CN113792448B - River channel and flood area water-break-inundation coupling simulation method - Google Patents
River channel and flood area water-break-inundation coupling simulation method Download PDFInfo
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Abstract
The invention discloses a river channel and flood area water-break-submerge coupling simulation method, which sequentially comprises the steps of data collection and reorganization, water-break-submerge coupling simulation scheme establishment, water-break-submerge coupling simulation model construction, water-break-submerge process coupling simulation step sequentially comprises the steps of determining the relation between the water-break height of a river channel water-break ice plug and the comprehensive roughness of the river channel, water-break flow process calculation under the effect of water-break, dynamic water-break-fill process simulation of the flood area water-break and flood-submerge risk analysis.
Description
Technical Field
The invention relates to a river channel and flood area water-break-submerge coupling simulation method.
Background
The disaster of breakwater in a frigid flood under extreme weather conditions is one of the most prominent major natural disasters in winter and spring of a river channel in a cold region, and has the characteristics of more dangerous points, long dangerous segments, wide influence range and the like. At present, students develop researches such as a two-dimensional hydrodynamic model for analyzing the flood inundation risk of a broken dike and a flood, a one-dimensional hydrodynamic model for evaluating the flood inundation risk of a river ice plug, a river ice generation and elimination evolution numerical simulation model and the like, and the research results are only reflected in the river,
The research results of a coupling simulation method of the flood in a river channel, a dike and a flood area system are not available in a single dimension of the dike or the flood area, and the actual flood disaster is a dynamic coupling process of the flood congestion of the river channel, the dike break and the flood of the flood area, but the report of related research results is fresh at present.
Disclosure of Invention
The invention aims to provide a river channel and flood area water-break-flood coupling simulation method.
The technical scheme of the river channel and flood area water-break-submerge coupling simulation method is realized as follows: a river channel and flood area water-break-submerge coupling simulation method sequentially comprises the following steps:
1. data collection and structuring
Collecting basic geographic data including administrative regions, residential areas, river water systems, traffic roads and embankments, historical flood control flood processes, disaster data, digital Elevation Models (DEM), remote sensing images and other data, constructing requirements on the data according to a flood control water-break-submerge coupling model, and performing systematic integral editing treatment on the data;
2. simulation scheme of water-break-submerged coupling of flood
Setting a dike break when the river channel water level reaches a certain level, wherein a break-out opening is rectangular and instantaneously breaks to the bottom, the width of the break-out opening, namely the bottom width b of the break-out opening is the maximum value actually happened in history, the re-blocking and closure are started after 72h of diversion, the blocking time is 24h, the upstream flood process of the break-out opening in the historical model year flood season is selected, the maximum peak flow of the historical maximum in the river reach is researched as the peak value to be amplified in the same-time ratio, the maximum peak flow is used as the upstream inflow condition of a break-out analysis scheme, the downstream outflow condition is the water level-flow relation of the river channel section in the flood season, a full-river-width ice plug with the length of 10km is arranged at the downstream of the break-out opening, and the ice plug roughness n in the flood season i The flow rate is 3200m 3 Setting the water-blocking height H of the ice plug of the flood at/s to be 2.3 m;
3. construction of coupling simulation model for water-break-submerged flood
According to the principles of a one-dimensional hydrodynamic model of a river channel and a two-dimensional hydrodynamic model of a flood area, taking the characteristics of water blocking by ice blockage and the characteristics of water flooding by breakwater into consideration, a dynamic coupling numerical simulation method of water blocking by river channel and flood area by water blocking by breakwater-flooding by flood is adopted, and dynamic coupling numerical simulation of water blocking by river channel, water blocking by breakwater diversion by flood area and water flooding by flood area is realized;
(1) Principle of one-dimensional water-spreading and water-blocking simulation model for river channel
River ice plug in the flood season causes the wet week χ of the water cross section river bed b Increasing, decreasing the hydraulic radius R, increasing the comprehensive rough rate n of the river channel from the rough rate n of the river bed b And ice plug roughness n in the flood season i Co-determination, due to ice plug roughness n in the flood season i The method is closely related to the characteristics of ice plugs, the flood conditions of the flood, the air temperature and other factors, and dynamically changes in the process of generation, elimination and evolution, and has great measurement difficulty, so the method for simulating the coupling of water blocking-dyke-inundation of the flood in the river channel and the flood area adopts the ice plug roughness n in the flood period i Optimizing the water accumulation effect with the comprehensive rough rate n of the river channel, and determining the ice blocking rough rate n in the flood season through the sensitivity analysis of the ice blocking water accumulation height H of the flood to the comprehensive rough rate n i And the comprehensive roughness n of the river channel.
