CN117521404B - Dam break flood dangerous grade classification method for plain reservoir - Google Patents
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Abstract
The invention discloses a method for dividing dam-break flood dangerous grades of a plain reservoir, which comprises the following steps: step 1, obtaining basic data; step 2, calculating the final width of the reservoir breach and the breach drainage process; step 3, mesh dissection is carried out on the calculation area; step 4, assigning values to the parameters of the grid cells; step 5, setting the position of a bursting port and carrying out flood evolution calculation; step 6, counting calculation results and traversing all effusion units; step 7, determining the risk level of each grid cell; and 8, dividing dam break flood risk grades of the plain reservoirs. The method fully considers the characteristics of long dam axis and low topography of the plain reservoir, has high accuracy and strong applicability, provides a scientific solution for dividing the dam-break flood dangerous level of the plain reservoir, and fills the technical blank of the prior engineering field for dividing the dam-break flood dangerous level of the plain reservoir.
Description
Technical Field
The invention belongs to the technical field of flood control and disaster reduction of hydraulic engineering, and particularly relates to a dam break flood danger grade dividing method for a plain reservoir.
Background
The number of reservoirs in China is numerous, and the number of reservoirs exceeds 9.8 ten thousand according to the first water conservancy general survey data. The reservoir plays a great economic and social benefit in flood control, but at the same time, it should be seen that with the change of global climate conditions, extremely strong rainfall events frequently occur, and dam break events still occur. Reservoir dam breach is a low probability, high risk event that, once a dam break occurs, will cause immeasurable losses downstream. Therefore, aiming at the condition of dam break flood inundation, the dangerous level of the downstream area is defined, and the method has important guiding significance for works such as flood control, disaster reduction, land utilization planning and the like.
The reservoirs in China are built in the high mountain gorge valley sections, flood evolution after the reservoirs break the dam mostly advances along the original river course, and flood flooding risks only occur at places exceeding the river course flood control standard, so that the reservoirs in the high mountain gorge valley sections have different breach positions and cannot cause quite different differences on the overall condition of downstream flooding. When the dangerous grade classification work of the mountain reservoir is processed in engineering application, the difference caused by different positions of the crumple openings to downstream inundation is generally not needed to be considered. Compared with a mountain reservoir positioned in a high mountain gorge valley section, the plain reservoir is generally built in a low-lying area of an impact plain at the downstream of a river and is generally used for water supply and irrigation. At present, the number of plain reservoirs in China is more than 1000, the dam body is generally an enclosed earth-rock dam, the dam axis is long, the position of a breach has great randomness, and after the breach occurs at different breach positions, the submerged characteristics of the downstream periphery are completely different. In addition, the plain reservoir is generally positioned near a large and medium city with dense population, and the dam break risk is larger. Currently, there is no method for dividing the dam-break flood risk level of the plain reservoir, so from the perspective of risk prevention, how to divide the dam-break flood risk level of the plain reservoir is a technical problem that needs to be solved at present.
Disclosure of Invention
The invention aims to provide a method for dividing dam-break flood risk grades of plain reservoirs, so as to solve the technical problems.
