CN114004003A - Reservoir dam-break flood numerical simulation method suitable for complex underlying surface of urban area - Google Patents
Reservoir dam-break flood numerical simulation method suitable for complex underlying surface of urban area Download PDFInfo
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Abstract
The invention discloses a reservoir dam-break flood numerical simulation method suitable for complex underlying surfaces in urban areas, which comprises the following steps of: collecting basic data of a reservoir and a downstream area; manufacturing a topographic model and a roughness field file of the downstream of the reservoir; according to the basic data of the reservoir, the process of the flow of the break opening is calculated; inputting processed data of complex terrain, roughness, breach flow process and the like in a LISFLOOD-FP model, setting simulation parameters of the model such as initial conditions, boundary conditions, simulation duration, step length, library number, friction coefficient and the like, and then simulating; carrying out water balance and flow state analysis on the result of the numerical simulation to verify, rate and optimize a numerical model, and analyzing the reliability and rationality of the simulation result; and outputting the optimized model simulation result, and performing visual display by utilizing the Arc Map. The method can realize rapid and accurate prediction and extraction of information such as the submergence range, the submergence depth, the flow velocity and the like of the dam break under the complex underlying surface.
Description
Technical Field
The invention belongs to the field of data processing and flood prediction, and particularly relates to a reservoir dam break flood numerical simulation method suitable for complex underlying surfaces in urban areas.
Background
The reservoir dam has the functions of flood control, irrigation, power generation and the like, and plays an important role in promoting the development of social economy. China is the country with the most reservoirs in the world, and the first national water conservancy general survey shows that China has more than 98002 reservoir dams, wherein more than 95 percent of the reservoir dams are earth and rockfill dams, and most of the reservoir dams are located in small and medium-sized reservoirs. The construction method is limited or restricted by factors such as production level, design level, scientific management, observation data, cost and the like, the earth-rock dams mostly lack strict design and construction procedures during construction, and have larger risk of burst when meeting over-standard flood or earthquake. With the continuous progress of urbanization in China, a large number of reservoirs originally in suburbs gradually enter urban areas, and the downstream areas of the reservoirs are often regions with highly concentrated population and property, so once the reservoirs are broken down, immeasurable disasters are brought to the downstream areas. The reservoir burst is preset, numerical simulation is carried out on the downward flood discharge evolution, and corresponding disaster prevention and reduction and emergency measures are made according to the numerical simulation result, so that the method is an effective method for reducing disaster loss.
Urban areas often have complex buildings (groups), criss-cross roads, artificial greenbelts, artificial hydraulic facilities and the like, and the underlying surfaces are extremely complex; therefore, the difficulty of carrying out numerical simulation of reasonable evolution of the discharged water body of the reservoir on the underlying surface of the urban area is very high, whether a reasonable result can be simulated or not is judged, and the selection of the model is very important. At present, dam break hydrodynamic models which are widely influenced at home and abroad include MIKE in Denmark, HEC-RAS in America, TELEMAC in France and the like. MIKE has the advantages that an irregular grid is adopted to solve a complete shallow water equation, but the popularization and secondary development potential (Liu becomes. reservoir dam break flood numerical simulation research based on MIKE [ D ]. northwest agriculture and forestry science and technology university 2019 ]) are limited by the commercialization property; the HEC-RAS one-dimensional model is not suitable for simulation after a dam break (Ningcong, Fuxianmin, Wangxijinggang. application of the HEC-RAS model in the research of two-dimensional dam break flood [ J ] Water conservancy and Water transportation engineering, 2019 (2): 86-92.); TELEMAC-2D is widely applied at home and abroad, has high simulation precision and good simulation effect, but has relatively low simulation calculation speed and complex model building process. In addition to the hydrodynamic model, the LISFLOOD-FP model (zhao tianyi, chengying, curved river landscape evolution and flood area governance based on CAESAR-LISFLOOD-example J. landscape architecture 2021,28(02): 76-82.) has been vigorously developed in recent years, which can be used for hydrodynamic simulation of one-dimensional channels and two-dimensional flood areas, and has two corresponding solving methods, and during the process of simulating the propagation of flood waves, simplified shallow water equations are used, the principles of which are continuity equations and momentum equations. The model semi-open source can be developed for the second time, and has the advantages of low use and maintenance cost, simple and convenient modeling, high calculation efficiency, good simulation precision and the like. However, model research suitable for urban dam break flood routing in China is not reported on the basis of the technology, so that the reservoir dam break flood routing simulation method based on LISFLOOD-FP and suitable for urban areas with complex underlying surfaces in China is urgent.
In the urban dam break flood evolution process, the submergence range, the flow rate and the water level change are key indexes for flood early warning, and the accurate grasp of the information has important reference values for disaster prevention and reduction and rescue work. In addition, in the presence of a sudden disaster, the time is the life, and the calculation efficiency of flood simulation is also a key factor influencing the disaster defense decision. Therefore, in the aspect of dam break flood simulation research, a simulation tool which can adapt to complex terrain conditions in urban areas to realize rapid and accurate prediction of dam break flood evolution is urgently needed, and a timely and effective reference basis is provided for formulating an urban flood control early warning plan.
