Prior art keywords
- dimensional
- river channel
- unit
- river
- windward
- 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
Images
Abstract
The invention discloses a windward conservation type river channel overflow outflow numerical simulation method. In order to fully exert the advantages of high calculation efficiency of the one-dimensional model and high calculation precision of the two-dimensional model, the water flow in the river channel is simulated by the one-dimensional model, and the river channel overflows and flows and then is simulated by the two-dimensional mathematical model. The one-dimensional model and the two-dimensional model both adopt a finite volume method of a central format to discretely conserve the shallow water equation set, adopt an upwind conservation Godunov numerical calculation format to calculate the interface flux, have good numerical conservation characteristics and wide adaptability, and can be used in large-river and large-river regions and medium-small river regions. The water flow interaction process inside and outside the river channel is calculated by adopting a characteristic invariant theory with strict physical and mathematical meanings, the processing method can overcome the defect that the water flow interaction calculation is carried out by adopting a weir flow formula in the traditional method, the precision of the water flow interaction calculation between the one-dimensional model and the two-dimensional model is improved, and the integral quality conservation characteristic of the mathematical model is ensured.
Description
Technical Field
The invention relates to the field of hydraulic engineering, in particular to the field of flood control and disaster reduction, and specifically relates to a windward conservation type river channel overflow outflow numerical simulation method.
Background
With the change of global climate modes, extreme heavy rainfall events frequently occur, the phenomenon of overflowing of over-standard flood of a river channel often occurs, and after the overflow of the flood, serious life and property losses can be brought to residents in a submerged area. The mathematical model is used as a useful tool, can simulate the overflowing process of river flood and provides valuable decision information for flood control decision-making departments. The one-dimensional mathematical model has high calculation efficiency, and can provide a good calculation result when river water flow is simulated, but once flood overflows, the river outer water flow presents obvious two-dimensional motion characteristics, and the one-dimensional model is difficult to be reapplied at the moment. If the simulation of the water flow process inside and outside the river channel is uniformly carried out by adopting a two-dimensional mathematical model, the high calculation precision can be obtained undoubtedly, but under the current condition, the calculation efficiency of the two-dimensional model can hardly meet the requirement of real-time analysis and calculation in engineering. In view of this, the one-dimensional model and the two-dimensional model are coupled, so that the calculation efficiency of the one-dimensional model and the calculation accuracy of the two-dimensional model can be fully utilized.
At present, the one-dimensional model and the two-dimensional model coupling mode commonly used in engineering are used for calculating the interaction of water flow inside and outside a river channel in a weir flow formula mode, however, the method cannot express momentum exchange between the one-dimensional model and the two-dimensional model, meanwhile, the selection of the calculation coefficients in the weir flow formula has great uncertainty, errors are brought to the simulation of flood overflow flow, and the overflow submerging range and the accuracy degree of a submerging process are directly influenced. In addition, a numerical discrete format without shock wave capturing capability, such as a Preissmann format commonly used for river simulation, frequently used in current engineering cannot obtain a correct calculation result under conditions of steep terrain and complex flow state, and generally has a good application effect in water flow simulation of large rivers, but often fails when used for flood process simulation of rivers of medium and small rivers.
Disclosure of Invention
The invention aims to provide a high-applicability and high-precision river overflow outflow numerical simulation method, which can be used for overflow outflow simulation of large rivers and large slopes, hilly areas and hilly areas, wherein the interaction calculation of water flow inside and outside the river channel is completed by adopting a characteristic invariant theory with strict physical and mathematical significance, and the precision of a uniform and two-dimensional model coupling method is improved.
The invention is realized by the following technical scheme:
a kind of upwind conservation type river channel overflows and overflows the numerical simulation method of the outflow, the river course rivers adopt the one-dimensional mathematical model to imitate, adopt the two-dimensional mathematical model to imitate after the river overflows the trough, one-dimensional mathematical model and two-dimensional mathematical model adopt the upwind conservation type numerical format based on finite volume method to disperse, the hydraulic variable is stored in the centre of the unit, the water flow interaction inside and outside the river channel is solved through the invariant theory of the characteristic, in order to guarantee the discrete method of the whole set of numerical value has very good precision and numerical value to conserve the characteristic; the method comprises the following specific steps:
1) acquiring basic data: acquiring detailed river cross section data and river plane geometric shape data; and acquiring detailed topographic data of the inundated area outside the river channel.