The invention relates to a river channel and flood area water-spreading-inundation coupling simulation method, which adopts a one-dimensional unsteady flow hydrodynamic model to simulate the river channel water-spreading process, calculates water-spreading ice-blocking surface lines at different moments and water-spreading capacity at different positions, and sequentially expresses the following equations 1 to 5 for describing the one-dimensional water-spreading of the river channel:
for natural river course, general χ b ≈χ i Then:
wherein: q is the river flow (m) 3 S); a is the water passing area (m) 2 ) The method comprises the steps of carrying out a first treatment on the surface of the x is the distance along (m); t is time(s); q is the interval source sink item single wide flow (m 2 S); r is the hydraulic radius (m); c is the Xuetalent coefficient (s/m) 1/3 ) The method comprises the steps of carrying out a first treatment on the surface of the Z is the flood level (water level for short) (m) and is the sum of the flood ice-plug water-blocking height (water-blocking height for short) H and the flood level in the open flow period (no ice-plug); n is the comprehensive roughness of the river course; n is n b Is the river bed roughness rate; n is n i The ice plug roughness rate (ice plug roughness rate for short) in the flood season; x-shaped articles b Is the wet week (m) of the river bed; x-shaped articles i Is the wet cycle (m) of the ice plug; alpha is a momentum correction coefficient; v is the flow rate (m/s); j is hydraulic gradient
(2) Method for calculating breakwater diversion flow under water-blocking effect of flood
The flood water-break-submerging is a flood time-space dynamic coupling evolution process between the river course, the embankment and the flood area, the invention discloses a river channel and flood area water-spreading-inundation coupling simulation method, which realizes real-time dynamic coupling of a river channel one-dimensional water-spreading calculation model and a flood area two-dimensional water-spreading flood numerical model in a side-spreading building linking mode, wherein the calculation formulas (from formula 6 to formula 8 in sequence) of water-spreading diversion flow at different moments are as follows:
wherein: q (Q) L Flow (m) is divided for the breach 3 S); b is the bottom width (m) of the crumple; h is the river water level (m) at the inner side of the bursting port; h is a b Is the height (m) of the bottom of the crumple; s is the ratio of the side slopes of the crumple; c w The weir coefficient is the horizontal part of the crumple; c s Is the partial weir coefficient of the side slope of the breach; c v Correcting the coefficient for inflow shrinkage loss; k (k) s Is a flooding correction coefficient; c B Is a dimensionless coefficient; w (W) R The width (m) of the river channel at the bursting mouth; h is a d The final bottom elevation (m) of the crumple; q (Q) p For the last iteration of the breach flow (m 3 /s)；h ds The water level (m) of the flood area outside the crumple; g is gravity acceleration (m/s) 2 ) The method comprises the steps of carrying out a first treatment on the surface of the General c w Take 0.5464, c s Take 0.4319, c B Take 0.7403
(3) Flood simulation model principle for flood break of flood zone two-dimensional flood
The present invention relates to a river channel and flood break-flood coupling simulation method, and utilizes the flow ice-catching movement characteristics of wide shallow area according to the flow ice-catching movement characteristics of the river channel and flood break-flood break I And the surface roughness n B And respectively calculating the water flow drag force and the surface friction force of the ice water interface, and carrying out optimization treatment on the ice water interface by adopting the comprehensive roughness N of the flow ice and the surface during numerical simulation, wherein the equations from the equation 9 to the equation 14 of the flood motion of the frigid dam break are sequentially expressed as follows:
wherein: h is a water depth value (m); z b Is the ground elevation (m); u and v are flow velocity components (m/s) in the x and y directions, respectively; t is time(s); τ ix And τ iy The components of the water flow drag force of the ice water interface in the x and y directions are respectively shown; τ bx And τ by The components of the friction force of the earth surface in the x and y directions of the flood area are respectively; n is n B Is the surface roughness of the flood area; n is n I Is the flow rate; n is the comprehensive roughness of the flood area, namely the comprehensive roughness of the flow and the earth surface; ρ is water density (kg/m) 3 ) The method comprises the steps of carrying out a first treatment on the surface of the g is gravity acceleration (m/s) 2 )；q L As source sink item
According to the characteristics of flood spreading and dam-break under the condition of complex topography and relief and the characteristics of disaster recovery of buildings, the invention relates to a river channel and flood area flood spreading and dam-break-flood coupling simulation method. According to the depth of the dry water (h dry ) And wet depth (h) wet ) In theory, the submerged water depth (h) is utilized to optimize the grid computing attribute, thereby improvingModel calculation efficiency and stability, and judgment criteria are as follows: when h is less than h dry When the grid does not participate in calculation, the mass flux and the momentum flux are 0; when h dry ＜h＜h wet When the grid quality flux is calculated only; when h>h wet At this time, the mass flux and the momentum flux are calculated simultaneously.
4. Coupling simulation of water-break-submerging process of flood
(1) Determining relation of river channel ice plug water accumulation height and comprehensive rough rate of river channel
Selecting a typical danger section, considering different flow conditions, and setting different ice plug roughness rates n corresponding to 10km river sections downstream of the danger section respectively i 0.06, 0.10, 0.12 and 0.15, based on the constructed one-dimensional water-spreading simulation model of the river channel, simulating different flow conditions and ice-blocking roughness n in different water spreading periods i The change process of the water-spreading flood level Z and the water-spreading ice-plug water-blocking height H under the combined working condition is used for determining the relation between the water-spreading ice-plug water-blocking height H of the river and the comprehensive roughness n of the river;
(2) Calculating the breakwater flow process under the effect of water accumulation in the flood
Setting a water burst, a dike burst and a flooding coupling simulation model constructed in the step 3, setting a time when a dike burst is instantaneously burst to the bottom, starting to seal after 72 hours, closing all the dike burst after 24 hours, and calculating the width of the dike burst and the split flow Q of the dike burst by using an embedded method for calculating the split flow of the dike burst under the effect of water burst L A change process;
(3) Dynamic flood process simulation of flood break of flood zone
Based on the constructed water-break-flood coupling simulation model of the flood control, simulating the corresponding water-break-flood dynamic evolution process of the flood in different schemes, and counting the distribution condition of the water depth h of the flood submerged by the flood in different moments;
(4) Flood risk analysis for flood break of flood
According to the simulation result of the dynamic flooding process of the flood, the flooding area of the flood at different moments and the corresponding flooding area change conditions of different water depth grades are calculated, the change conditions of the flooding area and the flooding range along with the transition of the flooding flood, the areas with larger flooding risks are analyzed, and the key protection range of the anti-icing disaster reduction is defined.
The river channel and flood area water-spreading and dam-spreading-inundation coupling simulation method has the characteristics of being suitable for wide shallow area water-spreading flood water-spreading simulation, realizing real-time dynamic coupling of river channel water-spreading, dike spreading and flood-spreading flood inundation, and providing important technical means for dam-spreading inundation risk assessment under the effect of water-spreading.
Drawings
The invention is further described below with reference to the drawings and examples.