In order to achieve the above purpose, the present invention provides the following technical solutions:
The invention discloses a method for dividing dam-break flood risk grades of a plain reservoir, which comprises the following steps:
Step1, obtaining basic data: obtaining basic data, wherein the basic data comprises: level reservoir capacity relation data, dam body data, reservoir downstream dam break inundation area topography data and land utilization type data of a plain reservoir;
step 2, calculating the final width of the reservoir breach and the breach drainage process: setting the water level of a plain reservoir at the time of burst as a positive water level and the development mode of a burst opening as a rectangular linear widening mode, and calculating the final width B of the burst opening of the reservoir and the burst opening discharging process Q (t) according to an empirical formula;
Step 3, mesh dissection is carried out on the calculation area: taking a closed curve formed by connecting downstream slope feet of a dam body of a plain reservoir as an upstream geometrical boundary of a calculation region, taking a region of a normal water level value of the plain reservoir with a downstream ground elevation value lower than 2/3 times as a maximum disaster range possibly influenced by dam break flood, taking an outer boundary of the maximum disaster range as a downstream geometrical boundary of the calculation region, dispersing the upstream geometrical boundary of the calculation region by taking a final width B of a reservoir breach as a control value, dividing the calculation region by adopting triangular unstructured grids, dividing the calculation region into a plurality of grid units, defining the grid units connected with the upstream geometrical boundary of the calculation region as drainage units, and counting the total number N;
Step 4, assigning values to the grid cell parameters: carrying out high Cheng Chazhi on the grid unit type core position by adopting the topographic data of the submerged area of the downstream dam break of the reservoir; assigning a grid cell roughness rate according to land utilization type data; assigning initial values to hydraulic variables of each grid cell, wherein the hydraulic variables comprise water depth and flow rate;
Step 5, setting the position of a bursting port and carrying out flood evolution calculation: setting the position of a reservoir breach, setting different calculation schemes according to different breach positions, adding a breach drainage process Q (t) to an ith drainage unit to serve as an inflow source item of a two-dimensional hydrodynamic model, and starting the two-dimensional hydrodynamic model to perform flood evolution calculation;
Step 6, counting calculation results and traversing all effusion units: after the flood evolution calculation of each calculation scheme is finished, counting whether each grid cell is submerged by flood, if so, increasing the accumulated submerged times of the grid cell once, and simultaneously recording the maximum water depth value H and the maximum flow velocity value U of the grid cell; then, making i=i+1, and repeatedly executing the steps 5-6 until all the drainage units are traversed;
Step 7, determining the risk level of each grid cell: according to the statistical result of the step 6, determining the dangerous level of each grid cell according to the maximum water depth value H and the maximum flow velocity value U counted by each grid cell according to each calculation scheme, and dividing the dangerous level into three dangerous levels, namely high, medium and low;
Step 8, dividing dam break flood risk grades of plain reservoirs: counting the accumulated inundation times of each grid unit in all calculation schemes, and marking N as N is less than or equal to N; when n=0, the grid unit is a safe area and cannot be submerged by dam break flood; when n is more than or equal to 1, the final risk level of the grid unit depends on the risk level with the largest occurrence number in n inundations, and if two or more risk levels have the same occurrence number, the risk level with the highest level is taken as the final risk level of the grid unit; and traversing all grid cells to finish division of dam break flood dangerous grades of the plain reservoir.
Further, in the step 1, the dam data comprise dam geometry data and dam material data, wherein the dam geometry data comprise dam height, dam length and dam slope, and the dam material data comprise viscosity coefficients and grain size grading; the scale of the topographic data of the submerged area of the downstream dam break of the reservoir is 1:10000 or more; the resolution of the land utilization type data is 2m or more; the water level reservoir capacity relation data and dam body data of the plain reservoir are obtained from a reservoir design unit or a reservoir management unit; the topographic data and land utilization type data of the submerged area of the downstream dam break of the reservoir are obtained by field measurement from a local mapping department or by taking aerial flap means.
Further, in the step 2, the calculation formula of the final width B of the reservoir breach is as follows:
B＝20(VHD)0.25 (1)
Wherein B is the final width of the reservoir breach; v is the reservoir capacity of the reservoir, and H D is the dam height;
the calculation formula for the total time of the linear broadening of the crumple is as follows:
wherein T f is the total time of linear stretching of the crumple;
the calculation formula of the breach drainage process Q (t) is as follows:
Q(t)＝kb×b(t)×h(t)1.5 (3)
Wherein k b is a flow coefficient; t is time; b (t) is the width of the crumple opening at t moment after the crumple is determined; h (t) is the water head of the crumple at t moment after the crumple occurs.
Further, the initial value of the water depth and the flow rate in the step 4 is assigned 0.
Further, the control equation adopted by the two-dimensional hydrodynamic model in step 5 is:
Wherein: wherein h is the water depth; u and v are the flow velocity in the x and y directions respectively; /(I) The gradients in the x and y directions are respectively shown, and Z b is the ground elevation; g is gravity acceleration; /(I)Friction items in the x and y directions are respectively shown, and n is a coefficient of roughness of the Manning; q is an inflow source item and represents the inflow amount in a unit area;
And (3) a two-dimensional hydrodynamic model is constructed by dispersing the control equation by adopting a Roe-format finite volume method, and a drainage process Q (t) of the crumple is added to a corresponding drainage unit in a mode of an inflow source item.
Further, in step 7, the specific manner of determining the risk level of each grid cell according to the maximum water depth value H and the maximum flow velocity value U counted by each grid cell according to each calculation scheme is as follows:
if H (U+0.5) is not less than 2.0, the grid cell is at a high risk level;
if 1.0.ltoreq.H (U+0.5) < 2.0, the grid cell is at a medium risk level;
If 0.0 < H (U+0.5) < 1.0, the grid cell is of a low risk level.
