CN116361973B - Urban flood process simulation method considering automatic correction of node water level of drainage pipe network - Google Patents
Urban flood process simulation method considering automatic correction of node water level of drainage pipe network Download PDFInfo
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Abstract
The invention provides a city flood process simulation method considering automatic correction of a node water level of a drainage pipe network. The method comprises the steps of firstly obtaining the spatial position relation between the node and the earth surface unit before analog calculation, and automatically correcting the water level of the node according to the elevation difference and well depth information between the node and the earth surface unit. When the pipe network model is calculated, the water level of the node adopts uncorrected data; the node water level uses the corrected data when the water exchange between the node and the unit is calculated. The invention can solve the problem that the drainage pipe network nodes and the two-dimensional surface elevation data are inconsistent in the urban flood model building process. The method provided by the invention does not need to modify the original data of the urban pipe network, only corrects the node water level during water exchange, improves the overall accuracy of the model, ensures the authenticity of the data, and provides a reliable processing method for solving the problem of elevation conflict in the urban flood model.
Description
Technical Field
The invention belongs to the technical field of hydraulic engineering, and particularly relates to a city flood process simulation method considering automatic correction of a water level of a node of a drainage pipe network.
Background
Numerical simulation of urban flooding is an important research direction in the field of urban hydrology in recent years, and aims to provide scientific data support for preventing, alleviating and managing urban flood disasters.
The construction of the urban flood model mainly comprises a one-dimensional drainage pipe network model and a two-dimensional hydrodynamic model. In order to enable the urban flood model to reflect the real process of flood flowing in the underground drainage pipe network and the urban earth surface, the water exchange calculation between the one-dimensional model and the two-dimensional model is particularly important. Because the height attribute of the two-dimensional unit is obtained by interpolation calculation of scattered points in the construction process of the two-dimensional hydrodynamic model, the phenomenon that the surface elevation obtained by interpolation calculation conflicts with the node surface elevation usually exists when the two-dimensional hydrodynamic model is coupled with the one-dimensional pipe network model. When the urban flood process simulation is carried out, the phenomenon of elevation conflict can prevent surface flood from flowing into the drainage pipe network, and meanwhile, water flow in the drainage pipe network model cannot overflow to the surface (as shown in fig. 2), so that the accuracy and reliability of the whole urban flood model are affected.
Therefore, whether the problem that the node elevation is inconsistent with the ground surface elevation can be solved, the real flood movement process between the urban underground drainage system and the surface drainage system is accurately reflected, and the method is an important problem for improving the simulation precision of the urban flood process.
Disclosure of Invention
In order to accurately reflect the real flood movement process between the urban underground drainage system and the surface drainage system and improve the simulation precision of the urban flood process, the invention provides a simulation method of the urban flood process, which considers the automatic correction of the node water level of the drainage pipe network.
The invention does not need to modify the original data of the urban pipe network, only automatically corrects the node water level during water exchange, improves the overall accuracy of the model, ensures the authenticity of the data, and provides a reliable processing method for solving the problem of elevation conflict in the urban flood model.
The invention aims at realizing the following technical scheme:
a city flood process simulation method considering automatic correction of the node water level of a drainage pipe network comprises the following steps:
step one, obtaining terrain elevation data, land utilization type data and underground drainage pipe network data of an urban research area; the underground drainage pipe network data comprises node information, rainwater pipe information and water outlet information, and the node information comprises: node bottom elevation, well depth and coordinate information; the rainwater pipeline information includes: the method comprises the steps of enabling a starting node, a stopping node, a starting burial depth and a stopping burial depth of a rainwater pipeline, and enabling the diameter of the pipeline, the length of the pipeline section and the roughness information of the pipeline to be information; the water outlet information comprises coordinates, elevation and drainage type information of the water outlet;
performing grid subdivision on the research area by adopting triangular or quadrilateral grids, carrying out interpolation calculation on the terrain elevation data of the research area obtained in the step one at the grid center to obtain an elevation value of each grid, and defaulting that the elevation value of any position in each grid is constant; assigning a roughness value to each grid (earth surface two-dimensional grid) according to the land utilization type data, wherein the roughness value is stored in the grid center, so that an urban earth surface two-dimensional hydrodynamic model is constructed; the input value of the surface two-dimensional hydrodynamic model is rainfall; the output values include water depth and flow rate;