Disclosure of Invention
The invention aims to provide a numerical simulation method of reservoir dam break flood, which is suitable for complex underlying surfaces in urban areas, and provides a tool with simple operation, high calculation efficiency and high simulation precision for urban dam break flood evolution simulation.
The invention is realized by at least one of the following technical schemes.
A reservoir dam-break flood numerical simulation method suitable for an urban complex underlying surface comprises the following steps:
s1, collecting basic data of the reservoir and the downstream area;
s2, manufacturing a topographic model and a roughness field file of the downstream of the reservoir;
s3, calculating the flow process of the burst according to the reservoir capacity, the burst water depth and the burst width;
s4, inputting terrain, roughness and flow process data files in the LISFLOOD-FP model, setting simulation parameter values of the LISFLOOD-FP model, and then simulating;
s5, carrying out water balance and flow state analysis on the simulation result, verifying, rating, optimizing a numerical model, and analyzing and calculating the reliability and rationality of the result;
and S6, outputting the result of the LISFLOOD-FP model simulation after optimization.
Preferably, the basic data of the reservoir and the downstream area in step S1 includes topographic data of the reservoir and the downstream area, dam body related data, land use data, a warehousing flood process, and ex-warehouse flood discharge data.
Preferably, the dam body related data comprises dam height, dam length, dam crest width, upstream surface and downstream surface slopes, and dam body material.
Preferably, step S2 is to use Arc Map software to make a topographic model and a roughness field file of the downstream of the reservoir, and includes the following steps:
s21, determining a research range according to the terrain condition and the possible submerged area;
s22, introducing a vector surface of a building in a research area into Arc Map software, endowing the vector surface with a real height value of the building or increasing a sufficiently large assumed altitude value, converting the vector surface into a grid format, and adding the grid format to an original digital elevation model to generate a digital elevation model after the building is increased;
and S23, according to the land utilization type, giving corresponding roughness values to different land types of specific building groups, grasslands, forests, parks, roads, streets and rivers, and converting the roughness values into a grid format, namely obtaining a roughness spatial distribution field of a complex underlying surface.
Preferably, step S3 includes the steps of:
s31, determining the reservoir water level, reservoir capacity, dam break form and break opening width during dam break; the dam breaking mode is divided into two breaking modes of instant breaking and gradual breaking;
s32, calculating the maximum burst flow; the maximum burst flow of the instant burst is calculated according to the following formula:
in the formula Qm、g、B、bm、H0Respectively representing the maximum burst flow, the gravity acceleration, the dam length, the final burst width and the burst depth of the dam;
the gradual collapse is the gradual collapse when the osmotic deformation damage is developed, the flow is calculated by adopting a pore flow formula, and the maximum collapse flow calculation formula is as follows:
in the formula: h is reservoir water level, namely reservoir calculated water level elevation; a is the area of the channel water passing section; hPIs the elevation of the central line of the pipeline; f is a Darcy friction coefficient, depends on the D50 particle size, and can be calculated by a Moody curve, and L is the length of the pipeline along the water flow direction; d is the diameter or width of the pipeline;
s33, calculating the flood flow process of the breach; assuming that the burst flood volume is known as reservoir capacity W, flood duration TnThen, the calculation formula of the flood flow Q at the time t is as follows:
wherein T is more than or equal to 0 and less than or equal to Tn。
Preferably, step S4 includes the steps of:
s41, inputting an ASCII code to store parameter files, flood flow data and boundary information of a simulation region of a research region DEM in the LISFLOOD-FP model, and setting an empirical parameter value, a default value, a simulation duration and a step simulation parameter value;
s42, simulating the flood evolution process by the model, wherein the principle of simulating flood propagation is based on a continuity equation and a momentum equation. For the simulation of a one-dimensional river channel, the LISFLOOD-FP model simplifies a one-dimensional Saint-Venn equation by eliminating local acceleration, convection acceleration and pressure terms in a momentum equation, and calculates by using a motion wave or diffusion wave mode; the two-dimensional hydraulic calculation control equation of the flood storage area is as follows:
in the formula (I), the compound is shown in the specification,Vis the flow rate of the unit cell,Q up、 ，Q down 、Q left andQ right respectively, the volume flow rates of the upstream, downstream, left and right cell grids in adjacent contact with the cell grid,Q ij is as follows
The unit grid and
the volume flow between the grid of individual cells,A ij andR ij are respectively a unit grid
、
The cross-sectional area and hydraulic radius at the interface,S ij is the water surface gradient between the two grids,nthe Manning coefficient of friction.
Preferably, step S5 includes the steps of:
s51, analyzing the water balance, and outputting the simulation result if the simulation result is reasonable and reliable; if the simulation result is not reliable or reasonable, the method returns to the step S4 to recalculate and perform model optimization.
Preferably, analyzing the water balance comprises: obtaining the water displacement of a certain period of time after dam break through a break flow process line, then counting the submerged water amount of a downstream submerged area simulated by a model, analyzing the errors of the water displacement and the submerged water amount, considering that the water displacement is equal to the submerged water amount if the relative error is smaller than a threshold value according to a LISFLOOD-FP user manual, and explaining that the model is reasonable and reliable in a water balance angle;
preferably, the simulation parameter values include initial conditions, boundary conditions, empirical parameter values, default values, coulombs, friction coefficients, simulation duration and step size.
