AU2020101587A4 - Coupling method of 1D and 2D hydrodynamic models based on spatial topology - Google Patents
Coupling method of 1D and 2D hydrodynamic models based on spatial topology Download PDFInfo
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Abstract
of DESCRIPTION
The invention discloses a coupling method of one-dimensional(1D) and two
dimensional(2D) hydrodynamic models based on spatial topology, which
comprises the following steps as follows: Developing a 1D hydrodynamic model,
wherein the ID hydrodynamic model comprises a ID river network model used
for simulating the stream flow in the river network and the situation of buildings
which are affected by floods, and a ID pipe network model used for simulating
the water flow situation in the urban pipe network; Developing a 2D
hydrodynamic model, wherein the 2D hydrodynamic model is used for simulating
a 2D shallow water flow on the land surface; Based on the ID river network
model and the 2D hydrodynamic model, develop the coupling method of ID and
2D model for the surface of city;Based on the ID pipe network model and the 2D
hydrodynamic model, develop the coupling method of ID and 2D model for the
flow between the surface and underground of the city. The invention provides a
robust coupling mode, which can adapt to the coupling calculation requirements
for different types of floods; By this flexible ID and 2D coupling generalization
mode, the simulating problems of flood propagation in small rivers and streets
can be effectively solved.
2/3
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Figure 2
River chanrel 2D domain
Forward
fiwconneet
Fgecur
Figure 3
Description
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Figure 2
River chanrel 2D domain
Forward fiwconneet
Fgecur
Figure 3
PATENTS ACT 1990
Coupling method of ID and 2D hydrodynamic models based on spatial topology
The invention is described in the following statement:-
Coupling method of ID and 2D hydrodynamic models based on spatial topology
The invention relates to the technical field of hydrodynamic analysis, in particular to a coupling method of ID and 2D hydrodynamic models based on spatial topology.
China is a country with rich water sources and has made remarkable achievements in many aspects of water conservancy. However, China has not developed a general flood analysis method that can be applied to different types of floods. Flash floods and urban floods are still causing disaster events that threaten people's lives and properties. How to develop a reliable flood analysis method to accurately simulate different type of floods is a technical problem that needs to be solved at present.
Before analyzing the flood, how to deal with the models of river network, shallow water, urban pipe network and 1D-2D coupling mode and provide a way that can be applied to different flood coupling requirements, is the technical problem that needs to be solved at present.
The invention aims to provide a 1D-2D hydrodynamic coupling method based on spatial topology, so as to solve the existing technical problems. It can adapt to different flood coupling calculation requirements, and effectively solves the generalized treatment problem of flood propagation in small rivers and streets.
In order to realize the above purpose, the invention provides the following scheme: the invention provides a 1D-2D hydrodynamic coupling method based on spatial topology, which comprises the following steps:
Developing a ID hydrodynamic model, wherein the ID hydrodynamic model comprises a ID river network model used for simulating the stream flow in the river network and the situation of buildings which are affected by floods, and a ID pipe network model used for simulating the water flow situation in the urban pipe network;
Developing a 2D hydrodynamic model, wherein the 2D hydrodynamic model is used for simulating a 2D shallow water flow on the land surface;
Based on the ID river network model and the 2D hydrodynamic model, develop the coupling method of ID and 2D model for the surface of city; Based on the ID pipe network model and the 2D hydrodynamic model, develop the coupling method of ID and 2D model for the flow between the surface and underground of the city.
Preferably, the ID river network model is developed based on the Saint Venant equations, as shown in Equation 1:
B + = q
+ (a aQ) + gA + gA = qV1 t -x A 2x K2
In the formula, q is the side inflow, Q, A, B and Z are the discharge, cross sectional area, river width and water level respectively, Vx is the component of the side inflow velocity in the water flow direction, and K is the discharge modulus, while t is time, x is distance and a is momentum correction coefficient.