2) Calculating the area dispersion: adopting a one-dimensional finite volume unit to disperse the riverway; dispersing an outer submerged area of the river channel by adopting a non-structural triangular unit; in the overflow section, a topological corresponding relation between the one-dimensional river channel unit and the triangular unit connected with the one-dimensional river channel unit needs to be established.
3) Model initialization: setting initial values of roughness and hydraulic conditions for the one-dimensional river channel unit; and interpolating elevation values of grid nodes and grid core points, and setting roughness and initial hydraulic condition values for the two-dimensional grid units.
4) Obtaining the time step dt: because the first and second mathematical models both adopt a numerical value discretization method in a display format, the time step selection is limited by the CFL condition, and the time step dt of the one-dimensional model is respectively calculated1And the time step dt of the two-dimensional model2To keep the overall calculation stable, dt is taken1And dt2The smaller value is the time step dt required for calculation, i.e. dt-min (dt)1，dt2)。
5) And (3) performing overflow section water flow interactive calculation: firstly, judging whether water flow interaction exists inside and outside a spillover section river channel, if so, calculating mass flux and momentum flux in the direction of a normal outside a connecting edge of each two-dimensional grid unit by means of a water level value of the one-dimensional river channel unit and a water depth and a flow velocity value of the two-dimensional grid unit adjacent to the one-dimensional river channel unit by means of a characteristic invariant calculation formula; mass flux and momentum flux are both 0 if the water flow has no interaction.
6) And (3) one-dimensional model calculation: simulating river water flow motion by adopting a complete one-dimensional shallow water equation set, and calculating the numerical flux of the one-dimensional river unit interface by adopting a windward conservation type HLL format based on a finite volume method; step 5), performing source item processing on the interactive water quantity of the overflow section in a one-dimensional model; after the calculation is finished, updating the hydraulic variables of all units of the one-dimensional river channel to the t + dt moment;
7) and (3) calculating a two-dimensional model: simulating the movement process of water flow outside a river channel by adopting a complete two-dimensional shallow water equation set, and calculating the interface flux of a two-dimensional unit by adopting a windward conservation Roe format based on a finite volume method; step 5), the calculated mass flux and momentum flux passing through the connecting edge of each two-dimensional grid unit are used as boundary conditions of the two-dimensional model; and after the calculation is finished, updating the hydraulic variable of the two-dimensional grid unit to the t + dt moment.
8) And (4) repeating the steps 4) -7) until the whole calculation process is completed.
Further, in the step 2), in the overflow section of the river channel, the one-dimensional river channel units are called one-dimensional connection units, a single one-dimensional connection unit generally corresponds to a plurality of two-dimensional grid units, the sides of the two-dimensional grid units connected with the one-dimensional connection units are called connection sides, each two-dimensional grid unit directly connected with the river channel unit through the connection sides is called a two-dimensional connection unit, the two-dimensional connection units cannot span two one-dimensional river channel units, that is, the length of the connection sides of the one-dimensional river channel units is equal to the sum of the lengths of the connection sides of the two-dimensional connection units corresponding.
Further, in the step 2), at the overflow section of the river channel, the number of one-dimensional river channel units needs to be encrypted, and the number of two-dimensional connecting units needs to be encrypted;
further, the length of the overflowing section river channel unit in the practical application of the step 2) is preferably not more than 200 m;
further, the connecting side length of the two-dimensional grid units in the step 2) is determined according to the landform and the landform of the overflow part, if the river has no dike, the connecting side length of the two-dimensional grid units at the position is preferably 1/3 which is smaller than the connecting side length of the river unit, and if the river has a dike, the connecting side length of the two-dimensional grid units is not preferably larger than half of the width of the top of the dike.
Further, in step 5), when water flow interaction exists between the inside and the outside of the river channel, the mass flux and the momentum flux of the connecting edges of the two-dimensional grid units are calculated through a characteristic invariant formula with a strict physical mathematical basis, wherein the calculation formula of the characteristic invariant is as shown in formula (1):
uLn+2cL＝u*+2c*(1)
in the formula: u. of*,c*As two-dimensional grid cellsFlow velocity and wave velocity in the direction of the outer normal on the connecting edge uLn,cLThe flow velocity and wave velocity of the central hydraulic element value of the two-dimensional grid cell in the normal direction outside the connecting edge are shown.