step three, extracting node information, rainwater pipeline information and water outlet information in the obtained underground drainage pipe network data, and constructing an urban underground drainage pipe network model; the input value of the urban underground drainage pipe network model is rainfall; the output values include water depth and flow rate;
determining grids (earth surface two-dimensional grids) corresponding to each node in the underground drainage pipe network model through geographic relative positions under the same coordinate system, and respectively defining the nodes and the grids (earth surface two-dimensional grids) participating in water volume exchange calculation as coupling nodes and coupling units to construct an urban flood model;
step five, at each coupling node and coupling unit defined in step four, obtaining the elevation of the bottom of the node, the well depth and the surface elevation value of the corresponding coupling unit, so that the surface elevation value of the node is the sum of the well depth and the bottom elevation of the node; comparing the surface elevation of the coupling node with the surface elevation of the coupling unit, identifying the point position of elevation conflict, and endowing the node with a reference elevation attribute at the position of inconsistent elevation of the surface elevation of the coupling node and the surface elevation of the coupling unit, so as to provide a reference for automatic correction of the water level of the subsequent node, wherein the reference elevation of the node is the surface elevation value of the coupling unit minus the well depth of the coupling node;
defining boundary types of an outer boundary and an inner boundary of a research area, defining an initial water depth and a flow velocity field in the research area, inputting a rainfall file according to actual or predicted rainfall conditions, and driving calculation of a city flood model;
step seven, at the simulated t moment, automatically correcting the node water level, wherein the node reference elevation and the current water depth value are added in the step five, judging whether overflow or reflux phenomenon occurs to the node according to the relative magnitudes of the water level value corrected by the coupling node and the water level value at the coupling unit, and carrying out water exchange calculation by adopting a weir flow formula and an orifice flow formula respectively, wherein the node water level adopts corrected data so as to obtain overflow or reflux quantity at the coupling node and the coupling unit at the next moment (t+dt moment);
step eight, inputting the overflow quantity or the reflux quantity at the coupling unit obtained in the step seven and the rainfall quantity at the current moment into the surface two-dimensional hydrodynamic model, and obtaining the water depth and flow velocity information in each unit at the next moment (t+dt moment) by solving a two-dimensional shallow water equation set (the two-dimensional hydrodynamic model is constructed based on a two-dimensional shallow water equation Set (SWE), and SWE is a control equation of the model) in a grid of a calculation domain;
step nine, inputting overflow quantity or reflux quantity at the coupling node obtained in the step seven into the underground drainage pipe network model, and adopting a one-dimensional Save-Vietnam equation set to calculate pipe network water flow (the one-dimensional Save-Vietnam equation set is a control equation of the model), wherein the node water level adopts uncorrected data to obtain the flow velocity and water depth of the node at the next moment (t+dt moment);
step ten, let t=t+dt, repeat steps seven-nine until the calculation is finished.
Further, in the fifth step, the node reference elevation value is calculated by the following formula:
Z vb ＝Z 2d -h max (1)
wherein Z is vb Z for defining the node reference elevation 2d An earth elevation of the unit coupled thereto, h max Is the node well depth.
Further, in the seventh step, when the water level of the coupling node is automatically corrected, the following method is adopted:
in the method, in the process of the invention,the water level value after being corrected for the coupling node, m; h is a 1d And m is the water depth value of the coupling node.
Further, in the seventh step, when the orifice flow formula is adopted for calculation, the node water level data used is the corrected water level,
orifice flow formula:
in which Q o For calculating the amount of exchanged water, m 3 /s；c o Is the orifice flow coefficient; g is gravity acceleration m/s 2 ；A mh For the water storage area at the node, m 2 ；H 2D Andthe water level of the coupling unit and the corrected water level value of the coupling node are respectively, and the absolute value sign is used for distinguishing overflow from backflow.
The calculation formula of the weir flow formula is as follows:
wherein: q (Q) o For calculating the amount of exchanged water, m 3 /s；c w Is a slice flow coefficient; w is the perimeter of the inspection well or the width of a rain inlet, m; h is a 2D Is the water depth, m, g and gravity acceleration, m/s of the two-dimensional grid of the earth surface 2 。
Further, in the eighth step, the two-dimensional shallow water equation set is shown in formulas (4) to (6):
wherein: h is the water depth, m; u and v are the flow rates in the x and y directions, m/s, respectively; t is time, s; b (x, y) is the elevation of the bottom slope, m; τ is the friction term; subscripts bx and by are friction force component of friction item in x and y directions, g is gravitational acceleration, m/s 2 。
In the step nine, when a one-dimensional Save Vigna equation set is adopted to calculate the pipe network water flow, the node water level used is uncorrected data; the one-dimensional Save Vietnam equation set is shown in formulas (7) and (8):
wherein: q is flow, m 3 S; a is the cross-sectional area of water, m 2 The method comprises the steps of carrying out a first treatment on the surface of the t is time, s; h is the water depth, m; g is gravity acceleration, m/s 2 ；S f Is a friction grade; x represents the direction.