FIG. 1 is a flow chart of a river channel and flood area water-break-flood coupling simulation method;
FIG. 2 is a plot of the study area and the site of the breach;
FIG. 3 is a topographical view of a study area;
FIG. 4-1 is a schematic diagram of inflow control conditions of a flood control water-break-flood coupling simulation model;
fig. 4-2 is a schematic diagram of outflow control conditions of a water-break-submerge coupling simulation model in a flood season;
fig. 5-1 is q=2000 m 3 A graph of the change of the water-blocking height of the ice plug at different positions of the condition/s along with the ice plug roughness rate of the ice plug in the ice season;
FIG. 5-2 is a graph showing the change of the flood level with the flow rate under different ice plug roughness rates of sheep farm workers;
5-3 are graphs showing the change of the water-blocking height of the ice plug of the ice house with the flow rate under the condition of different ice plug roughness rates of the ice plug of the sheep farm worker;
FIG. 6-1 is a chart of a process of varying the width of a vent;
FIG. 6-2 is a graph of a process of breach flow split;
FIG. 7-1 is a distribution diagram of the flooding flood inundation depth at 12h of evolution time;
FIG. 7-2 is a distribution diagram of the flooding flood inundation depth at 24h of evolution time;
7-3 is a distribution diagram of the flooding flood inundation depth of the flood at the evolution time 72 h;
FIG. 8 is a graph of the change in flood inundation area at different times;
fig. 9 is a statistical graph of flood inundation areas of different water depth levels.
Detailed Description
Example 1
1. Software source
Python: version 3.8;
a compiler: pyrm (pyrchain)
2. The invention relates to a river channel and flood area water-break-submerge coupling simulation method
As shown in FIG. 1, the method for simulating the coupling of river channel and flood congestion, dike break and flood comprises the following steps in sequence:
(1) Data collection and structuring
The method comprises the steps of taking a Bayan Gao Le-head-turn (barhead for short) river reach, shown in fig. 2, of which the yellow river is most frequent in the occurrence of a yellow river Mongolian section and the most serious in influence loss as a research object, setting a north bank flood control standard of the river reach as 50 years first, setting a south bank flood control standard as 30 years first, considering the most adverse situation, determining a south bank flood control area and a flood area as a specific research area, collecting basic geographic data including administrative regions, residential areas, river systems, traffic roads and embankments, data such as historical flood process and disaster data, digital Elevation Models (DEM), remote sensing images and the like, constructing requirements for the data according to a flood congestion-break-flood coupling model, and performing systematic integral treatment on the data;
(2) Simulation scheme of water-break-submerge coupling of flood control
Comprehensively considering factors such as historical breakwater dangerous section, water level exceeding the guaranteed level of the anti-icing, residents outside the dike or economic concentration, determining the position of a breakwater opening of the dike as shown in figure 2, setting the breakwater opening to be rectangular when the water level of the river reaches the guaranteed level of the anti-icing, instantly breaking to the bottom, setting the width of the breakwater opening to be 100m which is the largest since 1990, starting to block and cut after 72h of diversion, blocking for 24h, and selecting a typical flood process upstream of the quay section breakwater opening (three-lake river mouth station) in the water period of the water in the time of 2007-2008 to obtain the final productHistorical maximum flow of the first road crutch station is 3500m 3 The peak value is amplified by the same ratio, the peak value is used as an upstream inflow condition and a downstream outflow condition of a dike break analysis scheme, the upstream inflow condition is the water level-flow relation of a first road turning station 2007-2008 in a steady sealing stage of a water-flow period, a full-river-width ice plug with the length of 10km is arranged at the downstream of the dike break, and the ice plug roughness n in the water-flow period is obtained i According to flow of 3200m 3 Setting the water blocking height H of the ice plugs of the flood season at/s to be 2.3m, and determining the ice plug roughness n of the flood season through the sensitivity analysis of the water blocking height H of the flood season to the comprehensive roughness n of the river i And the comprehensive roughness n of the river channel. A list of proposed calculation schemes is shown in Table 1