In the above formula, uLnAnd cLIs a known quantity at time t, c*Can be obtained by the water level value of the one-dimensional river channel unit, and the flow velocity u in the direction of the external normal on the two-dimensional connecting edge can be directly obtained according to the formula (1)*. Obtaining u*And then, combining the water level value of the one-dimensional river channel unit, and directly obtaining the mass flux and momentum flux passing through the outer normal direction of the two-dimensional connecting edge according to a two-dimensional shallow water equation set.
Further, in step 6), a complete one-dimensional shallow water equation set is adopted as a conservation form, specifically as shown in formula (2):
wherein x is a space variable, t is a time variable, and D, U, F, S is a vector expression of each variable in the equation set, which is specifically as follows:
in the formula: b is the width of water surface, Z is water level, Q is cross-section flow, A is the cross-section area of water passing, f1And f2Respectively representing two components of a vector F (U), g is gravity acceleration, J is on-way resistance loss, and the expression is J ═ n2Q|Q|)/(A2R4/3) R is hydraulic radius, n is Manning roughness coefficient, qlAre quality source terms.
Furthermore, when water flow interaction exists between the inside and the outside of the one-dimensional river channel unit, q islThe solution method of (2) is shown in formula (3):
in the formula: q. q.sjIs the j two-dimensional unit connecting edge connected with the one-dimensional river channel unitMass flux in the direction of the outer normal, sjThe length of the j-th two-dimensional unit connecting side is defined, and k is the number of the two-dimensional connecting units corresponding to the one-dimensional river channel unit.
Further, river section data and river plane geometric shape data are obtained in the step 1), and the river section interval is smaller than 1 km; and acquiring topographic data of the river channel outer inundation area, wherein the precision of the scale is more than 1: 10000.
The windward conservation type numerical calculation format of the Godunov format can be well suitable for various complex terrains, accurately captures free water surfaces, and can perfectly replace a traditional shallow water numerical simulation method. The windward conservation type format is used for simulating the overflowing and flowing process of the river channel, has wider applicability, can adapt to the simulation of the flood process of large rivers with gentle slopes on the one hand, and can be used for simulating the flood process of medium and small rivers with steep slopes on the other hand. In order to overcome the defect that the one-dimensional model and the two-dimensional model are coupled by adopting a weir flow formula in the prior art, the problem of water flow interaction between the one-dimensional model and the two-dimensional model is solved by adopting a characteristic invariant theory with a strict physical and mathematical basis. The method can provide a new solution with high adaptability and high precision for the calculation of the overflowing outflow of the river channel.
The invention has the beneficial effects that:
when the river overflow outflow analysis and calculation are carried out, the windward conservation type numerical format is adopted, so that the model has wider applicability, and can be used for simulating the overflow outflow process of a large river with a gentle slope and a large river, and also can be used for simulating the overflow outflow process of a small river with a large slope in a mountain and hilly area; in addition, the characteristic invariant theory with strict physical and mathematical basis is adopted to process the water flow interaction inside and outside the river channel, so that the defect of the traditional coupling mode adopting a weir flow formula can be overcome, and the simulation precision is improved. In conclusion, the method can expand the application range of the conventional river overflow flow mathematical model and improve the numerical precision.
Drawings
FIG. 1 is a flow chart of a method for calculating an overflow flow value of a windward conservation type river according to the present invention;
FIG. 2 is a coupling diagram of a one-dimensional mathematical model and a two-dimensional mathematical model, i is a one-dimensional connection unit，k1、k2、k3Is a two-dimensional connection unit, s1、s2、s3Is a connecting edge of the two-dimensional connecting unit.
Detailed Description
The invention will be further described with reference to fig. 1 and 2.