The invention has the beneficial effects that:
the method does not need to modify the original basic data of the urban pipe network, only automatically corrects the node water level when the water is exchanged, improves the overall accuracy of the model, ensures the authenticity of the data, and provides a reliable processing method for solving the problem of conflict between the urban flood model pipe network and the surface elevation. The method can truly and accurately reflect the real flood movement process between the urban underground drainage system and the surface drainage system, and improves the simulation precision of the urban flood process.
Drawings
FIG. 1 is a flow chart of a simulation method of urban flood process considering automatic correction of water level of nodes of a drainage pipe network;
FIG. 2 is a schematic diagram of an embodiment of the present invention for automatically correcting a node bottom elevation in an urban flood model; fig. 2A shows: when the method is not considered, the elevation of the surface of the node is higher than the surface of the earth so that the surface water flow cannot normally enter a drainage pipe network; fig. 2B shows: when the method is not considered, the surface of the earth is higher than the elevation of the surface of the node, so that the water flow of the pipe network cannot normally overflow to the surface of the earth;
FIG. 3 is a schematic diagram showing the effect of an urban flood process simulation method considering automatic correction of the node water level of a drainage pipe network in an embodiment of the invention; fig. 3A shows: after being corrected by the method, the surface water flow can normally enter a drainage pipe network; fig. 3B shows: after the correction by the method, the pipe network water flow can normally overflow to the ground surface;
FIG. 4 is a schematic illustration of an actual case provided in the examples;
FIG. 5 is a schematic diagram of a flow field in a computational domain in which the present invention has not been implemented in a practical case;
fig. 6 is a schematic diagram of a flow field in a computational domain in which the present invention has been implemented in a practical case.
Detailed Description
The invention will be further described with reference to the drawings and examples. The drawings referred to below are merely illustrative in nature and embodiments of the present invention are not limited thereto.
Example 1
As shown in fig. 1, the urban flood process simulation method considering automatic correction of the node water level of the drainage pipe network comprises the following steps:
step one, obtaining the topographic digital elevation data, the land utilization type data and the underground drainage pipe network data of a research area. The topographic digital elevation information mainly comprises DLG topographic data with the proportion of not less than 1:2 ten thousand, and the data is mainly used for interpolation calculation and assigning value to the elevation data of the two-dimensional earth surface grid; the land utilization type data are used for obtaining roughness values in different grids in a city area and providing Manning coefficients for flood simulation; detailed underground drainage network data is used for constructing an urban underground drainage network model, and the data contains node information: node bottom elevation, well depth and coordinate information; rainwater pipeline information: the method comprises the steps of enabling a starting node, a stopping node, a starting burial depth, a stopping burial depth, a pipeline diameter, a pipeline section length and pipeline roughness information of a rainwater pipeline; drain port information: coordinates, elevation, drainage type information of the drain opening. The information of the three needs to be limited to the same coordinate system so as to ensure the accuracy of the three in space connection.
Step two, adopting a quadrilateral structural grid or a triangular non-structural grid to carry out space dispersion on the urban area, dividing a calculation domain, wherein the size of grid cells is not more than 10m, interpolating the topographic digital elevation data of the urban area on the grid based on the principle of consistent elevation in the grid, giving an elevation value to the cells of the calculation domain to obtain the elevation value of each grid, and defining the elevation value in each cell as a constant value; and assigning a roughness value to each grid cell in the research domain according to the land utilization type data, and storing the roughness value at the center of the grid cell to construct a two-dimensional surface hydrodynamic model.
Thirdly, extracting node information, rainwater pipeline information and water outlet information in the obtained underground drainage pipe network data by utilizing the underground drainage pipe network data obtained in the first step, and constructing an urban underground drainage pipe network model; according to the spatial position relation, the nodes, the rainwater pipeline and the water outlet are connected to construct an urban underground drainage pipeline network model, and the node bottom elevation, the well depth and the coordinate information are stored in the water conservancy elements of the drainage pipeline network model, wherein the node bottom elevation, the node end buried depth, the pipeline diameter, the pipeline length and the pipeline roughness of the rainwater pipeline are started.