Table 1 list of calculation schemes
(3) Construction of water-break-submerge coupling simulation model for flood control
Constructing a one-dimensional water-spreading and water-spreading simulation model of a river channel by using actual measurement section data of 10-11 months in 2012 of a bar-head river reach, controlling 146 sections, determining a flood area calculation range according to the position of a levee breach, adopting unstructured triangular mesh subdivision regional topography, and constructing two-dimensional water-spreading and water-spreading flood simulation models of different levee-spreading south-bank flood areas based on space shuttle radar topography mapping mission (SRTM) 90m DEM, and connecting and establishing a water-spreading coupling simulation model of the river channel and the flood area, wherein basic data are unified into a Chinese geodetic coordinate system (CSCS) 2000 Gauss-Kruger projection and a 1985 national elevation reference, as shown in figure 3;
ice plug roughness n of 10km whole river reach in flood season at downstream of dike breach i The total roughness N of the flow stream and the ground surface of the flood area is set to be 0.15, the resident land is 0.08 (increased roughness), the dry land is 0.04, and the dry water depth is h dry 0.005m, wet depth h wet Calculating the time step length to be 10s for a two-dimensional coupling model with the length of 0.1m, and when the river channel water level reaches the anti-icing guaranteed water level (the elevation of the embankment is-2 m), enabling the embankment to be instantaneously collapsed to the bottom, enabling the width of a rectangular collapse opening to be 100m, and enabling the river channel and a flood area to be in flood and to be in water and collapse and submergedThe upstream inflow condition of the coupling simulation model is the same-ratio amplified data of the upstream flow process of the inlet of the quinuclidine section (three-lake estuary station) in 2007-2008 (the flow of the high-rise peak is 3500m of the history of the first-pass crutch station at maximum) 3 S), the downstream outflow condition is the flood water level-flow relation of the stage of flood sealing in the first road of the 2007-2008 year, as shown in figures 4-1 and 4-2, and the related data are shown in tables 2-1 and 2-2;
table 2-1 data of the same-fold ratio amplification of the upstream flow process of the quinuclidine section breach (three-lake estuary station) in 2007-2008
| Date of day | Time | Flow (m) 3 /s) | Date of day | Time | Flow (m) 3 /s) | Date of day | Time | Flow (m) 3 /s) |
| 2008/3/18 | 16:00 | 1188.82 | 2008/3/20 | 08:00 | 3308.02 | 2008/3/21 | 00:00 | 2671.52 |
| 2008/3/18 | 20:00 | 1203.59 | 2008/3/20 | 09:00 | 3393.67 | 2008/3/21 | 02:00 | 2597.68 |
| 2008/3/19 | 00:00 | 1270.04 | 2008/3/20 | 10:00 | 3359.70 | 2008/3/21 | 05:00 | 2464.77 |
| 2008/3/19 | 06:00 | 1314.35 | 2008/3/20 | 11:00 | 3305.06 | 2008/3/21 | 08:00 | 2373.21 |
| 2008/3/19 | 10:00 | 1321.73 | 2008/3/20 | 12:00 | 3325.74 | 2008/3/21 | 12:00 | 2627.22 |
| 2008/3/19 | 16∶00 | 1247.89 | 2008/3/20 | 13:00 | 3214.98 | 2008/3/22 | 00:00 | 2265.40 |
| 2008/3/19 | 20:00 | 2141.35 | 2008/3/20 | 14:00 | 3476.37 | 2008/3/23 | 8:00 | 865.40 |
| 2008/3/19 | 22:00 | 2289.03 | 2008/3/20 | 15:00 | 3337.55 | 2008/3/24 | 8:00 | 785.65 |
| 2008/3/19 | 23:00 | 2348.10 | 2008/3/20 | 16:00 | 3138.19 | 2008/3/25 | 8:00 | 843.25 |
| 2008/3/20 | 01:00 | 2407.17 | 2008/3/20 | 17:00 | 2894.51 | 2008/3/26 | 8:00 | 869.83 |
| 2008/3/20 | 02:30 | 3012.66 | 2008/3/20 | 18:00 | 2761.60 | 2008/3/27 | 8:00 | 818.14 |
| 2008/3/20 | 04:00 | 3046.62 | 2008/3/20 | 19:00 | 2687.76 | 2008/3/28 | 8:00 | 776.79 |
| 2008/3/20 | 05:00 | 3046.62 | 2008/3/20 | 20:00 | 2835.44 | 2008/3/29 | 8:00 | 775.32 |
| 2008/3/20 | 06:00 | 3401.05 | 2008/3/20 | 21:00 | 2791.14 | 2008/3/30 | 8:00 | 989.45 |
| 2008/3/20 | 07:00 | 3325.74 | 2008/3/20 | 22:00 | 2776.37 | 2008/3/31 | 8:00 | 1083.97 |
Table 2-2 2007-2008 relation between flood level and flow during steady sealing stage of first road crutch station in flood season
| Flood level (m) | 987.45 | 987.76 | 988.00 | 988.25 | 988.53 | 989.29 |
| Flow (m) 3 /s) | 280 | 316 | 420 | 450 | 540 | 760 |
(4) Coupling simulation of water-break-submerging process of flood
(1) Determining relation of river channel ice plug water accumulation height and comprehensive rough rate of river channel