The invention provides a windward conservation type river overflow outflow numerical calculation method. On one hand, the windward conservation type numerical calculation method has wide applicability, is not only suitable for simulating the flood overflowing process of a large river with a gentle slope, but also suitable for simulating the flood overflowing process of a medium-small river in a large-slope mountain and hilly area; on the other hand, in order to ensure the overall calculation precision and conservation characteristic of the model, the calculation of the water flow interaction process inside and outside the river channel is carried out by adopting a characteristic invariant theory with a strict physical mathematical basis. The method comprises the following specific processes:
1) acquiring basic data: acquiring detailed river channel section data and river channel plane geometric shape data, wherein the river channel section interval is required to be less than 1 km; and acquiring detailed topographic data of the river outer inundation area, wherein the precision of a scale needs to be more than 1: 10000.
2) Calculating the area dispersion: adopting a one-dimensional finite volume unit to disperse the riverway; and dispersing the river outer submerged area by adopting a non-structural triangular unit. In the overflow section, a topological corresponding relation between the one-dimensional river channel unit and the triangular unit connected with the one-dimensional river channel unit needs to be established. The one-dimensional river channel units of the overflowing section are called one-dimensional connecting units, a single one-dimensional connecting unit generally corresponds to a plurality of two-dimensional grid units, edges of the two-dimensional grid units, which are connected with the one-dimensional connecting units, are called connecting edges, each two-dimensional grid unit, which is directly connected with the river channel unit through the connecting edges, is called a two-dimensional connecting unit, the two-dimensional connecting units cannot span two one-dimensional river channel unit two-dimensional grid units, namely the length of the connecting edges of the one-dimensional river channel units is equal to the sum of the lengths of the connecting edges of the. In the attached figure 2, the one-dimensional river channel unit i in the overflow section is a one-dimensional connection unit, and the two-dimensional connection unit connected with the one-dimensional river channel unit i is k1、k2And k3The corresponding connecting edges are respectively s1、s2And s3. In order to ensure the calculation accuracy, at the overflowing section of the river channel, the number of river channel units needs to be encrypted, and meanwhile, the number of two-dimensional connecting units needs to be encrypted; in practical application, the length of the overflowing section river channel unit is preferably not more than about 200m, the connecting side length of the two-dimensional grid unit is determined according to the landform and the landform of the overflowing part, if the river channel is not provided with an embankment, the connecting side length of the two-dimensional grid unit at the overflowing part is preferably 1/3 smaller than the side length of the river channel unit, and if the river channel embankment exists, the connecting side length of the triangular unit is not more than half of the top width of the embankment.
3) Model initialization: setting initial values of roughness and hydraulic conditions for the one-dimensional river channel unit; and interpolating elevation values of grid nodes and grid core points, and setting roughness and initial hydraulic condition values for the two-dimensional grid units.
4) Obtaining the time step dt: because the first and second mathematical models both adopt a numerical value discretization method in a display format, the time step selection is limited by the CFL condition, and the time step dt of the one-dimensional model is respectively calculated1And the time step dt of the two-dimensional model2To keep the overall calculation stable, dt is taken1And dt2The smaller value is the time step dt required for calculation, i.e. dt-min (dt)1，dt2)。
5) And (3) performing overflow section water flow interactive calculation: firstly, judging whether water flow interaction exists inside and outside a spillover section river channel, and if no water flow interaction exists, the mass flux and the momentum flux are both 0; if there is interaction, calculating mass flux and momentum flux in the direction of the outer normal of each grid unit connecting edge by means of a characteristic invariant calculation formula with strict physical mathematical basis and the water level value of a one-dimensional unit and the water depth and flow velocity values of the adjacent grid units, wherein the calculation formula is as shown in formula (1):
uLn+2cL＝u*+2c*(1)
u*,c*for the flow velocity and wave velocity, u, in the direction of the external normal on the connecting sides of the two-dimensional grid cellsLn,cLThe flow velocity and wave velocity of the central hydraulic element value of the two-dimensional grid cell in the normal direction outside the connecting edge are shown.
In the above formula, uLnAnd cLIs a known quantity at time t, c*Can be obtained by the water level value of the one-dimensional river channel unit, and the flow velocity u in the direction of the external normal on the two-dimensional connecting edge can be directly obtained according to the formula 1)*. Obtaining u*And then, the mass flux and the momentum flux in the direction of the outer normal of the two-dimensional connecting edge can be directly obtained by combining the water level value of the one-dimensional river channel unit.