Preferably, the simulation result comprises the flow velocity of flood water after dam break, the depth and range of submerged water, the water level of the characteristic point and the relevant data of the flow velocity change process.
Compared with the prior art, the invention has the beneficial effects that:
the method can be used for carrying out rapid, high-precision and low-cost simulation on the basis of the solution of a simplified one-dimensional holy-Venen equation and a two-dimensional shallow water equation by utilizing the existing geospatial data information and providing a visual simulation result, overcomes the defects of higher modeling requirement, lower calculation efficiency, low simulation precision and high use and maintenance cost in the simulation of the dam-break flood process by utilizing the existing software, provides an effective technical means for further analysis and application of the dam-break flood simulation of the urban reservoir, and provides a scientific reference basis for making related early warning and forecasting and emergency strategies.
The LISFLOOD-FP two-dimensional hydrodynamic model applied by the invention has the advantages of semi-open source, high calculation efficiency, high simulation precision and the like, and the numerical simulation method constructed based on the LISFLOOD-FP two-dimensional hydrodynamic model is not only suitable for reservoir dams with complicated underlying surface areas, but also suitable for reservoirs lacking basic data, can realize the rapid and accurate prediction and extraction of information such as the submergence range, submergence depth, flow velocity and the like of dam break flood under the complicated underlying surface, can be visually displayed, and is favorable for formulating effective early warning forecast and emergency evacuation schemes.
Drawings
FIG. 1 is a flow chart of a reservoir dam break flood numerical simulation method suitable for complex underlying surfaces in urban areas;
fig. 2 is a diagram illustrating a process of flood flow at a breach according to a first embodiment of the present invention;
FIG. 3 is a graph of the maximum submergence depth and extent of the submerged area in accordance with a first embodiment of the present invention;
FIG. 4 is a graph of the maximum flow rate of flood water in a flooded area in accordance with a first embodiment of the invention;
fig. 5 is a diagram illustrating a process of flood flow at a breach according to a second embodiment of the present invention;
FIG. 6 is a graph of the maximum submergence water depth and extent of the submerged area according to the second embodiment of the present invention;
FIG. 7 is a graph of the maximum flow rate of flood water in a flooded area according to a second embodiment of the present invention;
fig. 8 is a diagram illustrating a process of flood flow at a breach according to a third embodiment of the present invention;
FIG. 9 is a graph of the maximum submergence water depth and extent of the submerged area of a third embodiment of the present invention;
FIG. 10 is a graph of the maximum flow rate of flood water in a flooded area of a third embodiment of the present invention;
fig. 11 is a diagram illustrating a process of flood flow at a breach according to a fourth embodiment of the present invention;
FIG. 12 is a graph of the maximum submergence depth and extent of the submerged area for a fourth embodiment of the present invention;
figure 13 is a graph of the maximum flow rate of flood water in a flooded area of a fourth embodiment of the present invention;
fig. 14 is a diagram illustrating a process of a breach flood flow according to a fifth embodiment of the present invention;
FIG. 15 is a graph of the maximum submergence water depth and extent of the submerged area for example five of the present invention;
FIG. 16 is a graph of maximum velocity of flood water in a flooded area according to example five of the present invention;
fig. 17 is a diagram illustrating a process of flood flow in a breach according to a sixth embodiment of the present invention;
FIG. 18 is a graph of the maximum submergence water depth and extent of the submerged area for example six of the present invention;
figure 19 is a graph of the maximum flow rate of flood water in an inundated area according to sixth embodiment of the present invention;
fig. 20 is a diagram illustrating a process of flood flow in a breach according to a seventh embodiment of the present invention;
FIG. 21 is a graph of the maximum submergence water depth and extent of the submerged area for example seven of the present invention;
fig. 22 is a graph of the maximum flow velocity of floods in an engulfing area according to a seventh embodiment of the present invention.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more clear, the present invention is further described below with reference to the accompanying drawings and specific embodiments. The following are specific embodiments of the present invention and are further described with reference to the drawings, but the present invention is not limited to these embodiments.
The first embodiment is as follows:
as shown in fig. 1, a reservoir dam break flood numerical simulation method suitable for urban complex underlying surface comprises the following steps:
and S1, collecting basic data of the reservoir and the downstream area of the specific embodiment.