The beneficial effects of the invention are as follows: the method fully considers the characteristics of long dam axis and low topography of a plain reservoir, calculates boundaries according to the discrete upstream of the width of a breach, considers all possible positions of the breach, sequentially adds the breach drainage process to each drainage unit, calculates the flooding condition of dam-break flood under each scheme, calculates the dangerous grade of each grid unit according to the maximum water depth value and the maximum flow velocity value of each grid unit in each scheme, calculates the dangerous grade of each grid unit under all calculation schemes, and selects the dangerous grade with the largest proportion as the final dangerous grade of the grid unit, thereby completing the division of the dangerous grade of the dam-break flood of the plain reservoir. The method provided by the invention has high accuracy and strong applicability, provides a scientific solution for the division work of the dam-break flood risk level of the plain reservoir, and fills the technical blank of the division of the dam-break flood risk level of the plain reservoir in the current engineering field.
The invention will be described in further detail with reference to the drawings and the detailed description.
Drawings
FIG. 1 is a flow chart of the method of the present invention;
Fig. 2 is a schematic diagram of a discrete process of a dam break flood calculation area of a plain reservoir.
Detailed Description
The invention discloses a method for grading the dam break flood risk level of a plain reservoir, which is shown in fig. 1 and comprises the following steps:
step 1, obtaining basic data: basic data including water level and reservoir capacity relation data of a plain reservoir, dam body data, land data of a dam break inundation area of a reservoir downstream (the scale is 1:10000 and above) and land utilization type data (the resolution is 2m and above) are obtained.
The dam data comprise dam geometry data and dam material data, wherein the dam geometry data comprise dam height, dam length, dam slope and the like, and the dam material data comprise viscosity coefficients, grain size grading and the like.
The water level reservoir capacity relation data and dam body data of the plain reservoir are generally obtained from reservoir design units or reservoir management units; the topographic data and land utilization type data of the submerged area of the downstream dam break of the reservoir can be obtained from a local mapping department, and can also be obtained by taking aerial flap means for field measurement.
Step 2, calculating the final width of the reservoir breach and the breach drainage process: setting the water level of a plain reservoir at the time of burst as a positive water level and the development mode of a burst opening as a rectangular linear widening mode, and calculating the final width B of the burst opening of the reservoir and the burst opening discharging process Q (t) according to an empirical formula.
The calculation formula of the final width B of the reservoir breach is as follows:
B＝20(VHD)0.25 (1)
Wherein B is the final width of the reservoir breach; v is the reservoir capacity of the reservoir, and H D is the dam height;
the calculation formula for the total time of the linear broadening of the crumple is as follows:
wherein T f is the total time of linear stretching of the crumple;
The calculation formula of the breach drainage process Q (t) is as follows:
Q(t)＝kb×b(t)×h(t)1.5 (3)
Wherein k b is a flow coefficient; t is time; b (t) is the width of the crumple opening at t moment after the crumple is determined; h (t) is the water head of the crumple at t moment after the crumple occurs.
Step 3, mesh dissection is carried out on the calculation area: taking a closed curve formed by connecting downstream slope feet of a dam body of a plain reservoir as an upstream geometrical boundary of a calculation region, taking a region of a normal water level value of the plain reservoir with a downstream ground elevation value lower than 2/3 times as a maximum disaster range possibly influenced by dam break flood, taking an outer boundary of the maximum disaster range as a downstream geometrical boundary of the calculation region, dispersing the upstream geometrical boundary of the calculation region by taking a final width B of a reservoir breach as a control value, splitting the calculation region by adopting a triangular non-structural grid, splitting the calculation region into a plurality of grid units, and defining the grid units connected with the upstream geometrical boundary of the calculation region as drainage units, wherein the total number is N.
Step 4, assigning values to the grid cell parameters: carrying out high Cheng Chazhi on the grid unit type core position by adopting the topographic data of the submerged area of the downstream dam break of the reservoir; assigning a grid cell roughness rate according to land utilization type data; the hydraulic variables of each grid cell are initialized, and the hydraulic variables include the water depth and the flow rate, and in general, the initial values of the water depth and the flow rate may be set to 0.