6) And (3) one-dimensional model calculation: simulating river water flow motion by using a complete one-dimensional shallow water equation set, wherein the complete one-dimensional shallow water equation set is in a conservation form, and is specifically shown as a formula (2):
wherein x is a space variable, t is a time variable, and D, U, F, S is a vector expression of each variable in the equation set, which is specifically as follows:
in the formula: b is the width of water surface, Z is water level, Q is cross-section flow, A is the cross-section area of water passing, f1And f2Respectively representing two components of a vector F (U), g is gravity acceleration, J is on-way resistance loss, and the expression is J ═ n2Q|Q|)/(A2R4/3) R is hydraulic radius, n is Manning roughness coefficient, qlAre quality source terms. When water flow interaction exists between the inside and the outside of the one-dimensional river channel unit, q islThe solution method of (2) is shown in formula (3):
in the formula: q. q.sjMass flux in the direction of the outer normal of the j-th two-dimensional unit connecting edge connected with the one-dimensional river channel unit sjThe length of the j-th two-dimensional unit connecting side is defined, and k is the number of the two-dimensional connecting units corresponding to the one-dimensional river channel unit.
The numerical flux of the unit interface of the one-dimensional river channel is calculated by adopting a windward conservation type HLL format based on a finite volume method, the space numerical reconstruction of variables is carried out by adopting a TVD-MUSCL format, the time precision is improved to the second order by adopting a Hancock prediction correction format, and the specific numerical value discrete process can be described by the following documents (Zhanda Wei, dam bursting water flow numerical simulation based on Godunov format, 2014, China Water conservancy and hydropower publishing Co.).
Step 5), performing source item processing on the interactive water quantity of the overflow section in a one-dimensional model; and after the calculation is finished, updating the hydraulic variables of each unit of the one-dimensional river channel to the t + dt moment.
7) And (3) calculating a two-dimensional model: simulating the motion process of the water flow outside the river channel by adopting a complete two-dimensional shallow water equation set, wherein the conservation form of the complete two-dimensional shallow water equation is shown as the formula (4):
in the formula:
h is water depth, u and v are flow velocity in x and y directions respectively, t is time,slopes in x, y directions, respectively, ZbIs the elevation of the ground, g is the acceleration of gravity,the friction resistance terms in the x direction and the y direction are respectively, wherein n is a Manning roughness coefficient.
The method is characterized in that a finite volume method-based two-dimensional windward conservation Roe format discrete two-dimensional shallow water equation set is adopted, three vertex elevation data of a triangle are directly integrated to calculate a bottom slope term, a semi-hidden numerical discrete format is adopted to process a friction resistance term, and a specific numerical discrete process can be described by reference to the following documents (Zhanda Wei, right Kangming, Majianming, Virginia Viviana, Godunov format-based basin surface runoff two-dimensional numerical simulation, hydrology report, 2018,49(7):787 + 794.).
Step 5), the calculated mass flux and momentum flux passing through the connecting edge of each two-dimensional grid unit are used as boundary conditions of the two-dimensional model; and after the calculation is finished, updating the hydraulic variable of the two-dimensional grid unit to the t + dt moment.
8) And (4) repeating the steps 4) -7) until the whole calculation process is completed.
The above-mentioned embodiments are only part of the present invention, and do not cover the whole of the present invention, and on the basis of the above-mentioned embodiments and the attached drawings, those skilled in the art can obtain more embodiments without creative efforts, so that the embodiments obtained without creative efforts are all included in the protection scope of the present invention.