The basic data of the reservoir and the downstream area comprise topographic data, dam body related data, land utilization data, warehousing flood process and other data of the reservoir and the downstream area; the dam body related data comprises dam height, dam length, dam crest width, upstream surface and downstream surface slopes, dam body materials and the like. The dam of the reservoir is an earth-rock dam of 175m in length, 21m in elevation at the bottom of the dam and 40.2m in normal water storage level, and corresponds to 825 ten thousand m in normal storage capacity3(ii) a The flood level of the ball-based one hundred-year check is 41.92m, and the corresponding storage capacity is 1172m3(ii) a The flood level of the overtopping roof is 42.65m, corresponding to 1215 ten thousand m of storage capacity3。
S2, making complex and highly simulated terrain models and roughness field files at the downstream of the reservoir, wherein the step S2 is preferably realized by Arc Map software. The method specifically comprises the following steps:
s21, determining a research range according to the terrain condition and the possible submerged area;
s22, vector surfaces of buildings in a research area are led into Arc Map software, real height values of the buildings are given to the vector surfaces, then the vector surfaces are converted into a grid format and are superposed to an original Digital Elevation Model (DEM), namely a digital elevation terrain data model after the buildings are heightened is generated;
and S23, according to the land utilization type, giving corresponding roughness values to the characteristics of specific building groups, grasslands, forest belts, parks, roads, streets, rivers and the like, and converting the roughness values into a grid format, namely obtaining a roughness spatial distribution field of the complex underlying surface.
S3, according to the reservoir capacity, the burst water depth and the burst width, the process of the burst flow is calculated through an empirical formula, and the process specifically comprises the following steps:
s31, determining the reservoir water level, reservoir capacity, dam break form and break opening width during dam break; the embodiment adopts a burst mode of instant burst to calculate; when the dam is broken, the water level of the reservoir is 42.65m of overtopping flood level and corresponds to 1215 ten thousand m of reservoir capacity3The width of the break opening is 175m of the dam length of the dam, and the break opening is broken to the bottom;
s32, calculating the maximum burst flow; the calculation formula of the maximum burst flow in the instant burst of the embodiment is as follows:
in the formula Qm、g、B、bm、H0Respectively representing the maximum burst flow (m3/s) of the dam, the gravity acceleration (m/s2), the dam length (m), the final burst width (m) and the burst depth (m);
s33, calculating the flood flow process of the breach; assuming that the volume of the burst flood is known as the reservoir volume W (m3), the flood duration TnThen, the calculation formula of the flood flow Q at the time t is as follows:
wherein T is more than or equal to 0 and less than or equal to Tn。
The process line of the flood flow at the break opening when the dam is broken in the embodiment is shown in fig. 2.
S4, inputting data files such as the terrain processed in the step S22, the roughness processed in the step S23, the flow process processed in the step S3 and the like into the LISFLOOD-FP model, setting initial conditions, boundary conditions, empirical parameter values, default values, library numbers, friction coefficients, simulation duration, step lengths and other simulation parameter values of the reservoir and the downstream, and then simulating, wherein the simulation comprises the following steps:
s41, inputting a parameter file (asc format) of a DEM (American standard code for information interchange) storage research area by using ASCII (American standard code for information interchange) code, flood water flow data (namely flow-time series, stored in bdy format) and boundary information (bci format) of a simulation area in a main file operated by a LISFLOOD-FP model, and setting parameters required by simulation, such as fpric (friction coefficient) value of 0.025, cfl (coulomb number) value of 0.6, gravity (gravity acceleration) value of 9.81, total simulation duration of 86400 (seconds) and the like;
s42, simulating and calculating the flood evolution process; and the flood routing calculation comprises reservoir area flood routing calculation and downstream flooding area flood routing calculation. The two-dimensional hydraulic calculation control equation for the flood storage area is as follows:
in the formula (I), the compound is shown in the specification,Vis the flow rate of the unit cell,Q up 、Q down 、Q left andQ right respectively, the volumetric flow rates of the upstream, downstream, left and right cell grids in contiguous contact with the cell grid.Q ij Is as follows
The unit grid and
the volume flow between the grid of individual cells,A ij andR ij are respectively a unit grid
，
The cross-sectional area and hydraulic radius at the interface,S ij is the water surface gradient between the two grids,nthe Manning coefficient of friction.
S5, carrying out water balance and flow state analysis on the numerical simulation result, verifying, rating and optimizing the numerical model, and analyzing and calculating the reliability and rationality of the result, specifically comprising:
s51, the method for analyzing the water balance includes that the water discharge of a certain period of time after dam break is calculated by a break port flow process line, then the simulated submerging water quantity of a downstream submerging area is counted, the error of the water discharge and the simulated submerging water quantity is analyzed, the relative error is basically less than 5% according to LISFLOOD-FP User manual, the water quantities of 2 statistical modes can be considered to be basically equal, and the model is proved to be reliable in the water balance angle.
In this example, the reservoir emptying time was calculated to be about 61.8 minutes from the flow process line, with a theoretical discharge of 1215 km3(ii) a The total water volume of the downstream flooding area simulated by the model is 1217 km3The relative error is 0.189% (less than 5%), the water amount in the two statistical modes is considered to be basically equal, and the model is reasonable in terms of water balance.
S52, if the simulation result is reasonable and reliable, outputting the result; if the simulation result is not reliable or reasonable, the process returns to step S4 to recalculate and modify the relevant parameters. In this embodiment, the flow state analysis of the water in the downstream flood area after the dam break, the flood arrival time and the water level change of each feature point, and other information analysis all accord with the general law of flood application, that is, the water flows to the lower position and the position closer to the dam break port, the faster the water flow arrives and the faster the speed, so the simulation result of this embodiment is reasonable and reliable, and the result can be output.
