CN117809428A - Hierarchical early warning method considering rain receiving capability of different reservoir operation stages - Google Patents
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Abstract
A grading early warning method considering rain receiving capability of different reservoir operation stages comprises the following steps: 1, collecting characteristic values of a small reservoir; 2, collecting the live water level Z of the small reservoir c Data, if live water level Z c Lower than the height Z of the leakage bottom ridge x Calculate live water level Z c To the height Z of the drain sill x Rain receiving capacity P between cx The method comprises the steps of carrying out a first treatment on the surface of the 3, collecting rainfall data P in the foreseeing period f Calculating the height Z of the drainage sill x To the design water level Z s Rain receiving capacity P between xs The method comprises the steps of carrying out a first treatment on the surface of the 4, if the water level is at the live state Z c Higher than the height Z of the leakage bottom ridge x Calculate live water level Z c To the design water level Z s Rain receiving capacity P between cs The method comprises the steps of carrying out a first treatment on the surface of the 5, according to rainfall P in the foreseeing period f And different reservoirsThe relative magnitude of the rain receiving capacity value in the operation stage determines whether the early warning of the rain receiving capacity of the small reservoir needs to be issued in a grading manner. The method quantifies the influence of different operation stages of the small reservoir on the calculation of the rain receiving capacity, ensures the accuracy and reliability of calculation results, has definite functional relation, and is beneficial to the rapid and automatic execution of grading early warning.
Description
Technical Field
The invention relates to the technical field of hydrology, in particular to a hierarchical early warning method considering the rain receiving capability of different reservoir operation stages.
Background
The small reservoir quantity is large, the ratio of the disease risk reservoir is high, the construction standard is low, the operation and maintenance level is poor, and the method is a serious and key factor in reservoir safety flood control work in China. The small reservoir is often located in mountain areas, the flood control reservoir capacity is small, the mountain areas are high in storm intensity and high in flood collecting speed, response time reserved for flood control scheduling is extremely short, and the disaster-causing problem of danger is increasingly prominent in recent years. Such as the collapse of the Ma Shuiku dam body of the Guangxi river basin city, luo city and county card, the collapse of the Changshan and town large river water reservoir of the Jilin birch city, 2010, the flood prevention of the double river power station in Ribipin county, southeast, gui, 2016, and the like, the safety flood of the small reservoir has become the weight of the work of all levels of flood prevention departments. Therefore, the accurate and reliable early warning and forecasting of sudden floods of small reservoirs becomes an important problem to be solved urgently.
Rainfall is the main cause of sudden floods in small reservoirs. The rainfall runoff model is built, reservoir flood entering and flood regulating calculation are conventional methods for reservoir flood early warning and forecasting. However, as most of small reservoirs are located in remote mountain areas, reservoir actual measurement in-out runoff data are lacked, and the conventional rainfall runoff model is generally applicable to large rivers with rich data materials and is difficult to apply to areas where small reservoirs lacking actual measurement data and having runoffs rising and falling suddenly are located, so that large uncertainty is brought to small reservoir flood forecasting and early warning work, and certain risk hidden hazards are buried for small reservoir safe application and social and economic development of downstream town villages.
With the development of numerical rainfall forecasting technology, the means for estimating numerical rainfall in a period of time in the future through weather pattern simulation is mature gradually, and the method is widely applied. In particular, in small-sized reservoirs in mountainous area medium-small areas with complex terrains, the numerical weather forecast has important application value because the rainfall in a future period can be accurately considered. The method for reasonably estimating the rainfall which can be contained in the current operation stage of the reservoir is compared with the rainfall forecast value in the future, and whether the early warning of the small reservoir in the forecast period needs to be carried out is judged, so that the method is one of the key points and the difficult points of developing the early warning technology of the small reservoir and improving the flood forecast refinement level.
