A drainage pump station planning method for flooded areas with multiple gates and multiple discharge areas

Abstract

The present invention discloses a method for planning a drainage pump station in a flooded area with multiple gates and multiple receiving and discharging areas, comprising the following steps: determining the receiving and discharging areas corresponding to each sluice and the planned drainage pump station; determining the initial states of the sluice and pump station at the beginning of a time period; calculating the total external discharge flow at the beginning of the time period and setting the length of the calculation period; assuming an internal water level at the end of the calculation period; calculating the actual internal water level of the flooded area at the end of the time period based on the water balance principle; judging whether the internal water level at the end of the assumed time period and the actual internal water level of the flooded area at the end of the calculation period are within an allowable error range; determining whether there is a critical moment in the calculation period where the internal water level of any sluice equals the external water level; and looping the calculation until the drainage process is completed. The present invention is based on water storage and regulation calculations, taking into account the differences in the external water level processes of sluices located in different receiving and discharging areas, and calculating the scale of drainage pump stations required for flooded area planning. It also reflects the scheduling rules of each sluice, obtains the process of each sluice rushing to discharge flood water, and the gate opening and closing operation status as the internal and external water levels of the sluice change.

Description

Technical Field

[0001] The present invention relates to the field of water conservancy engineering drainage, and in particular to a method for planning a waterlogging drainage pump station in a waterlogged area with multiple gates and multiple discharge areas. Background Art

[0002] Waterlogging occurs when heavy rainwater cannot be promptly drained to the receiving and discharge areas, leading to the accumulation of water. Heavy rainfall in the flooded area—either high intensity or high volume—increases waterlogging. The increased water level in the receiving and discharge areas reduces the drainage capacity of the sluice gates. Therefore, both heavy rainfall and the increased water level in the receiving and discharge areas can prevent water from being discharged to the receiving and discharge areas within the carrying capacity of the flooded area, ultimately causing a flood disaster.

[0003] At present, self-drainage by sluice gates is the preferred option for drainage. When the drainage capacity of the sluice gates is insufficient, pumping stations are used to assist in drainage. Its operation mode is: when rainfall occurs in the flooded area, the water level in the flooded area is higher than the water level in the discharge area, the sluice gates can be opened in time for drainage, otherwise the sluice gates will be closed to prevent flooding from the outer river from flowing back. At the same time, if the drainage capacity is insufficient, drainage pumping stations can be added for drainage. Therefore, the reasonable setting of the scale of drainage pumping stations in flooded areas is crucial for timely drainage of flooded areas.

[0004] Current flood drainage calculation methods typically utilize water storage algorithms and hydrodynamic methods. The water storage method integrates the regional water system into a single, generalized reservoir, then drains the floodwaters from the flooded area to a discharge area through sluice gates and pumping stations. The hydrodynamic method generalizes the river system, establishes a corresponding hydrodynamic model, solves the Saint-Venant equations for the flow process, and finally calibrates the model using measured data. However, the reality is complex, with potentially crisscrossing river systems or interconnected water areas such as storage ponds, lakes, and reservoirs. This makes hydrodynamic modeling challenging. Furthermore, the model requires field data for calibration and verification, which is often unavailable during actual planning and design. Therefore, simulation results require further verification using other methods. The water storage and regulation algorithm takes a holistic approach, ignoring internal water flow processes and directly controlling the total water inflow and outflow balance at the outlet. Its simple and straightforward approach makes it a highly effective calculation method for determining drainage pump station scales during the planning and design phase. (A Comparative Study of Calculation Methods for Drainage Moduli in Plain Lake Areas by Luo Wenbing, Wang Xiugui, Sun Huaiwei, Fan Linlin, and Qian Long, Institute of Agricultural Water Conservancy, Yangtze River Scientific Research Institute, Wuhan 430010; State Key Laboratory of Water Resources and Hydropower Engineering, Wuhan University, Wuhan 430072; School of Water Resources and Digital Engineering, Huazhong University of Science and Technology, Wuhan 430074)