S6, outputting the optimized LISFLOOD-FP model simulation result, including the relevant data of the variation processes such as the flow velocity of flood after dam break, the submerged depth and the range, and performing visual display by utilizing Arc Map.
Through multiple tests, the simulation calculation time of the model of the embodiment is 0.47-3.48 minutes, and the specific calculation time and the simulation duration set by the modelAnd the range of the research area. The maximum flooding water depth and range map and the maximum flood flow rate map of the flooded area of the disaster area in the first embodiment are respectively shown in fig. 3 and 4, and the total flooding area is 6.76km2The maximum submerged depth is 23.04m, and the maximum flood flow rate close to the break mouth in the disaster area can reach 16.6 m/s. Because the potential of a certain village and a nearby area along the bank of the river channel is lower and is close to the dam mouth of the reservoir, the dam break simulation is a serious disaster area, and the submerged depth of the area can reach 16 m; the flow rate near the burst is maximum, the depth of the submerged water is deepest, and the highest flow rate along the way is gradually reduced along with the downstream evolution of the flood; the highest flow velocity near a certain village close to the dam site can reach 16 m/s, and when the flow velocity of water flow is more than 5m/s, the water flow has strong destructive power and can damage the building, so that the upstream position near the certain village can damage the building due to overlarge flow velocity.
Example two:
the steps in this embodiment are substantially the same as those in the first embodiment, except that:
determining the reservoir water level, reservoir capacity, dam break form and break opening width during dam break in step S31; in the second embodiment, a burst mode of instant burst is adopted for calculation; when the dam is broken, the water level of the reservoir is 42.65m of overtopping flood level and corresponds to 1215 ten thousand m of reservoir capacity3The width of the burst opening is 90m (about half of the dam length), the burst opening is trapezoidal when the burst opening is completely broken;
in step S33, the route of the burst flood flow calculated in the second embodiment is shown in fig. 5.
In step S51, the reservoir emptying time is calculated to be about 98 minutes according to the flow process line, and the theoretical discharge capacity is 1215 km3(ii) a The total water volume in the downstream flooded area simulated by the model was 1216 km3The relative error is 0.082% (less than 5%), the water quantities of the two statistical modes are considered to be basically equal, and the model is reasonable in terms of water quantity balance.
Through a plurality of tests, the simulation calculation time of the model of the embodiment is 0.67-3.48 minutes, and the specific calculation time is related to the simulation duration, the research area range and other information set by the model. Maximum flooding water depth and range map and flood of flooded area of disaster area in the second embodimentThe maximum water flow velocity is shown in FIGS. 6 and 7, respectively, and the total flooding area is 6.70km2The maximum submerged depth is 19.88m, and the maximum flood flow rate close to the break mouth in the disaster area can reach 11 m/s. The flow rate near the burst is maximum, the depth of the submerged water is deepest, and the highest flow rate along the way is gradually reduced along with the downstream evolution of the flood; when the flow velocity of the water flow is more than 5m/s, the building is damaged due to strong destructive power, and therefore the building is damaged due to overlarge flow velocity at the upstream position near a certain village. The range of the disaster area in this embodiment is approximately the same as that in the first embodiment, but the damage degree of the disaster area is slightly different due to the difference of the flood flow rate.
Example three:
the steps in this embodiment are substantially the same as those in the second embodiment, except that:
determining the reservoir water level, reservoir capacity, dam break form and break opening width during dam break in step S31; in the third embodiment, a burst mode of instant burst is adopted for calculation; the reservoir water level is check flood level 41.92m when the dam is broken and corresponds to reservoir capacity 1172m3The width of the burst opening is 90m (about half of the dam length), the burst opening is trapezoidal when the burst opening is completely broken;
in step S33, the flow path of the flood for the breach according to the third embodiment is shown in fig. 8.
In step S51, the reservoir emptying time is calculated according to the flow process line for about 102 minutes, and the theoretical discharge capacity is 1219 km3(ii) a The total water volume of the downstream inundation area simulated by the model is 250.36 ten thousand meters3The relative error is 0.15% (less than 5%), the water quantities of the two statistical modes are considered to be basically equal, and the model is reasonable in terms of water quantity balance.
Through a plurality of tests, the simulation calculation time of the model of the embodiment is 0.78-3.48 minutes, and the specific calculation time is related to the simulation duration, the research area range and other information set by the model. The maximum flooding water depth and range map and the maximum flood flow rate map of the flooded area of the disaster area in the third embodiment are respectively shown in fig. 9 and fig. 10, and the total flooding area is 6.56km2The maximum submerged depth is 19.68m, and the maximum flood flow rate close to the break mouth in the disaster area can reach 10.8 m/s. Flow velocity near the breachThe maximum and submerged water depth is deepest, and the highest flow velocity along the way is gradually reduced along with the downstream evolution of the flood; when the flow velocity of the water flow is more than 5m/s, the building is damaged due to strong destructive power, and therefore the building is damaged due to overlarge flow velocity at the upstream position near a certain village. The disaster area range and the damage degree of the embodiment are approximately the same as those of the second embodiment.