Preferably, the development of the 1D pipe network model comprises the steps as follows:
Firstly, establishing a ID pipe network control model, which consists of continuity equation and momentum equation and the continuity equation, as is shown in Equation 2:
OQ + -OA = 0 ... ... ... ... . .... ... .. ... ... 2 ax at
The momentum equation is shown in Equation 3:
gA aH + a(Q2 /)a + + gAS,=0 ... ... ... .. .. ... ... 3 ax ax at
In the formula, H is water head; g is the gravity acceleration and S' is friction gradient;
Secondly, establishing the node control equation of the pipe network and channel, as is shown in Equation 4:
OH YQ,.......... . ... 4 at A °°
In the formula, Q, is the flow in and out of the node; Ask is the area of free surface of the node.
Preferably, a method of developing a 2D hydrodynamic model specifically comprises the steps as below:
Firstly, a 2D hydrodynamic model is developed based on the 2D shallow water equation, as is shown in Equation 5-7:
Oh Ohu Ohv - + - + - = 0 ... ... ... ... ... ... ... ... ... ... ... ... 5 at Ox ay
+a hu 2 sa... ... ... )gh2+-= . ... ... 6 at Ox 2 Oy
a+t a/2+gh= ..... .. ......... .. .. 7 at ax ay 2
In the formula, h is water depth; u is the velocity of flow in the
directions; vis the velocity of flow in the directionY ;s, are source items of
directionx and directionY respectively;
Secondly, processing the internal boundary conditions of the 2D hydrodynamic model,among which, the internal boundary conditions are processed based on the boundary slow flow situation, and the boundary discharge is calculated by a given boundary condition, which includes: unit width discharge boundary condition, water level boundary condition, discharge boundary condition and solid-wall boundary condition.
Preferably, the 1D-2D coupling on the surface can be classified into lateral connection and forward connection. For the lateral connection and forward connection, the development of the 1D and 2D coupling model for the river channel and the land surface includes steps:
1) Lateral connection:
Assuming that the flow rate exchanged between the river channel and the 2D area through lateral exchange at a certain time is Q, the exchange flow rate is approximately calculated by using the weir flow formula, as shown in Equation 8:
1 ... V2gh1, 0.35bkh if hin 2 h,, 3 2 hn <8 0.91bkhminV 2g(hv - hmi) if 3<hmli 1
In the formula, Z, Ze are the water level on the weir and of the downstream respectively, and taking the water levels of the river channel and the 2D grid unit respectively; Z, is the altitude of the weir,and taking the
elevation of the river bank; be is the width of the weir, then taking the side length of the side where the cell is connected with the river channel;
2) Forward connection:
Sl, provide a cross-sectional flow at the end of the ID river network model where the river channel is connected with the 2D area as a boundary condition to the 2D hydrodynamic model, as shown in Equation 9:
............. ................. 9 k-1
Q"D is the flow rate of the connecting section between the river channel and the 2D area; M is the number of element edges connecting the 2D region with the river channel;/, is the side length of the element side; g, is the unit width discharge of the cell edge;
S2: update the 2D hydrodynamic model from the current time step to the next time step according to the given boundary conditions.
S3: according to the updated unit value of the 2D hydrodynamic model, taking the water level of the unit connecting the 2D hydrodynamic model and the river channel as a boundary to provide for the ID model, as shown in Equation 10: m n+11 z zD ... ... ... ... ... ... ... ... ... ... 10 k-1 L zD"j is the water level boundary condition of the next time step of the river channel; z,*1 is the updated unit water level value; z,+1 L s the total length of the vertical connection boundary.
Preferably, performing 1D-2D model coupling for urban surface and subsurface comprises the steps as below:
Calculating the exchange water quantity between the 1D pipe network model and the 2D hydrodynamic model, substituting the exchange water quantity into the ID pipe network model and the 2D hydrodynamic model respectively for calculation and updating to the next time step. The calculation of exchange water quantity is shown in Equation 11:
Q=MO ( H, - H,_ W, H___ H_ _ ""e" _ "'" __ _1 |max(Hre,Hs,,,,) - Hg
In the formula,H is the surface water head, H,,, is the water head of
the drainage pipeline, Mo is the discharge coefficient, H, is the surface elevation and W,.- is the perimeter of the rain outlet connecting the ground and the underground.