In order to further develop the small reservoir early warning technology and improve the flood forecasting refinement level, the influence of different operation stages of the reservoir on the rainfall capacity can be accommodated to the maximum extent in the forecasting period needs to be understood more deeply, and the hierarchical early warning method for the rainfall capacity of the small reservoir in different operation stages is constructed. When the hierarchical early warning method for the rain receiving capacity of the small reservoir in different operation stages is developed, the first challenge is how to consider the different operation stages of the reservoir, and the influence on the reservoir in the foreseeable period due to different reservoir water levels and different reservoir operation modes is quantified. In the current practical application, the free reservoir capacity between the current water level and the water level needing to be issued with early warning is converted into rainfall according to the current water level of the reservoir, and then the converted rainfall is compared with a rainfall forecast value in a forecast period to determine whether the early warning needs to be issued. When the running mode of the reservoir in the foreseeing period is considered, the method is still always continued to be suitable for the thought of the running mode of the large reservoir, however, aiming at the small reservoir with the shortage of rainfall runoff actual measurement data and extensive running mode of the reservoir, the excessive complicated running mode of the large reservoir is often difficult to be suitable for the management running of the small reservoir, the complexity of calculation of the rain receiving capacity of the small reservoir is increased to a certain extent, the popularization applicability of early warning of the rain receiving capacity of the small reservoir is reduced, and therefore the early warning application and popularization of the rain receiving capacity of the small reservoir are unfavorable.
Therefore, it is necessary to design a hierarchical early warning method considering the rain receiving capability of different reservoir operation stages to overcome the above problems.
Disclosure of Invention
In order to avoid the problems, the grading early warning method for the rain receiving capacity of the small reservoir, which considers different reservoir operation stages, has the advantages of stable and reliable data source, high calculation efficiency, objective and reasonable result and the like, is favorable for grading early warning for the rain receiving capacity of the small reservoir, which considers different operation stages, and is worthy of popularization.
The invention provides a grading early warning method considering the rain receiving capability of different reservoir operation stages, which comprises the following steps:
step 1, collecting a small reservoir capacity curve, a drainage curve, a characteristic water level and a water collecting area, namely a small reservoir characteristic value;
step 2, collecting the live water level Z of the small reservoir c Data, if live water level Z c Lower than the height Z of the leakage bottom ridge x Calculate live water level Z c To the height Z of the drain sill x Rain receiving capacity P between cx ；
Step 3, collecting rainfall data P in the foreseeing period f According to P cx And P f The relative magnitude relation between the two is used for judging whether the water level in the foreseeing period is higher than the height of the drainage sill, and estimating the drainage time T of the reservoir xs Further calculate and obtain the height Z of the leakage bottom ridge x To the design water level Z s Rain receiving capacity P between xs ；
Step 4, if the live water level Z c Higher than the height Z of the leakage bottom ridge x Then directly calculate the live water level Z c To the design water level Z s Rain receiving capacity P between cs ；
Step 5, comparing rainfall P in the foreseeing period f And determining whether to release the early warning of the rain receiving capacity of the small reservoir in a grading manner according to the comparison result.
Preferably, step 1 comprises the following sub-steps:
1.1 collecting and arranging the characteristic water level and the water collecting area A of the small reservoir, wherein the characteristic water level is a dead water level Z from low to high in sequence min Drainage sill elevation Z x Design water level Z s And dam crest elevation Z max ；
1.2 collecting and arranging small reservoir capacity curves to obtain a quantized function relation between a reservoir water level Z and a reservoir capacity V: v (V) z ＝f(Z)；
Wherein Z is the reservoir water level, from the dead water level Z min Change to dam crest elevation Z max ；V z The reservoir capacity corresponding to the reservoir water level Z;
1.3, collecting and arranging a small reservoir drainage curve to obtain a quantization function relation between a reservoir water level Z and a lower drainage quantity Q: q (Q) z ＝f(Z)；
Wherein Z is the water level of the reservoir, and the height Z is from the drain sill x Change to dam crest elevation Z max Wherein, the height Z of the leakage bottom sill x Is the elevation of the flood discharge port of the small reservoir, namely the discharge curve of the reservoirIs defined as the initial elevation of (1); q (Q) z Is the corresponding drainage flow of the reservoir water level Z.
Preferably, step 2 comprises the following sub-steps:
2.1 collecting live Water level Z of Small reservoir c Data, comparing live water level Z c And the height Z of the drain sill x The relative size between;
2.2 if the live water level Z c Lower than the height Z of the leakage bottom ridge x Calculate live water level Z c To the height Z of the drain sill x Rain receiving capacity P between cx The calculation formula is as follows:
wherein P is cx The rain receiving capacity is not more than the height of the drainage sill;the storage capacity corresponding to the height of the drain sill is obtained; />For the current reservoir water level Z c Corresponding storage capacity; a is the water collecting area of the reservoir; alpha is a runoff coefficient, and taking an average runoff coefficient of the local month; k (k) c Is a unit conversion coefficient.