Step 5, setting the position of a bursting port and carrying out flood evolution calculation: setting the position of a reservoir breach, setting different calculation schemes according to different breach positions, adding a breach drainage process Q (t) to an ith drainage unit to serve as an inflow source item of a two-dimensional hydrodynamic model, and starting the two-dimensional hydrodynamic model to perform flood evolution calculation.
The control equation adopted by the two-dimensional hydrodynamic model is as follows:
Wherein: wherein h is the water depth; u and v are the flow velocity in the x and y directions respectively; /(I) The gradients in the x and y directions are respectively shown, and Z b is the ground elevation; g is gravity acceleration; /(I)Friction items in the x and y directions are respectively shown, and n is a coefficient of roughness of the Manning; q is an inflow source term and represents the amount of inflow per unit area.
And (3) a two-dimensional hydrodynamic model is constructed by dispersing the control equation by adopting a Roe-format finite volume method, and a drainage process Q (t) of the crumple is added to a corresponding drainage unit in a mode of an inflow source item.
Step 6, counting calculation results and traversing all effusion units: after the flood evolution calculation of each calculation scheme is finished, counting whether each grid cell is submerged by flood, if so, increasing the accumulated submerged times of the grid cell once, and simultaneously recording the maximum water depth value H and the maximum flow velocity value U of the grid cell; and then, making i=i+1, and repeatedly executing the steps 5-6 until all the drainage units are traversed.
Step 7, determining the risk level of each grid cell: and (3) determining the risk level of each grid cell according to the maximum water depth value H and the maximum flow velocity value U counted by each grid cell according to the counting result of the step (6), and dividing the risk level into three risk levels, namely high, medium and low. The specific dividing mode is as follows:
if H (U+0.5) is not less than 2.0, the grid cell is at a high risk level;
if 1.0.ltoreq.H (U+0.5) < 2.0, the grid cell is at a medium risk level;
If 0.0 < H (U+0.5) < 1.0, the grid cell is of a low risk level.
Step 8, dividing dam break flood risk grades of plain reservoirs: counting the accumulated inundation times of each grid unit in all calculation schemes, and marking N as N is less than or equal to N; when n=0, the grid unit is a safe area and cannot be submerged by dam break flood; when n is more than or equal to 1, the final risk level of the grid unit depends on the risk level with the largest occurrence number in n inundations, and if two or more risk levels have the same occurrence number, from the most unfavorable point of view, the risk level with the highest level is taken as the final risk level of the grid unit; and traversing all grid cells to finish division of dam break flood dangerous grades of the plain reservoir.
Finally, it should be noted that the above description is only for the purpose of illustrating the technical solution of the present invention and not for the purpose of limiting the same, and that although the present invention has been described in detail with reference to the preferred arrangement, it will be understood by those skilled in the art that modifications and equivalents may be made thereto without departing from the spirit and scope of the technical solution of the present invention.
Claims (5)
1. The method for grading the dam break flood risk level of the plain reservoir is characterized by comprising the following steps of:
Step1, obtaining basic data: obtaining basic data, wherein the basic data comprises: level reservoir capacity relation data, dam body data, reservoir downstream dam break inundation area topography data and land utilization type data of a plain reservoir;
step 2, calculating the final width of the reservoir breach and the breach drainage process: setting the water level of a plain reservoir at the time of burst as a positive water level and the development mode of a burst opening as a rectangular linear widening mode, and calculating the final width B of the burst opening of the reservoir and the burst opening discharging process Q (t) according to an empirical formula;
Step 3, mesh dissection is carried out on the calculation area: taking a closed curve formed by connecting downstream slope feet of a dam body of a plain reservoir as an upstream geometrical boundary of a calculation region, taking a region of a normal water level value of the plain reservoir with a downstream ground elevation value lower than 2/3 times as a maximum disaster range possibly influenced by dam break flood, taking an outer boundary of the maximum disaster range as a downstream geometrical boundary of the calculation region, dispersing the upstream geometrical boundary of the calculation region by taking a final width B of a reservoir breach as a control value, dividing the calculation region by adopting triangular unstructured grids, dividing the calculation region into a plurality of grid units, defining the grid units connected with the upstream geometrical boundary of the calculation region as drainage units, and counting the total number N;