Example four:
the steps in this embodiment are substantially the same as those in the second embodiment, except that:
determining the reservoir water level, reservoir capacity, dam break form and break opening width during dam break in step S31; in the third embodiment, a burst mode of instant burst is adopted for calculation; when the dam is broken, the water level of the reservoir is 40.2m of the normal water storage level, which corresponds to 825 ten thousand m of the normal reservoir capacity3The width of the burst opening is 90m (about half of the dam length), the burst opening is trapezoidal when the burst opening is completely broken;
in step S33, the route of the burst flood flow obtained by the fourth embodiment is shown in fig. 11.
In step S51, the reservoir emptying time is calculated to be about 81 minutes according to the flow process line, and the theoretical discharge capacity is 825 km3(ii) a The total water volume of the downstream inundation area simulated by the model is 826.0 ten thousand meters3The relative error is 0.118% (less than 5%), the water amount in the two statistical modes is considered to be basically equal, and the model is reasonable in terms of water balance.
Through a plurality of tests, the simulation calculation time of the model of the embodiment is 0.65-3.48 minutes, and the specific calculation time is related to the simulation duration, the research area range and other information set by the model. The maximum flooding water depth and range map and the maximum flood flow rate map of the flooded area of the disaster area in the fourth embodiment are shown in fig. 12 and 13, respectively, and the total flooding area is 5.09km2The maximum submerged depth is 18.36m, and the maximum flood flow rate close to the break mouth in the disaster area can reach 10.5 m/s. The flow rate near the burst is maximum, the depth of the submerged water is deepest, and the highest flow rate along the way is gradually reduced along with the downstream evolution of the flood; when the flow velocity of water flow is more than 5m/s, the water flow has strong destructive power and can damage the building, so that the upstream position near a certain village can damage the building due to overlarge flow velocityThe object is destroyed. The disaster area range of this embodiment is slightly different from the damage degree of the above three embodiments.
Example five:
the steps in this embodiment are substantially the same as those in the first embodiment, except that:
determining the reservoir water level, reservoir capacity, dam break form and break opening width during dam break in step S31; in the fifth embodiment, a gradual bursting mode is adopted for calculation; the osmotic deformation damage is rectangular, the initial osmotic deformation damage length is 0.1m, the breach develops linearly, and the osmotic deformation damage height is 32.05 m; when the dam is broken, the water level of the reservoir is 42.65m of overtopping flood level and corresponds to 1215 ten thousand m of reservoir capacity3The width of the breach is 60 m.
When the maximum burst flow is calculated in step S32, the gradual collapse is a gradual collapse in which the osmotic deformation damage develops, and the flow is calculated by using a pore flow formula, where the maximum burst flow calculation formula is as follows:
in the formula: h is reservoir water level, namely reservoir calculated water level elevation; a is the area of the channel water passing section; hPIs the elevation of the central line of the pipeline; f is a Darcy friction coefficient, depends on the D50 particle size, and can be calculated by a Moody curve, and L is the length of the pipeline along the water flow direction; d is the diameter or width of the pipe.
In step S33, the flow path of the burst flood flow obtained by the fifth embodiment is shown in fig. 14.
In step S51, the reservoir emptying time is calculated to be about 160 minutes according to the flow process line, and the theoretical discharge capacity is 1215 km3(ii) a The total water volume of the downstream inundation area simulated by the model is 1211.8 ten thousand meters3The relative error is 0.263% (less than 5%), the water amount in the two statistical modes is considered to be basically equal, and the model is reasonable in terms of water balance.
Through multiple tests, the simulation calculation time of the model in the embodiment is 1.02-4.2 minutes, and the specific calculation time is related to the simulation duration, the research area range and other information set by the model. Book (I)The maximum flooding water depth and range map and the maximum flood flow rate map of the flooded area of the disaster area in the fifth embodiment are respectively shown in fig. 15 and fig. 16, and the total flooding area is 6.48km2The maximum submerged depth is 18.86m, and the maximum flood flow rate close to the break mouth in the disaster area can reach 8.8 m/s. The flow rate near the burst is maximum, the depth of the submerged water is deepest, and the highest flow rate along the way is gradually reduced along with the downstream evolution of the flood; when the flow velocity of the water flow is more than 5m/s, the building is damaged due to strong destructive power, and therefore the building is damaged due to overlarge flow velocity at the upstream position near a certain village. The disaster area ranges of the present embodiment are substantially the same as those of the third embodiment, and the damage degree is slightly different due to the impact of the flood flow velocity.
Example six:
the steps in this embodiment are substantially the same as those in the fifth embodiment, except that:
determining the reservoir water level, reservoir capacity, dam break form and break opening width during dam break in step S31; in the sixth embodiment, a gradual bursting decision mode is adopted for calculation; the osmotic deformation damage is rectangular, the initial osmotic deformation damage length is 0.1m, the breach develops linearly, and the osmotic deformation damage height is 32.05 m; the reservoir water level is check flood level 41.92m when the dam is broken and corresponds to reservoir capacity 1172m3The width of the breach is 60 m.
In step S33, the flow path of the burst flood flow obtained by the sixth embodiment is shown in fig. 17.