Preferably, step 3 comprises the following sub-steps:
3.1 collecting rainfall data P during the forecast period f According to P cx And P f The relative magnitude relation between the two is used for judging whether the water level in the foreseeing period is higher than the height of the drainage sill, and estimating the drainage time T of the reservoir xs ：
If P cx Less than P f The water level in the foreseeing period is considered to be higher than the height of the drainage sill, and the drainage time T of the reservoir is considered to be xs The method comprises the following steps:wherein T is sum Is a foreseeing period;
if P cx Greater than P f Discharging the reservoirTime of flow T xs Set as the foreseeing period T sum ；
3.2 calculating the height Z of the leakage bottom ridge x To the design water level Z s Rain receiving capacity P between xs The calculation formula is as follows:
wherein:the reservoir capacity corresponding to the designed water level is obtained; q (Q) ave Is the average discharge rate of the reservoir->To design water level Z s The corresponding reservoir discharging flow; m is a unit conversion coefficient.
Preferably, the calculation formula in step 4 is:
preferably, step 5 comprises the following sub-steps:
5.1 when the live water level Z c Lower than the height Z of the leakage bottom ridge x When comparing P cx And P f Is of the size of (2):
if P cx <P f Then issue the early warning of the over-leakage flow sill to further compare P cx +P xs And P f If P is the size of cx +P xs <P f If P, then issuing over-design early warning cx +P xs >P f The over-design early warning is not issued;
if P cx >P f The over-leakage-flow sill pre-warning is not issued;
5.2 when the live water level Z c Higher than the height Z of the leakage bottom ridge x At the time of P cs <P f If P, then issuing over-design early warning cs >P f And the over-design early warning is not issued.
Compared with the prior art, the invention has the following beneficial effects: according to the method for classifying and early warning the rain receiving capability of the small reservoir in different operation stages, provided by the invention, the influence of the small reservoir in different operation stages on the computation of the rain receiving capability is quantized based on the physical factors influencing the classifying and early warning of the rain receiving capability, the accuracy and the reliability of the computation result are ensured, the data sources are stable and reliable, the function relationship among variables in the method is clear, the rapid and automatic execution of the classifying and early warning of the rain receiving capability of the small reservoir in different operation stages is facilitated, the objective rationality of the result is ensured, and the deep development of flood early warning and forecasting of the small reservoir can be further promoted.
Drawings
FIG. 1 is a flow chart of a hierarchical early warning method considering the rain receiving capability of different reservoir operation stages according to a preferred embodiment of the present invention;
FIG. 2 is a plot of flat reservoir capacity for a preferred embodiment of the present invention;
FIG. 3 is a flat reservoir drainage curve according to a preferred embodiment of the present invention;
FIG. 4 is a schematic illustration of a preferred embodiment of the present invention with a flat reservoir live water level above the spillway sill elevation;
FIG. 5 is a schematic illustration of a preferred embodiment of the present invention with a flat reservoir live water level below the spillway sill elevation;
fig. 6 is a graph showing the calculation of the capacity of the peace reservoir 2023, 8 months, 26 days for receiving rain in comparison with the predicted period of rainfall in accordance with a preferred embodiment of the present invention.
Detailed Description
As shown in fig. 1, the method for grading early warning of the rain receiving capability considering different reservoir operation stages provided in this embodiment includes the following steps:
step 1, collecting characteristic values of a small reservoir, such as a reservoir capacity curve, a drainage curve, a characteristic water level and a water collecting area; the method specifically comprises the following steps:
1.1 collecting and arranging the characteristic water level and the water collecting area A of the small reservoir, wherein the characteristic water level is a dead water level Z from low to high in sequence min Drainage sill elevation Z x Design water level Z s And dam crest elevation Z max ；
1.2 collecting and arranging small reservoir capacity curves to obtain a quantized function relation between a reservoir water level Z and a reservoir capacity V: v (V) z ＝f(Z)；
Wherein Z is the reservoir water level, from the dead water level Z min Change to dam crest elevation Z max ；V z The reservoir capacity corresponding to the reservoir water level Z;
1.3, collecting and arranging a small reservoir drainage curve to obtain a quantization function relation between a reservoir water level Z and a lower drainage quantity Q: q (Q) z ＝f(Z)；
Wherein Z is the water level of the reservoir, and the height Z is from the drain sill x Change to dam crest elevation Z max Wherein, the height Z of the leakage bottom sill x The elevation of the flood discharge port of the small reservoir is the initial elevation of the reservoir discharge curve; q (Q) z Is the corresponding drainage flow of the reservoir water level Z.