Claims (8)
1. A windward conservation type river overflow outflow numerical simulation method is characterized by comprising the following steps: river water flow is simulated by adopting a one-dimensional mathematical model, river water overflows out of the groove and is simulated by adopting a two-dimensional mathematical model, the one-dimensional mathematical model and the two-dimensional mathematical model are dispersed by adopting a windward conservation type numerical format based on a finite volume method, hydraulic variables are stored in the center of the unit, and water flow interaction inside and outside the river channel is solved by a characteristic invariant theory; the method comprises the following specific steps:
1) acquiring basic data: acquiring river channel section data and river channel plane geometric shape data; acquiring topographic data of an outer inundation area of a river channel;
2) calculating the area dispersion: adopting a one-dimensional finite volume unit to disperse the riverway; dispersing an outer submerged area of the river channel by adopting a non-structural triangular unit; in the overflow section, a topological corresponding relation between a one-dimensional river channel unit and a triangular unit connected with the one-dimensional river channel unit needs to be established; in the overflowing section of the river channel, one-dimensional river channel units are called one-dimensional connecting units, a single one-dimensional connecting unit corresponds to more than 1 two-dimensional grid unit, the sides of the two-dimensional grid units, which are connected with the one-dimensional connecting units, are called connecting sides, each two-dimensional grid unit, which is directly connected with the river channel unit through the connecting sides, is called a two-dimensional connecting unit, and the length of the connecting sides of the one-dimensional river channel units is equal to the sum of the lengths of the connecting sides of the two-dimensional connecting units;
3) model initialization: setting initial values of roughness and hydraulic conditions for the one-dimensional river channel unit; interpolating elevation values of grid nodes and grid core points, and setting roughness and initial hydraulic condition values for the two-dimensional grid units;
4) obtaining the time step dt: calculating the time step dt of the one-dimensional model respectively1And the time step dt of the two-dimensional model2Taking dt1And dt2The smaller value is the time step dt required by calculation;
5) and (3) performing overflow section water flow interactive calculation: firstly, judging whether water flow interaction exists inside and outside a spillover section river channel, if so, calculating mass flux and momentum flux in the direction of a normal outside a connecting edge of each two-dimensional grid unit by means of a water level value of the one-dimensional river channel unit and a water depth and a flow velocity value of the two-dimensional grid unit adjacent to the one-dimensional river channel unit by means of a characteristic invariant calculation formula; if no water flow interaction exists, the mass flux and the momentum flux are both 0; when water flow interaction exists inside and outside the river channel, the mass flux and the momentum flux of the connecting edges of the two-dimensional grid units are calculated through a characteristic invariant formula, wherein the calculation formula of the characteristic invariant is as shown in formula (1):
uLn+2cL＝u*+2c*(1)
in the formula: u. of*,c*For the flow velocity and wave velocity, u, in the direction of the external normal on the connecting sides of the two-dimensional grid cellsLn,cLThe flow velocity and wave velocity of the central hydraulic element value of the two-dimensional grid unit in the normal direction outside the connecting edge are obtained; wherein, c*Obtaining the water level value of the one-dimensional river channel unit;
6) and (3) one-dimensional model calculation: simulating river water flow motion by adopting a complete one-dimensional shallow water equation set, and calculating the numerical flux of the one-dimensional river unit interface by adopting a windward conservation type HLL format based on a finite volume method; step 5), performing source item processing on the interactive water quantity of the overflow section in a one-dimensional model; after the calculation is finished, updating the hydraulic variables of all units of the one-dimensional river channel to the t + dt moment;
7) and (3) calculating a two-dimensional model: simulating the movement process of water flow outside a river channel by adopting a complete two-dimensional shallow water equation set, and calculating the interface flux of a two-dimensional unit by adopting a windward conservation Roe format based on a finite volume method; step 5), the calculated mass flux and momentum flux passing through the connecting edge of each two-dimensional grid unit are used as boundary conditions of the two-dimensional model; after the calculation is finished, updating the hydraulic variable of the two-dimensional grid unit to the t + dt moment;
8) and (4) repeating the steps 4) -7) until the whole calculation process is completed.
2. The method for simulating the overflow flow numerical value of the windward conservation type river channel according to claim 1, wherein the method comprises the following steps: and 2) encrypting the one-dimensional river channel unit number and simultaneously encrypting the two-dimensional connecting unit number at the overflowing section of the river channel.
3. The method for simulating the overflow flow numerical value of the windward conservation type river channel according to claim 1, wherein the method comprises the following steps: the length of the overflowing section river channel unit in the step 2) is not more than 200 m.
4. The method for simulating the overflow flow numerical value of the windward conservation type river channel according to claim 1, wherein the method comprises the following steps: in the step 2), the river has no dike, and the connecting side length of the two-dimensional grid unit at the overflow part is 1/3 which is smaller than the connecting side length of the river unit.
5. The method for simulating the overflow flow numerical value of the windward conservation type river channel according to claim 1, wherein the method comprises the following steps: and with the river dike, the connecting edge of the two-dimensional grid unit is not more than half of the width of the top of the dike.