In step S51, the reservoir emptying time is calculated to be about 165 minutes according to the flow process line, and the theoretical discharge capacity is 250.73 km3(ii) a The total water volume of the downstream inundation area simulated by the model is 250.36 ten thousand meters3The relative error is 0.15% (less than 5%), the water quantities of the two statistical modes are considered to be basically equal, and the model is reasonable in terms of water quantity balance.
Through multiple tests, the simulation calculation time of the model in the embodiment is 1.05-4.2 minutes, and the specific calculation time is related to the simulation duration, the research area range and other information set by the model. The maximum flooding water depth and range map and the maximum flood flow rate map of the flooded area in the disaster area of the sixth embodiment are respectively shown in fig. 18 and fig. 19, and the total flooding is performedThe area is 6.4km2The maximum submerged depth is 18.59m, and the maximum flood flow rate close to the break mouth in the disaster area can reach 8.6 m/s. The flow rate near the burst is maximum, the depth of the submerged water is deepest, and the highest flow rate along the way is gradually reduced along with the downstream evolution of the flood; when the flow velocity of the water flow is more than 5m/s, the building is damaged due to strong destructive power, and therefore the building is damaged due to overlarge flow velocity at the upstream position near a certain village. The disaster area range and the damage degree of the embodiment are substantially similar to those of the fifth embodiment.
Example seven:
the steps in this embodiment are substantially the same as those in the fifth embodiment, except that:
determining the reservoir water level, reservoir capacity, dam break form and break opening width during dam break in step S31; the seventh embodiment calculates by using a gradual bursting mode; the osmotic deformation damage is rectangular, the initial osmotic deformation damage length is 0.1m, the breach develops linearly, and the osmotic deformation damage height is 32.05 m; when the dam is broken, the reservoir is at a normal water storage level of 40.20m, and the break width of the break opening is 60 m.
In step S33, the flow path of the burst flood flow obtained by the seventh embodiment is shown in fig. 20.
In step S51, the reservoir emptying time is calculated to be about 136 minutes according to the flow process line, and the theoretical discharge capacity is 825 km3(ii) a The total water volume of the downstream inundation area simulated by the model is 822.5 ten thousand meters3The relative error is 0.301% (less than 5%), the water amount in the two statistical modes is considered to be basically equal, and the model is reasonable in terms of water balance.
Through multiple tests, the simulation calculation time of the model in the embodiment is 0.97-4.2 minutes, and the specific calculation time is related to the simulation duration, the research area range and other information set by the model. In the sixth embodiment, the maximum flooding water depth and range map and the maximum flood flow rate map of the flooded area in the disaster area are respectively shown in fig. 21 and 22, and the total flooding area is 4.98km2The maximum submerged depth is 17.37m, and the maximum flood flow rate close to the break mouth in the disaster area can reach 8.1 m/s. The flow velocity near the burst is maximum and the submerged water depth is deepest, and the flow velocity is gradually increased along the way along with the downstream evolution of the floodGradually decreases the maximum flow rate; when the flow velocity of the water flow is more than 5m/s, the building is damaged due to strong destructive power, and therefore the building is damaged due to overlarge flow velocity at the upstream position near a certain village. The disaster area range and the damage degree of the embodiment are smaller than those of the former six cases.
Through multiple tests of various embodiments, the time of one embodiment is calculated by model simulation for about 0.38-4.2 minutes, and the specific calculation time is related to the simulation duration, the research area range and other information set by the model. The extent of the submerged area downstream of the breach and its damage level are related to the type of the model dam, the width of the breach, the rate of the breach discharge. In general, the total input bleed-down flow in the model is the same, and the simulated inundation ranges of the model are generally similar; when the input bleed-down flow rate, the burst form and the burst width are different, the flow speed of each submerged area of the model simulation is also greatly different, and the model simulation result is proved to have higher reliability. From the view of simulation effect and simulation efficiency, the reservoir dam break flood numerical simulation method suitable for the complex underlying surface of the urban area, disclosed by the invention, is suitable for the complex terrain of the urban area, and has the advantages of high calculation speed and high simulation precision.
The preferred embodiments of the invention disclosed above are intended to be illustrative only. The preferred embodiments are not intended to be exhaustive or to limit the invention to the precise embodiments disclosed. Obviously, many modifications and variations are possible in light of the above teaching. The embodiments were chosen and described in order to best explain the principles of the invention and the practical application, to thereby enable others skilled in the art to best utilize the invention. The invention is limited only by the claims and their full scope and equivalents.
Claims (10)
1. A reservoir dam-break flood numerical simulation method suitable for urban complex underlying surface is characterized by comprising the following steps: the method comprises the following steps:
s1, collecting basic data of the reservoir and the downstream area;
s2, manufacturing a topographic model and a roughness field file of the downstream of the reservoir;
s3, calculating the flow process of the burst according to the reservoir capacity, the burst water depth and the burst width;
s4, inputting terrain, roughness and flow process data files in the LISFLOOD-FP model, setting simulation parameter values of the LISFLOOD-FP model, and then simulating;
s5, carrying out water balance and flow state analysis on the simulation result, verifying, rating, optimizing a numerical model, and analyzing and calculating the reliability and rationality of the result;
and S6, outputting the result of the LISFLOOD-FP model simulation after optimization.