The invention discloses the following technical effects:
The 1D river network model of the invention can not only handle thousands of river networks and dispatching control of flood control project, but also adapt to mountain steep slope river channel simulation. The 2D hydrodynamic model can calculate large water surface discontinuities and capture shock waves. Through the perfect coupling mode of 1D-2D model, it can adapt to different flood coupling calculation requirements. At the same time, by the flexible 1D-2D coupling generalization mode, the generalization problem of flood discharge in small rivers and streets can be effectively solved.
As the embodiment of the present invention or the technical scheme in the prior art are more clearly explained, a brief description will be given below of the accompany drawings which need to be used in the embodiments, and it will be apparent that the drawings in the following description are merely some embodiments of the present invention, from which other drawings may be obtained without inventive effort by those of ordinary skill in the art.
FIG. 1 is a flowchart of a coupling method of ID and 2D hydrodynamic models based on spatial topology of the present invention;
Fig. 2 is a schematic diagram of a flow boundary condition in an embodiment of that present invention;
FIG. 3 is a schematic diagram of two connection modes of water flow exchange in the embodiment of the present invention;
Fig. 4 is a schematic view of a lateral connection in an embodiment of the present invention;
Fig. 5 is a schematic diagram of a forward connection in an embodiment of the present invention.
Based on the Figures in the embodiment of the invention, a clear and complete description will be made of that technical aspect of the embodiments of the present invention in connection with the accompany drawings in which the embodiments of the present invention are taken. It will be apparent that the described embodiments are only part of the embodiments of the present invention, and not all of them. Based on the embodiments in the invention, all other embodiments obtained by those of ordinary skill in the art without creative work fall within the scope of protection of the invention.
In order to make the above objects, features and advantages of the present invention more apparent and understandable, the present invention will be described in further detail below when taken in conjunction with the accompanying drawings and specific embodiments.
Referring to FIGS. 1-5, the present embodiment provides a 1D-2D hydrodynamic coupling method based on spatial topology, specifically comprising the following steps:
Sl, develop a 1D hydrodynamic model, wherein the 1D hydrodynamic model comprises: a ID river network model used for simulating the water flow of the river network and the situation of buildings which are affected by floods and a 1D pipe network model used for simulating the water flow situation of the urban pipe network;
The ID river network model is developed based on the Saint-Venant equations, as shown in formula (1):
B_ + q
C C aQ 2 . QQ (1) -M + - ( )+ gA - + gA = .V
. L t 'x A K2
In the formula, Q is the side inflow, Q, A, B and Z are the river section
flow rate, cross-section area, river width and water level respectively, V, are the components of the side inflow flow rate in the flow direction and can generally be approximately zero. K is the flow modulus, which reflects the actual flow capacity of the river, t is the time, x is distance, a is the momentum correction coefficient, and reflects the coefficient of uniformity of the river A K section flow rate distribution. a = K2 ( );N is the number of blocks of the
main channel and beach land in the river channel, and Ai Kiare the discharge area and flow modulus of the of the i- block;
The simulation of the structures affected by floods may involve the flow of rivers and lakes, which are connected by weirs, sluices and pumps, and are vividly called "connections" in this model. For the connection, the main concern is the overflow discharge, and the corresponding hydrodynamic method is adopted to simulate according to the types of the structures. Specifically, various structures are set as connecting elements to simulate the flow through the structures. Structures affected by floods are usually confluence units, including gates, dams, reservoirs and hydraulic structures at the entrance of flood diversion and detention areas.
Developing the 1D pipe network model, comprising:
Firstly, developing a ID pipe network control model. The ID pipe network control model consists of continuity equation and momentum equation. The continuity equation is shown in Equation (2):
05Q - + -OA = 0 .................................... (2) ax at The momentum equation is shown in Equation (3):
gA aH + a(Q2 /)a + + gAS 1 =0 ... ... ... ... ... ... (3) ax ax at
In the formula, H is water head; g the acceleration of gravity; S' t is the friction slope.
Secondly, establishing the node control equation of the pipe network and channel, as shown in Equation (4):
OH YQ, .. ... . ...... (4) at Ask
In the formula, Q, is the flow in and out of the node; As, the free surface area of the node.