[0005] However, the current water storage and regulation algorithm mainly uses a single sluice pump station for drainage calculations. In such cases, the water storage and regulation algorithm is very simple to calculate (Research on Hydrological Calculation Methods for Flood Control in Plain River Network Areas, Zhang Xiaotan, Guangzhou Municipal Engineering Design and Research Institute, Guangzhou, Guangdong 510060, China). Moreover, even when used for drainage calculations involving multiple sluices, the calculations are generalized as a single sluice, without considering the differences between the sluices themselves and their receiving and discharge areas. The calculation results are less accurate and cannot reflect the self-drainage capacity of each sluice area. Whether the scale of drainage pump stations set up in this way is reasonable requires further study. (Research on drainage and storage calculations for the Wanqingsha River network area in Nansha District, Guangzhou, Liu Shufeng, Liu Yixiu, Yang Chen, Chen Jichen, Tan Dan, Shen Xueming, Guangdong Water Resources and Hydropower Research Institute, Guangzhou 510635, China; National and Local Joint Engineering Laboratory for Estuary Water Conservancy Technology, Guangzhou 510635, China; Guangdong Key Laboratory of Hydrodynamics Application Research, Guangzhou 510635, China; China Railway Fourth Survey and Design Institute Group Co., Ltd., Wuhan 430063, China)) In reality, flooded areas often have multiple sluices and different receiving and discharge areas. During the planning phase, data is often insufficient to complete hydrodynamic modeling. Therefore, it is crucial to use water storage and drainage algorithms to fully account for the multiple sluices and their locational differences—the varying water level processes in the receiving and discharge areas—to quickly calculate the required drainage pumping station size, promptly carry out localized flood control drainage in the areas controlled by each sluice, and understand and reflect the actual drainage process of each sluice. Summary of the Invention

[0006] The purpose of the present invention is to propose a method for planning drainage pump stations in flooded areas with multiple sluices and multiple discharge areas. This method is aimed at flooded areas with multiple sluices and multiple discharge areas where data is insufficient to construct a hydrodynamic numerical model during the planning stage. It adopts a water storage algorithm, takes into account the differences in the water level processes outside the sluices in different discharge areas, and quickly and efficiently determines the scale of the drainage pump stations in the flooded areas. At the same time, it reflects the scheduling rules of each sluice, clearly gives the process of each sluice rushing to drain the flood water, and the gate opening and closing operation status as the water levels inside and outside the gate change. It solves the problem of the size of drainage pump stations with multiple sluices in different discharge areas in drainage planning and design, and more realistically reflects the actual drainage process of each sluice. At the same time, the detailed closing and opening drainage process of each sluice can provide a basis for formulating a joint optimization scheduling and operation plan for multiple sluices. In addition, it can also provide a reference for parameter calibration and model verification of models constructed using hydrodynamic methods.

[0007] The present invention is achieved through at least one of the following technical solutions.

[0008] A method for planning a drainage pump station in a flooded area with multiple gates and multiple discharge areas comprises the following steps:

[0009] (1) Determine the corresponding discharge area of each sluice and planned drainage pump station: Based on the water level process of the regional discharge area, determine the corresponding external discharge discharge area of each sluice and pump station;

[0010] (2) Determine the opening and closing status of the water gate and pump station at the beginning of the time period;

[0011] (3) Calculate the total outflow at the beginning of the period and set the calculation period length: After determining the opening and closing status of the sluice gate, use hydraulics knowledge to calculate the outflow size of each sluice gate at the beginning of the period, then summarize the outflow of all sluice gates and pumping stations to obtain the total outflow at the beginning of the period, and set the calculation period length at the same time;

[0012] (4) According to the set calculation period length, it is assumed that the water level H at the end of the calculation period 设 ;

[0013] (5) According to the water balance principle, calculate the actual water level H in the flooded area at the end of the period 真 :Calculate the water level H at the end of the period by assuming 设 , use hydraulics knowledge to obtain the total outflow at the end of the period, then calculate the total water volume change in the region at the end of the period based on the selected calculation period length, inflow process, and the total outflow at the beginning and end of the calculation period according to the water balance principle, and query the water level volume relationship curve of the region based on this to obtain the actual water level H in the flooded area at the end of the calculation period 真 ;

[0014] (6) Determine the water level H at the end of the assumed calculation period 设 Compared with the actual water level H in the flooded area at the end of the calculation period 真 Is it within the error tolerance range? According to the actual situation of the study area, the error tolerance range is formulated. If it is within the error tolerance range, proceed to step (7). Otherwise, return to step (4) and re-assume the water level H at the end of the calculation period. 设 ;