Step 2, collecting the live water level Z of the small reservoir c Data, if live water level Z c Lower than the height Z of the leakage bottom ridge x Calculate live water level Z c To the height Z of the drain sill x Rain receiving capacity P between cx The method comprises the steps of carrying out a first treatment on the surface of the The method specifically comprises the following steps:
2.1 collecting live Water level Z of Small reservoir c Data, comparing live water level Z c And the height Z of the drain sill x The relative size between;
2.2 if the live water level Z c Lower than the height Z of the leakage bottom ridge x Calculate live water level Z c To the height Z of the drain sill x Rain receiving capacity P between cx The calculation formula is as follows:
wherein P is cx The rain receiving capacity is not more than the height of the drainage sill;the storage capacity corresponding to the height of the drain sill is obtained; />For the current reservoir water level Z c Corresponding storage capacity; a is the water collecting area of the reservoir; alpha is a runoff coefficient, and taking an average runoff coefficient of the local month; k (k) c Is a unit conversion coefficient, when the unit of the storage capacity is ten thousand m 3 The unit of water collecting area is km 2 、P cx When the unit is mm, k c The value of (2) is 10.
Step 3, collecting rainfall data P in the foreseeing period f According to P cx And P f The relative magnitude relation between the two water levels is used for judging whether the water level in the foreseeing period is higher than the height Z of the drain sill x And estimate the reservoir discharge time T based on the time xs Further calculate and obtain the height Z of the leakage bottom ridge x To the design water level Z s Rain receiving capacity P between xs The method comprises the steps of carrying out a first treatment on the surface of the The method specifically comprises the following steps:
3.1 collecting rainfall data P during the forecast period f According to P cx And P f The relative magnitude relation between the two is used for judging whether the water level in the foreseeing period is higher than the height of the drainage sill, and estimating the drainage time T of the reservoir xs ：
If P cx Less than P f The water level in the foreseeing period is considered to be higher than the height of the drainage sill, and the drainage time T of the reservoir is considered to be xs The method comprises the following steps:wherein T is sum Is a foreseeing period;
if P cx Greater than P f The discharge time T of the reservoir xs Set as the foreseeing period T sum ；
3.2 calculating the height Z of the leakage bottom ridge x To the design water level Z s Rain receiving capacity P between xs The calculation formula is as follows:
wherein:the reservoir capacity corresponding to the designed water level is obtained; q (Q) ave Is the average discharge rate of the reservoir->To design water level Z s The corresponding reservoir discharging flow; m is a unit conversion coefficient, when A is km 2 、T xs When the unit is h, Q ave The unit is m 3 At/s, the value of m is 3.6.
Step 4, if the live water level Z c Higher than the height Z of the leakage bottom ridge x Then directly calculate the live water level Z c To the design water level Z s Rain receiving capacity P between cs The method comprises the steps of carrying out a first treatment on the surface of the The calculation formula is as follows:
step 5, comparing rainfall P in the foreseeing period f And determining whether to release the early warning of the rain receiving capacity of the small reservoir in a grading manner according to the comparison result. The method specifically comprises the following steps:
5.1 when the live water level Z c Lower than the height Z of the leakage bottom ridge x When comparing P cx And P f Is of the size of (2):
if P cx <P f Then issue the early warning of the over-leakage flow sill to further compare P cx +P xs And P f If P is the size of cx +P xs <P f If P, then issuing over-design early warning cx +P xs >P f The over-design early warning is not issued;
if P cx >P f The over-leakage-flow sill pre-warning is not issued;
5.2 when the live water level Z c Higher than the height Z of the leakage bottom ridge x At the time of P cs <P f If P, then issuing over-design early warning cs >P f And the over-design early warning is not issued.