2. The method according to claim 1, wherein the basic data of the reservoir and the downstream area comprises topographic data of the reservoir and the downstream area, dam body related data, land utilization data, a warehousing flood process and ex-warehouse flood flow data.
3. The method of claim 2, wherein the dam body related data includes dam height, dam length, dam crest width, upstream and downstream slope, and dam body material.
4. The method for numerical simulation of dam break flood of reservoir suitable for complex underlying surface in urban area as claimed in claim 1, wherein step S2 is to use Arc Map software to make topographic model and roughness field file of reservoir downstream, comprising the following steps:
s21, determining a research range according to the terrain condition and the possible submerged area;
s22, introducing a vector surface of a building in a research area into Arc Map software, endowing the vector surface with a real height value of the building or increasing a sufficiently large assumed altitude value, converting the vector surface into a grid format, and adding the grid format to an original digital elevation model to generate a digital elevation model after the building is increased;
and S23, according to the land utilization type, giving corresponding roughness values to different land types of specific building groups, grasslands, forests, parks, roads, streets and rivers, and converting the roughness values into a grid format, namely obtaining a roughness spatial distribution field of a complex underlying surface.
5. The method for simulating the flood numerical value of the dam break of the reservoir suitable for the complex underlying surface of the urban area as claimed in claim 1, wherein the step S3 comprises the following steps:
s31, determining the reservoir water level, reservoir capacity, dam break form and break opening width during dam break; the dam breaking mode is divided into two breaking modes of instant breaking and gradual breaking;
s32, calculating the maximum burst flow; the maximum burst flow of the instant burst is calculated according to the following formula:
in the formula Qm、g、B、bm、H0Respectively representing the maximum burst flow, the gravity acceleration, the dam length, the final burst width and the burst depth of the dam;
the gradual collapse is the gradual collapse when the osmotic deformation damage is developed, the flow is calculated by adopting a pore flow formula, and the maximum collapse flow calculation formula is as follows:
in the formula: h is reservoir water level, namely reservoir calculated water level elevation; a is the area of the channel water passing section; hPIs the elevation of the central line of the pipeline; f is a Darcy friction coefficient, depends on the D50 particle size, and can be calculated by a Moody curve, and L is the length of the pipeline along the water flow direction; d is the diameter or width of the pipeline;
s33, calculating the flood flow process of the breach; assuming that the burst flood volume is known as reservoir capacity W, flood duration TnThen, the calculation formula of the flood flow Q at the time t is as follows:
wherein 0 is less than or equal tot≤T n 。
6. The method for simulating the flood numerical value of the dam break of the reservoir suitable for the complex underlying surface of the urban area as claimed in claim 1, wherein the step S4 comprises the following steps:
s41, inputting parameter files of a research area DEM, flood flow data and boundary information of a simulation area by using ASCII codes in the LISFLOOD-FP model, and setting simulation parameter values such as empirical parameter values, default values, simulation duration and step length;
s42, simulating a flood evolution process by using a model, wherein the principle of simulating flood propagation is based on a continuity equation and a momentum equation, for the simulation of a one-dimensional river channel, the LISFLOOD-FP model simplifies the one-dimensional Saint-Weinan equation by eliminating local acceleration, convection acceleration and pressure terms in the momentum equation, and calculates by using a motion wave or diffusion wave mode; the two-dimensional hydraulic calculation control equation of the flood storage area is as follows:
in the formula (I), the compound is shown in the specification,Vis the flow rate of the unit cell,Q up、 ，Q down 、Q left andQ right respectively, the volume flow rates of the upstream, downstream, left and right cell grids in adjacent contact with the cell grid,Q ij is as follows
The unit grid and
volume flow between unit grids，A ij AndR ij are respectively a unit grid
、
The cross-sectional area and hydraulic radius at the interface,S ij is the water surface gradient between the two grids,nthe Manning coefficient of friction.
7. The method for simulating the flood numerical value of the dam break of the reservoir suitable for the complex underlying surface of the urban area as claimed in claim 1, wherein the step S5 comprises the following steps:
s51, analyzing the water balance, and outputting the simulation result if the simulation result is reasonable and reliable; if the simulation result is not reliable or reasonable, the method returns to the step S4 to recalculate and perform model optimization.
8. The method of claim 7, wherein the analyzing of the water balance comprises: and obtaining the water displacement of a certain period of time after the dam break through a break flow process line, then counting the submerged water amount of a downstream submerged area simulated by the model, analyzing the errors of the water displacement and the submerged water amount, considering that the water displacement is equal to the submerged water amount if the relative error is smaller than a threshold value according to a LISFLOOD-FP user manual, and explaining that the model is reasonable and reliable in a water balance angle.
9. The method according to any one of claims 1 to 8, wherein the simulation parameter values comprise initial conditions, boundary conditions, empirical parameter values, default values, Kuronn numbers, friction coefficients, simulation duration and step length.
10. The method according to claim 9, wherein the simulation result includes data related to the velocity of flood after dam break, the depth and range of submerged water, the characteristic point water level and the velocity variation process.
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