[0015] (7) Determine whether there is a critical moment when the internal water level is equal to the external water level for any sluice during the calculation period: If there is a sluice with inconsistent internal and external water level relationships at the beginning and end of the calculation period, and there is a critical point when the internal water level is equal to the external water level during the calculation period, shorten the calculation period length and return to step (3) to reset the calculation period length until the critical moment of the sluice appears; If there is a sluice with consistent internal and external water level relationships at the beginning and end of the calculation period, end the calculation of the calculation period and continue to determine the next calculation period until all calculation periods are completed, organize the drainage and storage calculation process, obtain the drainage process of each sluice, and determine the scale of the drainage pump station required for the flooded area.

[0016] Furthermore, when determining the discharge area corresponding to each sluice and pumping station, the water levels in the discharge areas of each sluice and pumping station are matched one by one based on the differences in their locations, and the external discharge discharge area corresponding to each sluice and pumping station is determined.

[0017] Furthermore, the relationship between the water levels inside and outside the sluice gate is compared to determine the opening and closing status of the sluice gate and pump station at the beginning of the calculation period: At the beginning of the calculation period, determine whether the water level in the discharge area of each sluice gate is lower than the water level inside the gate. If the water level in the discharge area of a sluice gate is lower than the water level inside the gate, the gate will be opened to drain water quickly, otherwise the gate will be closed to prevent the backflow of flood water from the outer river. At the same time, in this process, if the drainage capacity is insufficient, the pump station will be opened for pumping, otherwise the pump station will be closed.

[0018] Furthermore, the hydraulics knowledge used in steps (3) and (5) is used to calculate the discharge capacity of the sluice gate, the discharge flow Q 排 It is a function of the water head H0 on the gate. When the type and size of the sluice are fixed, the drainage flow Q 排 It is expressed by the following formulas ① and ②:

[0019] When the water flow is weir flow:

[0020] When the water flow is hole flow:

[0021] Where: Q 堰流 , Q 孔流 are the sluice discharge during weir flow and hole flow, m 3 / s; σ and σs are the flooding coefficients of weir flow and orifice flow respectively; m and μ are the discharge coefficients of weir flow and orifice flow respectively; ε is the lateral contraction coefficient; e is the orifice height, m; B is the flow width, m; H0 is the water head on the weir at the end of the moment, m; g is the acceleration of gravity, m 2 / s.

[0022] Furthermore, the setting of the calculation period length in step (3) is to determine the period length between adjacent inflow flows based on a known inflow process, and set this period length as the calculation period length initially adopted.

[0023] Furthermore, in step (4), it is assumed that the water level H at the end of the calculation period is 设 The assumed internal water level is first taken as the internal water level at the previous moment minus the allowable water level error. In the subsequent step (6), if the error between the assumed internal water level and the actual water level in the flooded area is not within the allowable error range, the assumed internal water level is re-taken as the average of the previous assumed internal water level and the actual water level in the flooded area, and the calculation is repeated multiple times until the error between the assumed internal water level and the actual water level in the flooded area is within the allowable error range.

[0024] Furthermore, the water balance principle in step (5) means that the difference between the inflow and outflow in a unit time period is equal to the water volume change of the entire region, which is expressed as follows:

[0025]

[0026] Where: subscripts 1 and 2 represent the initial and end time of the calculation period respectively; Δt is the calculation period, s; Q 入1 , Q 入2 are the total inflow to the river at the beginning and end of the period Δt, m 3 / s;Q i,排1 , Q i,排2 are the discharge flow of the i-th sluice at the beginning and end of the period Δt, m 3 / s;q j,1 ,q j,2 are the jth side outflow at the beginning and end of time period Δt, m 3 / s; V1 and V2 are the storage capacities at the beginning and end of the time period Δt, respectively, m 3 .

[0027] Furthermore, the total water volume of the region at the end of the period is calculated based on the water balance principle. Then, the water level in the region corresponding to the total water volume of the region is calculated through the water level-volume relationship curve of the known region, and the actual water level in the flooded area at the end of the calculation period is obtained. 真 .