6. The method for simulating the overflow flow numerical value of the windward conservation type river channel according to claim 1, wherein the method comprises the following steps: in the step 6), a complete one-dimensional shallow water equation set is adopted as a conservation form, and the formula is specifically shown as the formula (2):
wherein x is a space variable, t is a time variable, and D, U, F, S is a vector expression of each variable in the equation set, which is specifically as follows:
in the formula: b is the width of water surface, Z is water level, Q is cross-section flow, A is the cross-section area of water passing, f1And f2Respectively representing two components of a vector F (U), g is gravity acceleration, J is on-way resistance loss, and the expression is J ═ n2Q|Q|)/(A2R43) R is hydraulic radius, n is Manning roughness coefficient, qlAre quality source terms.
7. The method for simulating the overflow flow numerical value of the windward conservation type river channel according to claim 6, wherein the method comprises the following steps:
when water flow interaction exists between the inside and the outside of the one-dimensional river channel unit, q islThe solution method of (2) is shown in formula (3):
in the formula: q. q.sjMass flux in the direction of the outer normal of the j-th two-dimensional unit connecting edge connected with the one-dimensional river channel unit sjThe length of the j-th two-dimensional unit connecting side is defined, and k is the number of the two-dimensional connecting units corresponding to the one-dimensional river channel unit.
8. The method for simulating the overflow flow numerical value of the windward conservation type river channel according to claim 1, wherein the method comprises the following steps: acquiring river channel section data and river channel plane geometric shape data in the step 1), wherein the interval between river channel sections is less than 1 km; and acquiring topographic data of the river channel outer inundation area, wherein the precision of the scale is more than 1: 10000.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910197434.8A CN109918821B (en) | 2019-03-15 | 2019-03-15 | Windward conservation type river overflow outflow numerical simulation method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910197434.8A CN109918821B (en) | 2019-03-15 | 2019-03-15 | Windward conservation type river overflow outflow numerical simulation method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN109918821A CN109918821A (en) | 2019-06-21 |
| CN109918821B true CN109918821B (en) | 2020-01-14 |
Family
ID=66965044
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201910197434.8A Active CN109918821B (en) | 2019-03-15 | 2019-03-15 | Windward conservation type river overflow outflow numerical simulation method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN109918821B (en) |
Families Citing this family (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110359415B (en) * | 2019-07-10 | 2020-02-14 | 中国水利水电科学研究院 | Fishway fish passing simulation method based on individual mode |
| CN110362925B (en) * | 2019-07-16 | 2020-05-19 | 中国水利水电科学研究院 | Method for simulating overtopping and bursting flood numerical value of earth and rockfill dam comprising reservoir area |
| CN110705188B (en) * | 2019-10-06 | 2023-04-18 | 中水东北勘测设计研究有限责任公司 | High-precision format simulation method for one-dimensional ice-water coupled motion |
| CN110929443B (en) * | 2019-12-02 | 2021-11-30 | 中国水利水电科学研究院 | Two-dimensional flood simulation method based on high-precision terrain generalization |
| CN110990926B (en) * | 2019-12-02 | 2021-11-30 | 中国水利水电科学研究院 | Urban surface building hydrodynamic simulation method based on area correction rate |
| CN111881592B (en) * | 2020-08-03 | 2021-03-12 | 中国水利水电科学研究院 | River ice numerical simulation method considering river bed anchor ice |
| CN114880756A (en) * | 2022-07-07 | 2022-08-09 | 浙江贵仁信息科技股份有限公司 | One-dimensional river channel hydraulic structure overflowing simulation method and system |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102436550A (en) * | 2011-11-07 | 2012-05-02 | 武汉大学 | Self-adaptive simulative method of dam break flood on complex border and actual landform |
| CN108629135A (en) * | 2018-05-11 | 2018-10-09 | 中国水利水电科学研究院 | Non- unified high-precision curved grid flow simulation of water quality and method for visualizing and system |
| CN109271672A (en) * | 2018-08-21 | 2019-01-25 | 长江水资源保护科学研究所 | A kind of river-lake-pumping plant influences each other the river water surface curve calculation method under acting on |