Step 4, assigning values to the grid cell parameters: carrying out high Cheng Chazhi on the grid unit type core position by adopting the topographic data of the submerged area of the downstream dam break of the reservoir; assigning a grid cell roughness rate according to land utilization type data; assigning initial values to hydraulic variables of each grid cell, wherein the hydraulic variables comprise water depth and flow rate;
Step 5, setting the position of a bursting port and carrying out flood evolution calculation: setting the position of a reservoir breach, setting different calculation schemes according to different breach positions, adding a breach drainage process Q (t) to an ith drainage unit to serve as an inflow source item of a two-dimensional hydrodynamic model, and starting the two-dimensional hydrodynamic model to perform flood evolution calculation; the control equation adopted by the two-dimensional hydrodynamic model is as follows:
Wherein: wherein h is the water depth; u and v are the flow velocity in the x and y directions respectively; /(I) The gradients in the x and y directions are respectively shown, and Z b is the ground elevation; g is gravity acceleration; /(I)Friction items in the x and y directions are respectively shown, and n is a coefficient of roughness of the Manning; q is an inflow source item and represents the inflow amount in a unit area;
A two-dimensional hydrodynamic model is built by dispersing the control equation by adopting a Roe-format finite volume method, and a drainage process Q (t) of a crumple is added to a corresponding drainage unit in a mode of an inflow source item;
Step 6, counting calculation results and traversing all effusion units: after the flood evolution calculation of each calculation scheme is finished, counting whether each grid cell is submerged by flood, if so, increasing the accumulated submerged times of the grid cell once, and simultaneously recording the maximum water depth value H and the maximum flow velocity value U of the grid cell; then, making i=i+1, and repeatedly executing the steps 5-6 until all the drainage units are traversed;
Step 7, determining the risk level of each grid cell: according to the statistical result of the step 6, determining the dangerous level of each grid cell according to the maximum water depth value H and the maximum flow velocity value U counted by each grid cell according to each calculation scheme, and dividing the dangerous level into three dangerous levels, namely high, medium and low;
Step 8, dividing dam break flood risk grades of plain reservoirs: counting the accumulated inundation times of each grid unit in all calculation schemes, and marking N as N is less than or equal to N; when n=0, the grid unit is a safe area and cannot be submerged by dam break flood; when n is more than or equal to 1, the final risk level of the grid unit depends on the risk level with the largest occurrence number in n inundations, and if two or more risk levels have the same occurrence number, the risk level with the highest level is taken as the final risk level of the grid unit; and traversing all grid cells to finish division of dam break flood dangerous grades of the plain reservoir.
2. The method for grading the dam break flood risk of the plain reservoir according to claim 1, wherein the dam data in the step 1 comprises dam geometric dimension data and dam material data, the dam geometric dimension data comprises dam height, dam length and dam slope, and the dam material data comprises viscosity coefficient and grain size grading; the scale of the topographic data of the submerged area of the downstream dam break of the reservoir is 1:10000 or more; the resolution of the land utilization type data is 2m or more; the water level reservoir capacity relation data and dam body data of the plain reservoir are obtained from a reservoir design unit or a reservoir management unit; the topographic data and land utilization type data of the submerged area of the downstream dam break of the reservoir are obtained by field measurement from a local mapping department or by taking aerial flap means.
3. The method for grading the dam break flood risk of the plain reservoir according to claim 1, wherein the calculation formula of the final width B of the reservoir breach in the step 2 is as follows:
B＝20(VHD)0.25 (1)
Wherein B is the final width of the reservoir breach; v is the reservoir capacity of the reservoir, and H D is the dam height;
the calculation formula for the total time of the linear broadening of the crumple is as follows:
wherein T f is the total time of linear stretching of the crumple;
the calculation formula of the breach drainage process Q (t) is as follows:
Q(t)＝kb×b(t)×h(t)1.5 (3)
Wherein k b is a flow coefficient; t is time; b (t) is the width of the crumple opening at t moment after the crumple is determined; h (t) is the water head of the crumple at t moment after the crumple occurs.
4. A method of grading the risk of a dam break in a plain reservoir according to claim 1, wherein the initial value of the water depth and flow rate in step 4 is set to 0.
5. The method for grading the risk level of a dam break flood of a plain reservoir according to claim 1, wherein in the step 7, the specific manner of determining the risk level of each grid cell according to the maximum water depth value H and the maximum flow velocity value U counted by each grid cell according to each calculation scheme is as follows:
if H (U+0.5) is not less than 2.0, the grid cell is at a high risk level;
If 1.0.ltoreq.H (U+0.5) < 2.0, the grid cell is at a medium risk level; if 0.0 < H (U+0.5) < 1.0, the grid cell is of a low risk level.
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