And fourthly, ensuring that the two-dimensional surface hydrodynamic model and the underground drainage pipe network model are in a unified coordinate system, determining a surface two-dimensional grid corresponding to each node in the underground drainage pipe network model according to the relative position relationship of the geographic space, and defining the nodes participating in water quantity exchange calculation and the surface two-dimensional grid as a coupling node and a coupling unit respectively to construct the urban flood model. When the node vertex coordinates are positioned in the earth surface grid unit, the node and the earth surface two-dimensional grid are defined as coupling nodes and coupling units which participate in water exchange calculation, a space connection identifier between the nodes and the coupling units is established, and the construction of the urban flood model is completed.
And fifthly, extracting the bottom elevation and well depth values of the coupling nodes at the coupling nodes and the coupling units defined in the step four, and defining the surface elevation of the coupling nodes as the sum of the well depth and the bottom elevation of the nodes. The surface elevation values of the corresponding coupling units are extracted, the surface elevation of the coupling nodes is compared with the surface elevation of the coupling units, and the point positions of elevation conflict are identified, as shown in fig. 2. And at the position of inconsistent elevation, the coupling node is endowed with a reference elevation attribute, and a reference is provided for automatic correction of the water level of the subsequent node. The reference elevation value of the node is the well depth of the Cheng Jianqu node of the unit ground surface coupled with the node, and the calculation formula is as follows:
Z vb ＝Z 2d -h max (1)
wherein Z is vb Z for defining the node reference elevation 2d Elevation of earth's surface unit coupled thereto, h max Is the node well depth.
And step six, defining boundary types of the outer boundary and the inner boundary of the research area, defining an initial water depth and a flow velocity field in the research area, inputting a rainfall file according to actual or predicted rainfall conditions, and driving the calculation of the urban flood model. And defining the outer boundary of the research area as a free outflow boundary, initializing the research area (calculation domain), enabling the initial water depth and the flow velocity of the research area to be 0, inputting rainfall data, and driving the urban flood model to start calculation.
Step seven, after the model starts to calculate, extracting water level values at the coupling nodes and corresponding coupling units at any time t from simulation, automatically correcting the water level of the nodes, and adding the water depth values at the reference elevation of the nodes and the current time in the step five to obtain the following formula:
in the method, in the process of the invention,m is the corrected coupling node water level value; z is Z vb Here the reference elevation value, m, of the coupling node; h is a 1d And m is the water depth value of the coupling node. The effect after correction is shown in fig. 3.
Judging the water level of the surface unit and the water level value of the corrected coupling node, when the corrected water level at the coupling node is higher than the water level at the corresponding coupling unit, indicating that overflow phenomenon occurs at the node, calculating the exchange water quantity by using a weir flow formula, and when the corrected water level at the coupling node is lower than the water level at the corresponding coupling unit, indicating that reflux phenomenon occurs at the node, and calculating the exchange water quantity by using an orifice flow formula. When the orifice flow formula is adopted to perform water exchange calculation, the water level data of the nodes adopts the water level value after automatic correction, so that the overflow quantity or reflux quantity of the coupling nodes and the coupling units at the next moment (t+dt moment) is obtained. The corresponding orifice flow equation is as follows:
in which Q o For calculating the amount of exchanged water, m 3 /s；c o Is the orifice flow coefficient; g is gravity acceleration, m/s 2 ；A mh For the water storage area at the node, m 2 ；H 2D Andthe water level of the coupling unit and the corrected water level value of the coupling node are respectively, and the absolute value sign is used for distinguishing overflow from backflow.
The calculation formula of the weir flow formula is as follows:
wherein: q (Q) o For calculating the amount of exchanged water, m 3 /s；c w Is a slice flow coefficient; w is the perimeter of the inspection well or the width of a rain inlet, m; h is a 2D Is the water depth, m, g and gravity acceleration, m/s of the two-dimensional grid of the earth surface 2 。
And step eight, adding or subtracting the overflow quantity or the reflux quantity calculated in the step seven in a two-dimensional hydrodynamic model in a source term manner, solving a two-dimensional shallow water equation set (shown as formulas (4) - (6)) in a grid of a research area, and calculating to obtain the water depth and flow velocity information in each unit at the next moment (t+dt moment).