[0028] Furthermore, by comparing the relationship between the internal and external water levels of the gate at the beginning and end of the calculation period, it is determined whether there is a critical moment in the calculation period when the internal water level of any gate is equal to the external water level: compare the internal water level at the end of the calculation period with the water level of the discharge area at each gate. If there is a gate with inconsistent internal and external water level relationships at the beginning and end of the calculation period, that is, the internal water level is higher than the external water level at the beginning of the calculation period, but lower than the external water level at the end of the calculation period, or the internal water level is lower than the external water level at the beginning of the calculation period, but higher than the external water level at the end of the calculation period, then there is a critical point in the calculation period when the internal water level is equal to the external water level. It is necessary to shorten the calculation period length and return to step (3) to reset the calculation period length until the critical moment of the gate occurs. If there is a gate with consistent internal and external water level relationships at the beginning and end of the calculation period, continue to determine the next calculation period.

[0029] Furthermore, in step (7), if the relationship between the internal and external water levels of a sluice gate at the beginning and end of the calculation period is inconsistent, the length of the calculation period needs to be shortened again, which means that the calculation period is subdivided until the relationship between the internal and external water levels of each sluice gate at the beginning and end of the calculation period is consistent within the refined calculation period.

[0030] Compared with existing technologies, the method for planning drainage pump stations in flooded areas with multiple gates and multiple discharge areas proposed in the present invention has the following beneficial effects: according to the fact that the drainage capacity of the sluice is affected by the supporting effect of the water level in the discharge area, by sorting out the drainage process, taking into account the differences in the water level process outside the sluice gates in different discharge areas, and by performing drainage and storage calculations on multiple gates and pump stations, a relatively complete set of drainage pump station planning methods suitable for areas with multiple sluices and multiple discharge areas is formed. The method proposed in the present invention ignores the movement of water bodies within the region and treats the entire region as a large storage water body. By considering the differences in the water level process in its discharge area caused by the different positions of multiple gates, it can quickly and efficiently determine the required planning scale of the drainage pump station in the flooded area, clearly giving the process of each sluice rushing to drain water, and the gate opening and closing operation status as the water level inside and outside the gate changes. This invention addresses the issue of planning scale for drainage pumping stations in flooded areas with multiple sluices and diverse discharge areas. It more realistically reflects the actual drainage process of each sluice. The detailed closing and opening drainage process for each sluice provides a basis for developing optimized scheduling plans for multiple sluices. Furthermore, this invention can further validate the model derived from the hydrodynamic method during parameter calibration and model verification, ensuring the authenticity of the calculated sluice drainage process. BRIEF DESCRIPTION OF THE DRAWINGS

[0031] Figure 1 This is the applicable area of the drainage and storage calculation method of multiple sluices in different discharge areas according to the embodiment of the present invention;

[0032] Figure 2 This is a flow chart of a method for calculating drainage and storage in different receiving and discharge areas using multiple sluices according to an embodiment of the present invention;

[0033] Figure 3 This is a regional schematic diagram of Zhongzhu Lianwei, Zhongshan City, in an embodiment of the present invention;

[0034] Figure 4 It is a schematic diagram of the area of Shanghenglianwei in Zhuhai City according to an embodiment of the present invention. DETAILED DESCRIPTION

[0035] To help those skilled in the art better understand the present invention, the present invention will be further described in detail below with reference to the accompanying drawings and specific embodiments. It is apparent that the embodiments described are only a portion of the present invention, not all of the embodiments. All other embodiments derived by those skilled in the art based on the embodiments of the present invention without inventive effort are also within the scope of protection of the present invention.

[0036] The method proposed in the present invention needs to be based on existing corresponding basic data, such as the scale and location of the existing drainage gates, the water level-volume relationship curve of the region, the designed inflow process and the water level process of the discharge area outside each gate. In order to make the drainage and storage calculation method of multiple sluices in different discharge areas proposed in the present invention easy to understand, the Zhongshan Zhongzhu Lianwei adjacent to two discharge areas and the Zhuhai Shangheng Lianwei adjacent to three discharge areas are taken as examples for further explanation.