Taking the peace reservoir in Shimen county of Hunan province as an example, the small reservoir is about 5.08km 2 The dam body of the reservoir is a clay core wall dam, and the water level change data from hour to hour and the rainfall data from 8 months in 2023 are collected。
Taking a rainfall process started by 2023, 8 and 26 days of the area where the small reservoir is located as an example, according to the live water level of the plain reservoir before rainfall starts and the possible operation mode of the small reservoir in the future 24 hours, the rainfall which can be contained in the plain reservoir in the foreseeing period is estimated and obtained, and then whether to issue early warning is determined. The method specifically comprises the following steps:
step 1, collecting a small reservoir capacity curve, a drainage curve, a characteristic water level and a water collecting area; the method specifically comprises the following steps:
1.1 collecting and arranging the characteristic water level and the water collecting area A of the small reservoir, wherein the value of the water collecting area A of the plain reservoir is 5.08km 2 Wherein, the characteristic water level is a dead water level Z from low to high min The value is 344.09m, and the height Z of the drain sill is x The value is 356.54m, and the water level Z is designed s Values of 358.5m and dam top elevation Z max The value was 358.5m.
1.2 collecting and sorting small reservoir capacity curves, as shown in fig. 2, to obtain a quantized function relationship between a reservoir water level Z and a reservoir capacity V: v (V) z ＝f(Z)；
Wherein Z is the reservoir water level, from the dead water level Z min Change to dam crest elevation Z max ；V z The reservoir capacity corresponding to the reservoir water level Z;
1.3 collecting and arranging small reservoir drainage curves, as shown in fig. 3, to obtain a quantization function relation between a reservoir water level Z and a lower drainage flow Q: q (Q) z ＝f(Z)；
Wherein Z is the water level of the reservoir, and the height Z is from the drain sill x Change to dam crest elevation Z max Wherein, the height Z of the leakage bottom sill x The elevation of the flood discharge port of the small reservoir is the initial elevation of the reservoir discharge curve; q (Q) z Is the corresponding drainage flow of the reservoir water level Z.
Step 2, collecting the live water level Z of the small reservoir c Data, if live water level Z c Lower than the height Z of the leakage bottom ridge x Calculate live water level Z c To the height Z of the drain sill x Rain receiving capacity P between cx The method comprises the steps of carrying out a first treatment on the surface of the The method specifically comprises the following steps:
2.1 collecting Small WaterLive water level Z of warehouse c Data, comparing live water level Z c And the height Z of the drain sill x The relative size between; taking a rainfall process beginning at 2023, 8 and 26 as an example, the 8-point water level is 352.44m, which is lower than the height Z of the drainage sill x 356.54m of (2);
2.2 if the live water level Z c Lower than the height Z of the leakage bottom ridge x As in fig. 5, a live water level Z is calculated c To the height Z of the drain sill x Rain receiving capacity P between cx The calculation formula is as follows:
wherein P is cx The rain receiving capacity is not more than the height of the drainage sill;the storage capacity corresponding to the height of the drain sill is obtained; />For the current reservoir water level Z c Corresponding storage capacity; a is the water collecting area of the reservoir; alpha is a runoff coefficient, and taking an average runoff coefficient of the local month; k (k) c Is a unit conversion coefficient, when the unit of the storage capacity is ten thousand m 3 The unit of water collecting area is km 2 、P cx When the unit is mm, k c The value of (2) is 10.
At this time A was 5.08km 2 ，73.9 km respectively 3 34.5 km 3 The value of the runoff coefficient alpha is 0.75; calculating to obtain the height Z not exceeding the drain sill x Rain receiving Capacity P of (F) cx 103.96mm.