S2, develop a 2D hydrodynamic model, wherein the 2D hydrodynamic model is used for simulate the 2D shallow water flow on the surface;
Firstly, developing a 2D hydrodynamic model based on the 2D shallow water equation, as shown in Equations (5)-(7):
Oh Ohu Ohv -+-+-=0 .. .. ....... ... ... (5) at Ox ay
ahu a( 1 2> huv - + - hu + -2 gh2 + - = sx... ... ... . . . . (6) at ax 2 ay
ahu + a(hv2 + gh = s ... 1 ... ... ... ... (7) at ax ay 2
In the formula, h is water depth; u is the velocity of flow in the
direction; x is the velocity of flow in the direction;Sx , s, are source items in
the directions and direction Y respectively;
Secondly, processing the internal boundary conditions of the 2D
hydrodynamic model.
The calculation area of flood routing is complex, and there may be various
structures which intruding the river. The water flow around the structures and
their surroundings no longer conforms to shallow water flow, so it is impossible
to use shallow water model for simulation calculation, which is usually called
internal boundary condition. The internal boundary water flow is divided into
slow flow, outflow jet and inflow jet. In the case of outflow jet and inflow jet,
the information in the calculation area does not affect the boundary. Therefore,
the treatment of internal boundary conditions is based on the case of slow
boundary flow. By giving a boundary condition, the boundary variables are
calculated. The given boundary conditions include: unit width discharge
boundary condition, water level boundary condition, discharge boundary
condition and the solid-wall boundary condition.
Among them, on the solid- wall boundary, adopting no slip boundary
condition and slip boundary condition. In the unsteady shallow water
simulation, the moving boundary is treated by the method of limiting water
depth, and the grid is divided into three categories: dry, wet and semi-dry. The
grid is divided by a region decomposition method or a paving method to
generate an irregular quadrilateral grid.
S3, according to the 1D river network model and the 2D hydrodynamic
model, performing 1D-2D model coupling on the surface for the river channel
and the ground; According to the ID pipe network model and the 2D hydrodynamic model, performing the 1D-2D model coupling for the surface and underground of the city.
S3.1. according to different water flow exchange modes, the surface 1D 2D coupling is divided into lateral connection and forward connection. According to the two connection modes, the surface 1D-2D model coupling for the river channel and the ground comprises steps as below:
1) Lateral connection: water flow flows from both sides of the river channel to the 2D area or from the 2D model calculation area to the river channel through both sides, whose steps are as follows:
Q,Assuming that the flow rate exchanged between the river channel and the 2D area through lateral exchange at a certain time is, the exchange flow rate is approximately calculated by using the weir flow formula, as shown in Equation (8):
hf 2 0.35bh,2h., if h 2 Q9 ( =h " 3. ... ... .. (8) 0.9behax2 h -h., ) i f - <h 3 hmax
In the formula:
hmax=max(Z,,ZJ)-Z' hmi=min(Zr,Z )- Z'
In the formula, Z, Z, are the water level on the weir and of the downstream respectively, and taking the water levels of the river channel and the 2D grid unit respectively; Z, is the altitude of the weir,and taking the
elevation of the river bank; be is the width of the weir, taking the side length of the side where the cell is connected with the river channel;
2) Forward connection: water flow exchange with 2D calculation area through two ends of that river channel, comprise:
The first step is to provide the cross-sectional flow at the end of the ID river network model where the river channel is connected with the 2D area as a boundary condition to the 2D hydrodynamic model, as shown in Equation (9):
I= k-1 k ............................. (9)
Qi is the flow rate of the connecting section between the river channel and the 2D area; M is the number of element edges connecting the 2D region with the river channel;/, is the side length of the element side; qk is the unit width discharge of the cell edge;
The second step is to update the 2D hydrodynamic model from the current time step to the next time step according to the given boundary conditions.
The third step: according to the updated unit value of the 2D hydrodynamic model, the water level of the unit connecting the 2D hydrodynamic model and the river channel is provided to the 1D model as a boundary, as shown in Equation (10):
z = Z k....................(10) k-I L
In the formula: Z"D is the water level boundary condition of the next time
step of the river channel; z"*is the updated unit water level value; L is the total
length of the vertical connection boundary.