Selecting sheep farm risk work as a typical risk working section, and considering different flow rates Q=400 m 3 /s、800m 3 /s、1200m 3 /s、1600m 3 /s、2000m 3 /s、2400m 3 /s、2800m 3 /s and 3200m 3 Setting different ice plug roughness n in the flood season corresponding to the 10km river reach at the downstream of the danger section i The number of the combination schemes is 0.06, 0.10, 0.12 and 0.15, 32 are combined, and based on one-dimensional water blocking simulation models of the riverway from the Bayan Gao Le to the first turning section, different flow rates Q and different ice blocking roughness rates n in the water blocking period are simulated i The change process of the water level Z and the water height H of the ice plug under the combined working condition is shown in figures 5-1 to 5-3, the related data are shown in tables 3-1 to 3-3, and compared with the free flow period, the ice plug roughness rate n in the ice plug period i The water accumulation phenomenon of different degrees occurs in the upstream and downstream river reach of the ice plug; the ice plug roughness rate n of the flood season under the condition of the same flow rate Q as the flood level Z at the same position rises along with the increase of the flow rate Q i The larger the flood level Z and the higher the water-blocking height H of the ice plug; ice plug roughness n in the same flood season i Under the condition that the water-blocking height H of the ice plug of the ice flood is slowly increased along with the increase of the flow Q, the flow Q is 3200m 3 S, when the water-blocking height H of the ice plug of the ice flood is 2.3m, the ice plug roughness rate n of the ice flood period is corresponding i About 0.15; because the shapes of the different sections are different, the water blocking height H of the ice plugs of the different sections is along with the ice blocking roughness n of the ice plugs in the flood season i The change rules are different;
table 3-1 sheep farm danger worker q=2000 m 3 Data of mileage/s and congestion level curve (n) i ＝0.15)
TABLE 3-2 sheep farm dangerous work flow and Water level Curve data (n) i ＝0.15)
TABLE 3-3 sheep farm dangerous traffic and congestion height Curve data (n) i ＝0.15)
(2) Calculating the breakwater flow process under the effect of water accumulation in the flood
According to Bayan Gao Le-first-turn river channel and flood area water-break-submerge coupling simulation model, setting a break opening to be instantaneously broken to the bottom and starting to seal after 72h, and completely closing the break opening after 24h, wherein the width of the break opening changes and the flow Q of the break opening is distributed L The changes were made as shown in FIGS. 6-1 and 6-2, and the relevant data are shown in tables 4-1 and 4-2
TABLE 4-1 time and burst width graph data
TABLE 4-2 time and burst shunting flow graph data
| (2008 synchronization) | Time | Burst split flow (m) 3 /s) |
| 2008/3/26 | 20:00 | 0 |
| 2008/3/27 | 05:00 | 108.50 |
| 2008/3/27 | 10:00 | 106.91 |
| 2008/3/28 | 00:00 | 102.45 |
| 2008/3/28 | 16:00 | 72.48 |
| 2008/3/28 | 19:00 | 67.45 |
| 2008/3/29 | 00:00 | 58.34 |
| 2008/3/29 | 20:00 | 19.45 |
| 2008/3/30 | 06:00 | 7.29 |
| 2008/3/30 | 12:00 | 0 |
(3) Dynamic flood process simulation of flood break of flood zone
Simulating a dynamic evolution process of the flood control water-break-submerging based on the constructed flood control water-break-submerging coupling simulation model, and counting the submerged water depth distribution conditions of the flood control water at different moments, as shown in figure 7;
(4) flood risk analysis for flood break of flood
According to the simulation result of the dynamic flooding process of the flood with the broken dike, the flooding areas of the flood with the broken dike at different moments and the corresponding flooding area change conditions of different water depth grades are calculated, and related data are shown in tables 5 and 6 as shown in fig. 8 and 9. Analysis shows that: along with the transition of the flood evolution time, the flooding area is continuously increased, but the increasing rate is slowly reduced, and the flooding equilibrium state is achieved basically for 75 hours; the corresponding submerged area ratios of different water depth grades of the submerged area are respectively (0, 0.5) accounting for 51.25 percent, (0.5, 1.0) accounting for 29.28 percent, (1.0, 2.0) accounting for 9.71 percent, (2.0, 3.0) accounting for 8.23 percent and (3.0,5.0) accounting for 1.53 percent, which indicates that the overall topography of the flood area is flat and has a slower gradient, but the area ratio of the submerged water depth of the flood with the water of more than 0.5m is about 48.75 percent, the submerged risk of the flood with the water of the flood break is larger, and the submerged water depth of the flood is more than 0.5m in a near resident area, which is used as a key protection range for preventing and reducing the ice.