[0037] A method for planning a drainage pump station in a flooded area with multiple gates and multiple discharge areas according to this embodiment includes the following steps:

[0038] (1) Determine the corresponding discharge area of each sluice and planned drainage pump station: Based on the water level process of the regional discharge area, determine the corresponding external discharge discharge area of each sluice and pump station;

[0039] (2) Compare the relationship between the water levels inside and outside the sluice gate, and determine the opening and closing status of the sluice gate and pump station at the beginning of the calculation period: At the beginning of the calculation period, judge whether each sluice gate will have the opportunity to self-drain based on the water level inside the sluice gate, that is, judge whether the water level in the discharge area of each sluice gate is lower than the water level inside the sluice gate. If the water level in the discharge area of a sluice gate is lower than the water level inside the sluice gate, it means that the sluice gate has the opportunity to self-drain at this moment, and the gate is opened to drain water quickly, otherwise it is closed to prevent the backflow of flood water from the outer river. At the same time, in this process, if the drainage capacity is insufficient, the pump station is opened for pumping and drainage, otherwise the pump station is closed;

[0040] (3) Calculate the total outflow at the beginning of the time period and select the time period length of the adjacent inflow flow as the initial calculation time period length: After determining the opening and closing status of the sluice, use hydraulics knowledge to calculate the outflow size of each sluice at the beginning of the time period, and then summarize the outflow of all sluices and pumping stations to obtain the total outflow at the beginning of the time period. At the same time, based on the known inflow process, select the time period length of the adjacent inflow flow as the initial calculation time period length;

[0041] (4) Assume that the water level H at the end of the calculation period 设 :According to the selected calculation period length, it is assumed that the water level H at the end of the calculation period 设 ;

[0042] (5) According to the water balance principle, calculate the actual water level H in the flooded area at the end of the period 真 :By assuming that the water level at the end of the period is H 设 , using hydraulics knowledge, we can get the total outflow at the end of the period. Then, based on the selected calculation period length, inflow process, and the total outflow at the beginning and end of the calculation period, we can calculate the total water volume change in the region at the end of the period according to the water balance principle. Based on this, we can query the water level volume relationship curve of the region and get the water level H in the flooded area at the end of the calculation period. 真 ;

[0043] The hydraulics knowledge used in steps (3) and (5) is used to calculate the discharge capacity of the sluice gate, the discharge flow Q 排 It is a function of the water head H0 on the gate. When the type and size of the sluice are fixed, the drainage flow Q 排 It is expressed by the following formulas ① and ②:

[0044] When the water flow is weir flow:

[0045] When the water flow is hole flow:

[0046] Where: Q 堰流 , Q 孔流 are the outflow rates of weir flow and hole flow, respectively, m 3 / s; σ and σs are the flooding coefficients of weir flow and orifice flow respectively; m and μ are the discharge coefficients of weir flow and orifice flow respectively; ε is the lateral contraction coefficient; e is the orifice height, m; B is the flow width, m; H0 is the water head on the weir at the end of the moment, m; g is the acceleration of gravity, m 2 / s.

[0047] The water balance principle states that the difference between the inflow and outflow in a unit time period is equal to the overall water volume change in the region, as shown in the following formula ③:

[0048]

[0049] Where: subscripts 1 and 2 represent the initial and end time of the calculation period respectively; Δt is the calculation period, s; Q 入1 , Q 入2 are the total inflow to the river at the beginning and end of the period Δt, m 3 / s;Q i,排1 , Q i,排2 are the discharge flow of the i-th sluice at the beginning and end of the period Δt, m 3 / s;q j,1 ,q j,2 are the jth side outflow (such as pumping flow of the pumping station) at the beginning and end of the period Δt, respectively, m 3 / s; V1 and V2 are the storage capacities at the beginning and end of the time period Δt, respectively, m 3 ;

[0050] (6) Determine the water level H at the end of the assumed period 设 Compared with the actual water level H in the flooded area at the end of the calculation period 真 Is it within the error tolerance range? According to the actual situation of the study area, the error tolerance range is drawn up. If it is within the error tolerance range, continue. Otherwise, return to step (4) and re-assume the water level H at the end of the calculation period. 设 ;

[0051] (7) By comparing the relationship between the internal and external water levels of the gate at the beginning and end of the calculation period, determine whether there is a critical moment in the calculation period when the internal water level is equal to the external water level for any gate: compare the internal water level at the end of the calculation period with the water level of the discharge area at each gate. If there is a gate with inconsistent internal and external water levels at the beginning and end of the calculation period, that is, the internal water level is higher than the external water level at the beginning of the calculation period, and the internal water level is lower than the external water level at the end of the calculation period (or the internal water level is lower than the external water level at the beginning of the calculation period, and the internal water level is higher than the external water level at the end of the calculation period), then there is a critical point in the calculation period when the internal water level is equal to the external water level. It is necessary to shorten the calculation period length and return to step (3) to recalculate until the critical moment of the gate appears. If there is a gate with consistent internal and external water levels at the beginning and end of the calculation period, then end the calculation of this calculation period and continue to the next calculation period.