S3.2. Performing 1D-2D model coupling for the surface and underground
of the city includes steps as below:
Taking the coupling method of the surface flood model and the underground pipe network model to calculate the exchange water quantity, which are respectively substituted into the ID pipe network model and the 2D hydrodynamic model for calculation, then updating to the next time step. The calculation of exchange water quantity is shown in Equation (11):
Q= M4 H_) |Hd - Hs_ (H,,g, - 2gH, H,,-H _ """ i"'ax(I , ')"" H Q(1)
In the formula,H is the surface water head, H,,, is the water head of
the drainage pipeline, M. is the discharge coefficient, H, is the surface elevation and Wcm is the perimeter of the rain outlet connecting the ground and the underground.
In the description of the invention, It should be understood that, The terms "longitudinal", "horizontal", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer" and the like indicate an orientation or positional relationship based on the orientation or positional relationship shown in the figures, which are only for ease of description of the invention and is not intended to indicate or imply that the device or element referred to must have a specific orientation to construct and operate in a specific orientation, and therefore cannot be understood as limiting the invention.
The above-described embodiments are merely a description of the preferred mode of the invention and are not intended to limit the scope of the invention. Without departing from the spirit of the invention, various variations and modifications made by those skilled in the art to the technical scheme of the invention should fall within the scope of protection as determined in the claims of the invention.
Claims (6)
1. A coupling method of 1D and 2D hydrodynamic models based on spatial topology comprising the following steps:
Developing a ID hydrodynamic model, wherein the ID hydrodynamic model comprises a ID river network model for simulating the water flow of the river network and the situation of buildings which are affected by floods, and a ID pipe network model for simulating the water flow situation of the urban pipe network;
Developing a 2D hydrodynamic model, wherein the 2D hydrodynamic model is used for simulating a 2D shallow water flow on the land surface;
Based on the ID river network model and the 2D hydrodynamic model, developing the coupling method of ID and 2D model for the surface of city;
Based on the ID pipe network model and the 2D hydrodynamic model, developing the coupling method of ID and 2D model for the flow between the surface and underground of the city.
2. The ID hydrodynamic coupling method and a 2D hydrodynamic coupling method based on spatial topology according to claim 1, wherein the ID river network model is developed based on the Saint-Venant equation, which is shown in Formula 1:
B + =q 2 Z Q....... .. 1 60 6aQ __ + - ( )+ gA - + gA qV,
In the formula, q is the side inflow, Q, A, B and Z are the discharge, cross sectional area, river width and water level respectively, V, is the component of the side inflow velocity in the water flow direction, and K is the discharge modulus, while t is time, x is distance and a is momentum correction coefficient.
3. The 1D -2D hydrodynamic coupling modes based on spatial topology according to claim 1, wherein the development of the 1D pipe network model comprises:
Firstly, developing a ID pipe network control model. The ID pipe network control model consists of continuity equation and momentum equation. The continuity equation is shown in Equation 2:
OQ +-=0 OA ... ... ... ... ... ... ... ... ... 2 ax at
The momentum equation is shown in Equation 3:
2 gA aH + a(Q /)a + + gAS,=0 ... ... ... .. ..... ... 3 ax ax at
In the formula, H is water head; g is the acceleration of gravity; and S/ is friction gradient;
Secondly, developing the node control equation of the pipe network and channel which is shown in Equation 4:
OH YQ,.......... . ... 4 at A °°
In the formula, Q, is the flow in and out of the node; Ask is the free surface area of the node.
4. The 1D -2D hydrodynamic coupling method based on spatial topology according to claim 1, wherein the method for developing the 2D hydrodynamic model specifically comprises:
Firstly, a 2D hydrodynamic model is developed based on the 2D shallow water equation, as shown in Equation 5-7:
Oh Ohu Ohv -+-+ =0... .5. . . .5 at Ox ay
+ - hu2 + -gh2 )+ = s ... ... ... ... ..... ... ... 6 at Ox 2 Oy
a + av .+h2+s.... .. .... .. ..... 7 at ax ay 2
In the formula, h is water depth; U is the velocity of flow in the
direction; x is the velocity of flow in the direction; ,s , s are source items
in the directions and directionY respectively ;
Secondly, process the internal boundary conditions of the 2D hydrodynamic model. Among them, the internal boundary conditions are processed based on the boundary slow flow situation, and the boundary discharge is calculated by offering a boundary condition, which includes: unit width discharge boundary condition, water level boundary condition, discharge boundary condition and solid wall boundary condition.