Wherein: h is the water depth, m; u and v are the flow rates in the x and y directions, m/s, respectively; t is time, s; b (x, y) is the elevation of the bottom slope, m; τ is the friction term; subscripts bx and by are friction force component of friction item in x and y directions, g is gravitational acceleration, m/s 2 。
Step nine, deducting or adding the overflow quantity or reflux quantity calculated in the step seven in a drainage pipe network model in a permeation loss mode, and solving a one-dimensional Save Vietnam equation set (as formulas (7) and (8)), wherein the node water level adopts uncorrected data, and the water level at each node at the next moment (t+dt moment) is calculated;
wherein: q is flow, m 3 S; a is the cross-sectional area of water, m 2 The method comprises the steps of carrying out a first treatment on the surface of the t is time, s; h is the water depth, m; g is gravity acceleration, m/s 2 ；S f Is a friction grade.
Step ten, let t=t+dt, repeat step seven to step nine until the calculation is finished.
Fig. 4 to 6 are effect comparison diagrams of embodiments of the present invention. The basic condition of this example is as follows, a closed water tank of 2000 meters in length and 1000 meters in width, a drainage pipe network is arranged below the water tank, and 4 nodes in the drainage pipe network are coupled with the water tank for calculation (as shown in fig. 4), wherein the bottom of the water tank is flat bottom, the elevation is 0 meters, and the initial water depth is 1m. To simulate the effect of the collision between the node surface elevation and the earth surface elevation, the surface elevation of 4 nodes in this embodiment is set to 1.1m (0.1 m above the earth surface, whereas the node surface elevation and the earth surface are often consistent in the real physical world). Fig. 5 and 6 show a comparison schematic diagram of the water surface flow field in the simulation process, wherein fig. 5 shows that the simulation effect of the method is not considered, and the water in the water tank is in a static state due to the fact that the water surface flow field is lower than the surface elevation of the node, so that the water surface flow field cannot normally flow into a drainage pipe network, and the actual situation is not met. Fig. 6 shows the simulation result obtained by the method provided by the invention, and the flow field on the surface of the water tank can be seen to point to the node, which indicates that water flows are converging and enter the water drainage pipe network. To sum up, the urban flood process simulation method considering automatic correction of the node water level of the drainage pipe network is effective.
According to the urban flood process simulation method considering automatic correction of the node water level of the drainage pipe network, according to the examples and related steps provided by the specification, the integral accuracy of urban flood process simulation can be improved on the basis that the node water level is corrected only during water exchange without modifying the original data of the urban pipe network.
The same or similar symbols and notations mentioned in the description of the present specification represent the same or similar physical meanings or have the same or similar functions, and the illustrations used in the present specification are only for better explaining the present invention, and the applicability of the present invention is not limited thereto.
The above examples are only a part of the present invention and not all the embodiments of the present invention are covered, and those skilled in the art can obtain more embodiments without any inventive effort on the basis of the above examples and the accompanying drawings, and therefore, all embodiments obtained without any inventive effort are included in the scope of the present invention.
Claims (6)
1. A city flood process simulation method considering automatic correction of the node water level of a drainage pipe network is characterized by comprising the following steps:
step one, obtaining terrain elevation data, land utilization type data and underground drainage pipe network data of an urban research area; the underground drainage pipe network data comprises node information, rainwater pipe information and water outlet information, and the node information comprises: node bottom elevation, well depth and coordinate information; the rainwater pipeline information includes: the method comprises the steps of enabling a starting node, a stopping node, a starting burial depth and a stopping burial depth of a rainwater pipeline, and enabling the diameter of the pipeline, the length of the pipeline section and the roughness information of the pipeline to be information; the water outlet information comprises coordinates, elevation and drainage type information of the water outlet;
performing grid subdivision on the research area by adopting triangular or quadrilateral grids, carrying out interpolation calculation on the terrain elevation data of the research area obtained in the step one at the grid center to obtain an elevation value of each grid, and defaulting that the elevation value of any position in each grid is constant; assigning a roughness value to each grid according to land utilization type data, and storing the roughness value in the grid center so as to construct a two-dimensional hydrodynamic model of the urban surface;
step three, extracting node information, rainwater pipeline information and water outlet information in the obtained underground drainage pipe network data, and constructing an urban underground drainage pipe network model;