Table 5 flood time and flood area graph data
| Flood time (h) | 10 | 30 | 50 | 80 | 100 | 140 |
| Submerged area (km) 2 ) | 4.93 | 13.73 | 18.52 | 20.64 | 20.77 | 20.89 |
TABLE 6 statistical map data of flood inundation areas for different water depth levels
| Water depth grade (m) | Different schemes correspond to the flood inundation area (km) 2 ) |
| ＜0.5 | 10.71 |
| 0.5～1.0 | 6.12 |
| 1.0～2.0 | 2.03 |
| 2.0～3.0 | 1.72 |
| ＞3.0 | 0.32 |
The embodiment shows that the invention is characterized by water accumulation, dike break and flooding in river and flood areasThe non-coupling simulation method is characterized in that after data related to the flood control history of a south bank where the most frequent occurrence of a yellow river drop and most serious influence on the bara Gao Le to a head river reach (called as Bab-head for short) are collected, and data requirements are built according to a flood control water-break-submerged coupling model, after systematic integral programming is carried out on the data, a flood control water-break-submerged coupling simulation scheme is designed, the break of the bank is set when the river water level reaches the water level of the flood control guarantee, the break is rectangular and instantaneously broken, the width of the break is 100m which is the largest since 1990, the re-blocking is started after 72h of diversion, the blocking time is 24h, a typical flood process is selected upstream of a break (three-lake-mouth station) of a quay section in the-2008, and the maximum peak flow rate of the head river reach 3500m in the head river reach 3 The peak value is amplified by the same ratio, the peak value is used as an upstream inflow condition and a downstream outflow condition of a dike break analysis scheme, the upstream inflow condition is the water level-flow relation of a first road turning station 2007-2008 in a steady sealing stage of a water-flow period, a full-river-width ice plug with the length of 10km is arranged at the downstream of the dike break, and the ice plug roughness n in the water-flow period is obtained i According to flow Q of 3200m 3 Setting the water-spreading ice-plug water-spreading height H at 2.3m, and according to the principles of a one-dimensional hydrodynamic model and a two-dimensional hydrodynamic model of a flood area of a river channel, taking the water-spreading characteristics of the ice-plug water-spreading and the water-spreading characteristics of a break, adopting a river channel and flood area water-spreading coupling simulation method to realize dynamic coupling numerical simulation of river channel water-spreading, embankment water-spreading diversion and flood spreading of the flood area; according to the simulation result of the dynamic flooding process of the flood with the flood and the breakwater, the flooding areas of the flood at different moments and the corresponding flooding area change conditions of different water depth grades are calculated, and after flood risk analysis of the flood with the flood and the breakwater of the flood area is carried out, the conclusion that the flood risk of the flood with the flood and the breakwater of the flood area is large is obtained, and the flood depth of the area of the close residents with the flood depth of more than 0.5m is used as the conclusion of the key protection range of the anti-icing disaster reduction. Therefore, the river channel and flood area water-break-inundation coupling simulation method has the characteristics of being suitable for wide shallow area water-break flood evolution simulation, realizing real-time dynamic coupling of river channel water-break, dike break diversion and flood inundation of flood area water-break, and providing important technical means for the evaluation of the break water-break inundation risk under the effect of water-break。
Claims (1)
1. A river channel and flood area water-break-submerge coupling simulation method sequentially comprises the following steps:
(1) Data collection and structuring