5. The 1D hydrodynamic coupling method and a 2D hydrodynamic coupling method based on spatial topology according to claim 1, wherein the surface 1D-2D coupling is divided into lateral connection and forward connection, and for the lateral connection and forward connection, steps of performing the coupling of surface 1D-2D model on the surface of the river channel and the ground comprises:
1) Lateral connection:
Assuming that the flow rate exchanged between the river channel and the 2D area through lateral exchange at a certain time is Q, the exchange flow rate
is approximately calculated by using the weir flow formula, as shown in Equation 8:
0.35bh,,2gh, if hi 2
Qbi =m ) 3. ... ... ... ... 8 f 1 ,0.91bkhmin 2g ( h.: - hm)in m< 3 hmax
In the formula, Z, Ze are the water level on the weir and of the downstream respectively, and taking the water levels of the river channel and the 2D grid unit respectively; Z, is the altitude of the weir,and taking the
elevation of the river bank; be is the width of the weir, taking the side length of the side where the cell is connected with the river channel;
2) Forward connection:
The first step is to provide the cross-sectional flow at the end of the ID river network model where the river channel is connected with the 2D area as a boundary condition to the 2D hydrodynamic model, as shown in Equation 9:
........... ................. k-1
Q1"D is the flow rate of the connecting section between the river channel and the 2D area; M is the number of element edges connecting the 2D region with the river channel;/, is the side length of the element side; gk is the unit width discharge of the cell edge;
The second step is to update the 2D hydrodynamic model from the current time step to the next time step according to the given boundary conditions.
The third step: According to the updated unit value of the 2D hydrodynamic model, taking the water level of the unit connecting the 2D hydrodynamic model and the river channel as a boundary to provide for the 1D model, as shown in Equation 10:
m n+11
zI"| z .... .... ... ... ... ... ... ... 10 k-1 L
zD"' is the water level boundary condition of the next time step of the river channel; z"* is the updated unit water level value; z,I L sthe total length of the vertical connection boundary.
6. The spatial topology-based 1D-2D hydrodynamic coupling method of claim 1, wherein performing 1D-2D model coupling for urban surface and subsurface comprises:
Calculating the exchange water quantity between the ID pipe network model and the 2D hydrodynamic model, substituting the exchange water quantity into the ID pipe network model and the 2D hydrodynamic model respectively for calculation and updating to the next time step. The calculation of exchange water quantity is shown in Equation 11:
Q=M( Hn,,~r - H_'J e) 2H;e gF --- - |Hnd - Hs_ _ H max(H,,, Hs,,,) - Hg
In the formula, it is the surface water head, H,,, is the water head of the drainage pipeline, Mois the discharge coefficient, H .is the surface elevation and W is the perimeter of the rain outlet connecting the ground and the underground.
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Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112101818A (en) * | 2020-10-13 | 2020-12-18 | 南昌工程学院 | Sponge urban flood optimization scheduling method suitable for complex hydraulic connection |
| CN112651096A (en) * | 2020-12-30 | 2021-04-13 | 陕西师范大学 | Full-life-cycle automatic adaptation method and system for parameters of coupling model in urban water flow process |
| CN114372427A (en) * | 2022-01-12 | 2022-04-19 | 河北省水利科学研究院 | Method for establishing hydrodynamic model |
| CN114818228A (en) * | 2022-06-30 | 2022-07-29 | 中国长江三峡集团有限公司 | Bus coupling method, device, equipment and storage medium based on structural grid |
| CN115130264A (en) * | 2022-09-01 | 2022-09-30 | 浙江远算科技有限公司 | Urban waterlogging prediction method and system based on runoff coupling simulation |
| CN115456422A (en) * | 2022-09-16 | 2022-12-09 | 中国水利水电科学研究院 | Irrigation district water distribution plan dynamic preview correction method based on computational hydrodynamics |