Family Cites Families (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US10203268B2 (en) * | 2008-12-04 | 2019-02-12 | Laura P. Solliday | Methods for measuring and modeling the process of prestressing concrete during tensioning/detensioning based on electronic distance measurements |
| CN104077479B (en) * | 2014-06-26 | 2017-02-22 | 哈尔滨工程大学 | Parametric array sound field space distribution obtaining method based on conservation upwind scheme |
| CN106599457B (en) * | 2016-12-13 | 2017-12-05 | 中国水利水电科学研究院 | A kind of mountain torrents method for numerical simulation based on Godunov forms one, two-dimentional coupling technique |
| CN108256193B (en) * | 2018-01-10 | 2018-11-16 | 中国水利水电科学研究院 | A kind of river flood due to dam-break one, two-dimensional numerical model coupling analytical method |
-
2019
- 2019-03-15 CN CN201910197434.8A patent/CN109918821B/en active Active
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102436550A (en) * | 2011-11-07 | 2012-05-02 | 武汉大学 | Self-adaptive simulative method of dam break flood on complex border and actual landform |
| CN108629135A (en) * | 2018-05-11 | 2018-10-09 | 中国水利水电科学研究院 | Non- unified high-precision curved grid flow simulation of water quality and method for visualizing and system |
| CN109271672A (en) * | 2018-08-21 | 2019-01-25 | 长江水资源保护科学研究所 | A kind of river-lake-pumping plant influences each other the river water surface curve calculation method under acting on |
Also Published As
| Publication number | Publication date |
|---|---|
| CN109918821A (en) | 2019-06-21 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN109918821B (en) | Windward conservation type river overflow outflow numerical simulation method | |
| Gee et al. | Large‐scale floodplain modelling | |
| Begnudelli et al. | Conservative wetting and drying methodology for quadrilateral grid finite-volume models | |
| CN108021780B (en) | Mountain torrent dynamic simulation method based on irregular unstructured grid model | |
| Formetta et al. | The JGrass-NewAge system for forecasting and managing the hydrological budgets at the basin scale: models of flow generation and propagation/routing | |
| CN108446502B (en) | A method of basin unit line is obtained using full two-dimensional Shallow Water Equations | |
| CN102436550B (en) | Self-adaptive simulative method of dam break flood on complex border and actual landform | |
| CN112784502A (en) | Hydrologic-hydraulic dynamic bidirectional coupling flood prediction method | |
| CN107451372B (en) | A kind of flood of a mountain area numerical simulation method that kinematic wave is combined with dynamic wave | |
| CN112651118B (en) | Full-coupling simulation method for climate-land-hydrologic process | |
| CN110147646B (en) | Over-current processing method for linear water retaining structure under numerical simulation framework | |
| Ahmad et al. | Comparison of one-dimensional and two-dimensional hydrodynamic modeling approaches for Red river basin | |
| CN113191054A (en) | High-precision urban rainfall flood simulation method based on display card accelerated coupling pipe network | |
| CN116151152B (en) | Hydrodynamic force numerical simulation calculation method based on gridless calculation | |
| CN116108965A (en) | Method and device for calculating urban flood prediction model | |
| Duan et al. | Improved 2D shallow water model able to capture the effects of complex bathymetric features through their subgrid modeling | |
| CN115796075A (en) | River network hydrodynamic process simulation method based on branch point water quantity conservation | |
| Vashist et al. | Minimisation of overestimation of river flows in 1D-hydrodynamic modeling | |
| Martin et al. | MOD_FreeSurf2D: A MATLAB surface fluid flow model for rivers and streams | |
| Yang et al. | Predicting flood inundation and risk using GIS and hydrodynamic model: a case study at Eskilstuna, Sweden | |
| Dehghani et al. | Evaluation of artificial recharge and flood spreading scenarios for integrated surface and groundwater resources management using weap model case study (Varamin Plain) | |
| Baazm et al. | Simulation of flood flows in a river using the finite element method | |
| CN114547869B (en) | Method for processing flow boundary under two-dimensional non-structural dry beach condition | |
| Lee et al. | Development of a large basin rainfall-runoff modeling system using the object-oriented hydrologic modeling system (OHyMoS) | |
| CN116910955B (en) | Simulation method for interaction process of one-dimensional drainage pipe network and two-dimensional river water flow |
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 |