Step 3, collecting rainfall data P in the foreseeing period f According to P cx And P f The relative magnitude relation between the two is used for judging whether the water level in the foreseeing period is higher than the height of the drainage sill, and estimating the drainage time T of the reservoir xs Further calculate and obtain the height Z of the leakage bottom ridge x To the designGauge water level Z s Rain receiving capacity P between xs The method comprises the steps of carrying out a first treatment on the surface of the The method specifically comprises the following steps:
3.1 collecting rainfall data P during the forecast period f The value thereof was 18.3mm, according to P cx And P f The relative magnitude relation between the two is used for judging whether the water level in the foreseeing period is higher than the height of the drainage sill, and estimating the drainage time T of the reservoir xs ：
If P cx Less than P f The water level in the foreseeing period is considered to be higher than the height of the drainage sill, and the drainage time T of the reservoir is considered to be xs The method comprises the following steps:wherein T is sum Is a foreseeing period;
if P cx Greater than P f The discharge time T of the reservoir xs Set as the foreseeing period T sum ；
Due to P cx 103.96mm, greater than P f Is considered to be not higher than the elevation of the discharge sill in the foreseeing period, the discharge time T of the reservoir is calculated xs Set as the foreseeing period T sum The value was 24h.
3.2 calculating the height Z of the leakage bottom ridge x To the design water level Z s Rain receiving capacity P between xs The calculation formula is as follows:
wherein:the reservoir capacity corresponding to the designed water level is obtained; q (Q) ave Is the average discharge rate of the reservoir->To design water level Z s The corresponding reservoir discharging flow; m is a unit conversion coefficient, when A is km 2 、T xs When the unit is h, Q ave The unit is m 3 At/s, the value of m is 3.6.
At this time, the liquid crystal display device,98.1 km 3 Calculating to obtain Q ave 15.4m 3 S, the value of the runoff coefficient alpha is 1; calculated to not exceed the design water level Z s Rain receiving Capacity P of (F) cx 325.85mm, as shown in FIG. 6.
Step 4, if the live water level Z c Higher than the height Z of the leakage bottom ridge x As in fig. 4, the live water level Z is calculated directly c To the design water level Z s Rain receiving capacity P between cs The method comprises the steps of carrying out a first treatment on the surface of the The calculation formula is as follows:
step 5, comparing rainfall P in the foreseeing period f And determining whether to release the early warning of the rain receiving capacity of the small reservoir in a grading manner according to the comparison result. The method specifically comprises the following steps:
5.1 when the live water level Z c Lower than the height Z of the leakage bottom ridge x When comparing P cx And P f Is of the size of (2):
if P cx <P f Then issue the early warning of the over-leakage flow sill to further compare P cx +P xs And P f If P is the size of cx +P xs <P f If P, then issuing over-design early warning cx +P xs >P f The over-design early warning is not issued;
if P cx >P f The over-leakage-flow sill pre-warning is not issued;
5.2 when the live water level Z c Higher than the height Z of the leakage bottom ridge x At the time of P cs <P f If P, then issuing over-design early warning cs >P f And the over-design early warning is not issued.
In this example, live water level Z c Lower than the height Z of the leakage bottom ridge x And P is cx >P f Therefore, the over-leakage-flow sill pre-warning is not issued, and the over-design pre-warning is not issued at the same time.
Finally, it should be noted that: the above embodiments are only for illustrating the technical solution of the present invention, and not for limiting the same; although the invention has been described in detail with reference to the foregoing embodiments, it will be understood by those of ordinary skill in the art that: the technical scheme described in the foregoing embodiments can be modified or some or all of the technical features thereof can be replaced by equivalents; such modifications and substitutions do not depart from the spirit of the invention.
Claims (6)
1. The grading early warning method for the rain receiving capacity considering different reservoir operation stages is characterized by comprising the following steps of:
step 1, collecting a small reservoir capacity curve, a drainage curve, a characteristic water level and a water collecting area;
step 2, collecting the live water level Z of the small reservoir c Data, if live water level Z c Lower than the height Z of the leakage bottom ridge x Calculate live water level Z c To the height Z of the drain sill x Rain receiving capacity P between cx ；
Step 3, collecting rainfall data P in the foreseeing period f According to P cx And P f The relative magnitude relation between the two is used for judging whether the water level in the foreseeing period is higher than the height of the drainage sill, and estimating the drainage time T of the reservoir xs Further calculate and obtain the height Z of the leakage bottom ridge x To the design water level Z s Rain receiving capacity P between xs ；
Step 4, if the live water level Z c Higher than the height Z of the leakage bottom ridge x Then directly calculate the live water level Z c To the design water level Z s Rain receiving capacity P between cs ；
Step 5, comparing rainfall P in the foreseeing period f And determining whether to release the early warning of the rain receiving capacity of the small reservoir in a grading manner according to the comparison result.