| CN115758712A (en) * | 2022-11-11 | 2023-03-07 | 长江勘测规划设计研究有限责任公司 | Method for constructing distributed hydromechanical coupling model of urban rainfall flood whole process |
| CN115859676A (en) * | 2022-12-23 | 2023-03-28 | 南京师范大学 | Multi-level urban waterlogging coupling simulation method considering climate elements |
| CN116050037A (en) * | 2023-01-13 | 2023-05-02 | 三峡智慧水务科技有限公司 | Urban drainage system liquid level indirect monitoring and analyzing method based on directed topology network |
| CN116050618A (en) * | 2023-01-28 | 2023-05-02 | 北京恒润安科技有限公司 | Urban waterlogging forecasting system based on one-dimensional pipe network and two-dimensional terrain model coupling |
| CN118097054A (en) * | 2024-04-26 | 2024-05-28 | 长江空间信息技术工程有限公司(武汉) | Method and system for coupling and visualizing one-dimensional hydrodynamic section and two-dimensional river network of river channel |
| CN114372427B (en) * | 2022-01-12 | 2024-07-05 | 河北省水利科学研究院 | Hydrodynamic model building method |
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2020
- 2020-07-31 AU AU2020101587A patent/AU2020101587A4/en not_active Ceased
Cited By (17)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112101818A (en) * | 2020-10-13 | 2020-12-18 | 南昌工程学院 | Sponge urban flood optimization scheduling method suitable for complex hydraulic connection |
| CN112101818B (en) * | 2020-10-13 | 2024-04-23 | 南昌工程学院 | Sponge city flood optimal scheduling method suitable for complex hydraulic connection |
| CN112651096A (en) * | 2020-12-30 | 2021-04-13 | 陕西师范大学 | Full-life-cycle automatic adaptation method and system for parameters of coupling model in urban water flow process |
| CN114372427A (en) * | 2022-01-12 | 2022-04-19 | 河北省水利科学研究院 | Method for establishing hydrodynamic model |
| CN114372427B (en) * | 2022-01-12 | 2024-07-05 | 河北省水利科学研究院 | Hydrodynamic model building method |
| CN114818228A (en) * | 2022-06-30 | 2022-07-29 | 中国长江三峡集团有限公司 | Bus coupling method, device, equipment and storage medium based on structural grid |
| CN115130264A (en) * | 2022-09-01 | 2022-09-30 | 浙江远算科技有限公司 | Urban waterlogging prediction method and system based on runoff coupling simulation |
| CN115456422A (en) * | 2022-09-16 | 2022-12-09 | 中国水利水电科学研究院 | Irrigation district water distribution plan dynamic preview correction method based on computational hydrodynamics |
| CN115456422B (en) * | 2022-09-16 | 2024-02-02 | 中国水利水电科学研究院 | Dynamic previewing correction method for irrigation area water distribution plan based on computational hydrodynamics |
| CN115758712A (en) * | 2022-11-11 | 2023-03-07 | 长江勘测规划设计研究有限责任公司 | Method for constructing distributed hydromechanical coupling model of urban rainfall flood whole process |
| CN115758712B (en) * | 2022-11-11 | 2024-05-14 | 长江勘测规划设计研究有限责任公司 | Urban rainfall flood whole-process distributed hydrologic hydrodynamic coupling model construction method |
| CN115859676A (en) * | 2022-12-23 | 2023-03-28 | 南京师范大学 | Multi-level urban waterlogging coupling simulation method considering climate elements |
| CN115859676B (en) * | 2022-12-23 | 2024-01-12 | 南京师范大学 | Multi-level urban waterlogging coupling simulation method considering climate factors |
| CN116050037A (en) * | 2023-01-13 | 2023-05-02 | 三峡智慧水务科技有限公司 | Urban drainage system liquid level indirect monitoring and analyzing method based on directed topology network |
| CN116050037B (en) * | 2023-01-13 | 2024-04-02 | 三峡智慧水务科技有限公司 | Urban drainage system liquid level indirect monitoring and analyzing method based on directed topology network |
| CN116050618A (en) * | 2023-01-28 | 2023-05-02 | 北京恒润安科技有限公司 | Urban waterlogging forecasting system based on one-dimensional pipe network and two-dimensional terrain model coupling |
| CN118097054A (en) * | 2024-04-26 | 2024-05-28 | 长江空间信息技术工程有限公司(武汉) | Method and system for coupling and visualizing one-dimensional hydrodynamic section and two-dimensional river network of river channel |
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