Collecting basic geographic data including administrative regions, residential areas, river water systems, traffic roads and embankments, historical flood control processes and disaster data, digital Elevation Models (DEM) and remote sensing image data, constructing requirements on the data according to a flood control water-break-submerge coupling model, and performing systematic integral editing treatment on the data;
(2) Simulation scheme of water-break-submerge coupling of flood control
Setting a dike break when the river channel water level reaches a certain level, wherein a break-out opening is rectangular and instantaneously breaks to the bottom, the width of the break-out opening, namely the bottom width b of the break-out opening is the maximum value actually happened in history, the re-blocking and closure are started after 72h of diversion, the blocking time is 24h, the upstream flood process of the break-out opening in the historical model year flood season is selected, the maximum peak flow of the historical maximum in the river reach is researched as the peak value to be amplified in the same-time ratio, the maximum peak flow is used as the upstream inflow condition of a break-out analysis scheme, the downstream outflow condition is the water level-flow relation of the river channel section in the flood season, a full-river-width ice plug with the length of 10km is arranged at the downstream of the break-out opening, and the ice plug roughness n in the flood season i According to flow of 3200m 3 Setting the water-blocking height H of the ice plug of the flood at/s to be 2.3 m;
(3) Construction of water-break-submerge coupling simulation model for flood control
According to the principles of a one-dimensional hydrodynamic model of a river channel and a two-dimensional hydrodynamic model of a flood area, taking the characteristics of water blocking by ice blockage and the characteristics of water flooding by breakwater into consideration, a dynamic coupling numerical simulation method of water blocking by river channel and flood area by water blocking by breakwater-flooding by flood is adopted, and dynamic coupling numerical simulation of water blocking by river channel, water blocking by breakwater diversion by flood area and water flooding by flood area is realized;
(4) Coupling simulation of water-break-submerging process of flood
(1) Determining relation of river channel ice plug water accumulation height and comprehensive rough rate of river channel
Selecting a typical risk section and checkingDifferent flow conditions are considered, and different ice plug roughness n in the flood season are respectively set corresponding to the 10km river reach at the downstream of the dangerous section i 0.06, 0.10, 0.12 and 0.15, based on the constructed one-dimensional water-spreading simulation model of the river channel, simulating different flow conditions and different ice-blocking roughness n in the water spreading period i The change process of the water-spreading flood level Z and the water-spreading ice-plug water-blocking height H under the combined working condition is used for determining the relation between the water-spreading ice-plug water-blocking height H of the river and the comprehensive roughness n of the river;
(2) calculating the breakwater flow process under the effect of water accumulation in the flood
Setting a water burst and water break-submerged coupling simulation model constructed in the step (3), setting a time when a break is instantaneously broken to the bottom, starting to seal after 72 hours, closing all the break after 24 hours, and calculating the width of the break and the split flow Q of the break by using an embedded water burst and water break split flow calculation method under the effect of water burst L A change process;
(3) dynamic flood process simulation of flood break of flood zone
Based on the constructed flood congestion-break-submerge coupling simulation model, simulating the flood congestion-break-submerge dynamic evolution process corresponding to the setting scheme, and counting the distribution conditions of flood submerge depth h of flood at different moments;
(4) flood risk analysis for flood break of flood
According to the simulation result of the dynamic flooding process of the flood, the flooding area of the flood at different moments and the corresponding flooding area change conditions of different water depth grades are calculated, the change conditions of the flooding area and the flooding range along with the transition of the flooding flood, the areas with larger flooding risks are analyzed, and the key protection range of the anti-icing disaster reduction is defined.
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