2. The method for classifying and early warning the rain receiving capability considering different reservoir operation stages according to claim 1, wherein the method comprises the following steps: step 1 comprises the following sub-steps:
1.1 collecting and arranging the characteristic water level and the water collecting area A of the small reservoir, wherein the characteristic water level is a dead water level Z from low to high in sequence min Drainage sill elevation Z x Design water level Z s And dam crest elevation Z max ；
1.2 collecting and arranging small reservoir capacity curves to obtain a quantized function relation between a reservoir water level Z and a reservoir capacity V: v (V) z ＝f(Z)；
Wherein Z is the reservoir water level, from the dead water level Z min Change to dam crest elevation Z max ；V z The reservoir capacity corresponding to the reservoir water level Z;
1.3, collecting and arranging a small reservoir drainage curve to obtain a quantization function relation between a reservoir water level Z and a lower drainage quantity Q: q (Q) z ＝f(Z)；
Wherein Z is the water level of the reservoir, and the height Z is from the drain sill x Change to dam crest elevation Z max Wherein, the height Z of the leakage bottom sill x The elevation of the flood discharge port of the small reservoir is the initial elevation of the reservoir discharge curve; q (Q) z Is the corresponding drainage flow of the reservoir water level Z.
3. The method for classifying and early warning the rain receiving capability considering different reservoir operation stages according to claim 2, wherein the method comprises the following steps: step 2 comprises the following sub-steps:
2.1 collecting live Water level Z of Small reservoir c Data, comparing live water level Z c And the height Z of the drain sill x The relative size between;
2.2 if the live water level Z c Lower than the height Z of the leakage bottom ridge x Calculate live water level Z c To the height Z of the drain sill x Rain receiving capacity P between cx The calculation formula is as follows:
wherein P is cx The rain receiving capacity is not more than the height of the drainage sill; v (V) zx The storage capacity corresponding to the height of the drain sill is obtained; v (V) zc For the current reservoir water level Z c Corresponding storage capacity; a is the water collecting area of the reservoir; alpha is a runoff coefficient, and taking an average runoff coefficient of the local month; k (k) c Is a unit conversion coefficient.
4. The method for classifying and early warning the rain receiving capability considering different reservoir operation stages according to claim 3, wherein the method comprises the following steps: step 3 comprises the following sub-steps:
3.1 collecting rainfall data P during the forecast period f According to P cx And P f The relative magnitude relation between the two is used for judging whether the water level in the foreseeing period is higher than the height of the drainage sill, and estimating the drainage time T of the reservoir xs ：
If P cx Less than P f The water level in the foreseeing period is considered to be higher than the height of the drainage sill, and the drainage time T of the reservoir is considered to be xs The method comprises the following steps:wherein T is sum Is a foreseeing period;
if P cx Greater than P f The discharge time T of the reservoir xs Set as the foreseeing period T sum ；
3.2 calculating the height Z of the leakage bottom ridge x To the design water level Z s Rain receiving capacity P between xs The calculation formula is as follows:
wherein:the reservoir capacity corresponding to the designed water level is obtained; q (Q) ave Is the average discharge rate of the reservoir->To design water level Z s The corresponding reservoir discharging flow; m is a unit conversion coefficient.
5. The method for classifying and early warning the rain receiving capability considering different reservoir operation stages according to claim 4, which is characterized in that: the calculation formula in the step 4 is as follows:
6. the method for classifying and early warning the rain receiving capability considering different reservoir operation stages according to claim 5, wherein the method comprises the following steps: step 5 comprises the following sub-steps:
5.1 when the live water level Z c Lower than the height Z of the leakage bottom ridge x When comparing P cx And P f Is of the size of (2):
if P cx <P f Then issue the early warning of the over-leakage flow sill to further compare P cx +P xs And P f If P is the size of cx +P xs <P f If P, then issuing over-design early warning cx +P xs >P f The over-design early warning is not issued;
if P cx >P f The over-leakage-flow sill pre-warning is not issued;
5.2 when the live water level Z c Higher than the height Z of the leakage bottom ridge x At the time of P cs <P f If P, then issuing over-design early warning cs >P f And the over-design early warning is not issued.
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