determining grids corresponding to each node in the underground drainage pipe network model through geographic relative positions under the same coordinate system by the two-dimensional hydrodynamic model of the surface and the underground drainage pipe network model, and respectively defining the nodes and the grids participating in water volume exchange calculation as coupling nodes and coupling units to construct an urban flood model;
step five, at each coupling node and coupling unit defined in step four, obtaining the elevation of the bottom of the node, the well depth and the surface elevation value of the corresponding coupling unit, so that the surface elevation value of the node is the sum of the well depth and the bottom elevation of the node; comparing the surface elevation of the coupling node with the surface elevation of the coupling unit, identifying the point position of elevation conflict, giving a node a reference elevation attribute at the position where the surface elevation of the coupling node is inconsistent with the surface elevation of the coupling unit, providing a reference for automatic correction of the water level of the subsequent node, wherein the node reference elevation is the surface elevation value of the coupling unit minus the well depth of the coupling node;
defining boundary types of an outer boundary and an inner boundary of a research area, defining an initial water depth and a flow velocity field in the research area, inputting a rainfall file according to actual or predicted rainfall conditions, and driving calculation of a city flood model;
step seven, at the simulated t moment, automatically correcting the node water level, wherein the node reference elevation and the current water depth value are added in the step five, judging whether overflow or reflux phenomenon occurs to the node according to the relative magnitude of the water level value corrected by the coupling node and the water level value at the coupling unit, and carrying out water exchange calculation by adopting a weir flow formula and/or an orifice flow formula respectively, wherein the node water level adopts corrected data so as to obtain overflow or reflux quantity at the coupling node and the coupling unit at the next moment;
step eight, inputting the overflow quantity or reflux quantity at the coupling unit obtained in the step seven and the rainfall quantity at the current moment into the surface two-dimensional hydrodynamic model, and obtaining the water depth and flow velocity information in each unit at the next moment by solving a two-dimensional shallow water equation set in a grid of a research area;
step nine, inputting overflow quantity or reflux quantity at the coupling node obtained in the step seven into the underground drainage pipe network model, and carrying out pipe network water flow calculation by adopting a one-dimensional Save Vigna equation set, wherein the node water level adopts uncorrected data to obtain flow velocity and water depth information of the node at the next moment;
step ten, let t=t+dt, repeat steps seven-nine until the calculation is finished.
2. The urban flood process simulation method considering automatic correction of the node water level of the drainage pipe network according to claim 1, wherein the node reference elevation value in the fifth step is calculated by the following formula:
Z vb ＝Z 2d -h max (1)
wherein Z is vb Referencing elevation, m, for a defined node; z is Z 2d An earth elevation, m, of the unit to which it is coupled; h is a max Is the node well depth, m.
3. The urban flood process simulation method considering automatic correction of the water level of the nodes of the drainage pipe network according to claim 1, wherein the method adopted in the step seven is as follows when the coupling nodes are subjected to automatic correction of the water level:
in the method, in the process of the invention,the water level value after being corrected for the coupling node, m; h is a 1d And m is the water depth value of the coupling node.
4. The method for simulating urban flood process by considering automatic correction of node water level of drainage pipe network according to claim 1, wherein the node water level data used in the calculation of the orifice flow formula in the seventh step is the corrected water level,
orifice flow formula:
in which Q o For calculating the amount of exchanged water, m 3 /s；c o Is the orifice flow coefficient; g is gravity acceleration m/s 2 ；A mh For the water storage area at the node, m 2 ；H 2D And m is the water level value of the coupling unit.
5. The urban flood process simulation method considering automatic correction of the node water level of the drainage pipe network according to claim 1, wherein in the eighth step, the two-dimensional shallow water equation set is shown as formulas (4) to (6):
wherein: h is the water depth, m; u and v are the flow rates in the x and y directions, m/s, respectively; t is time, s; b (x, y) is the elevation of the bottom slope, m; τ is the friction term; subscripts bx and by are friction force component of friction item in x and y directions, g is gravitational acceleration, m/s 2 。
6. The urban flood process simulation method considering automatic correction of the node water level of the drainage pipe network according to claim 1, wherein in the step nine, when pipe network water flow calculation is performed by adopting a one-dimensional Save Vinan equation set, the node water level used is uncorrected data; the one-dimensional Save Vietnam equation set is shown in formulas (7) and (8):
wherein: q is flow, m 3 S; a is the cross-sectional area of water, m 2 The method comprises the steps of carrying out a first treatment on the surface of the t is time, s; h is the water depth, m; g is gravity acceleration, m/s 2 ；S f Is a friction grade.
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