[0052] If the relationship between the internal and external water levels of a sluice is inconsistent at the beginning and end of the calculation period, the length of the calculation period needs to be shortened again, which means further subdividing the calculation period until the relationship between the internal and external water levels of each sluice is consistent at the beginning and end of the calculation period within the refined calculation period. The size of the subdivided period can be selected appropriately according to the accuracy of the actual calculation.

[0053] (8) Carry out the calculation process from step (2) to step (7) for each calculation period until all calculation periods are completed, organize the drainage and storage calculation process, obtain the drainage process of each sluice and pump station, and determine the scale of drainage pump stations required to be planned and set up in the flooded area.

[0054] When the internal water systems of a flooded area are interconnected and the rainwater flow generation and convergence processes are complex, a water storage and drainage calculation method can be used. This calculation generalizes the inflow process into the entire regional inflow process, and simultaneously generalizes the entire area into a large storage water body. A water level-volume relationship is used to characterize the relationship between the water level and the internal water volume within the flooded area. Differences in water transfer time between gates are ignored, and all outflows are aggregated for calculation. Changes in water volume within the flooded area are deduced based on the water inflow and outflow balance at the outlet, and the water level within the flooded area is calculated based on the water level-volume relationship.

[0055] The drainage process of sluices in flooded areas is affected by the water level in the receiving and discharge areas, which is affected by the combined effects of upstream floods and downstream tidal waves. The differences in the locations of various sluice gates lead to different water level processes in their receiving and discharge areas. This invention considers the differences in water level processes in the receiving and discharge areas caused by the different locations of multiple gates during drainage calculations, quickly and efficiently determining the required planning scale of drainage pumping stations in flooded areas. It clearly presents the process of each sluice rushing to drain flood water, as well as the gate opening and closing operations that change with the water levels inside and outside the gates. The detailed closing and opening drainage processes of each sluice provide a basis for formulating a joint optimized scheduling and operation plan for multiple gates.

[0056] The use of hydrodynamic methods requires a large amount of measured data for modeling, which is difficult to obtain in reality. Therefore, the accuracy of its calculation results is questionable. The results of drainage and storage calculations obtained by the method described in the present invention can further verify the drainage and storage process calculated by the hydrodynamic method.

[0057] Take Zhongshan Zhongzhu Lianwei as a specific example (the regional schematic diagram is shown in the attached Figure 3 The joint enclosure has two receiving and discharging areas: the Modaomen waterway and the Pearl River Estuary (outer sea). There are five sluice gates on the Modaomen waterway, namely the Majiao sluice gate, the Lianshiwan sluice gate, the Denglong sluice gate, the Dayongkou sluice gate and the Guangchang sluice gate. There is only the Shijiaozui sluice gate at the Pearl River Estuary. The flood control and storage calculation method for sluices with multiple receiving and discharging areas described in the present invention is based on the existing water level-volume relationship of the Zhongzhu Joint Enclosure (as shown in Table 1-1 below), the existing drainage gates and the planned drainage pump station scale (as shown in Table 1-2 below), the designed inflow process and the water level process data of the receiving and discharging area corresponding to the gate location (as shown in Tables 1-3 and 1-4 below, which show the average inflow process and the water level of the receiving and discharging area during the period).

[0058] Through two drainage and storage calculations, one is to rely on the sluice gate for drainage without setting up a pump station, and the other is to set up an 800 m 3 / s scale pumping station (among which the Modaomen waterway is planned to be 560m 3 / s, offshore planning setting 240m 3 / s) for drainage, and perform corresponding drainage and storage calculations for each time period, and implement steps (1) to (8) in the present invention step by step:

[0059] (1) Determine the corresponding discharge areas of each sluice and planned drainage pump station: Based on the water level process of the discharge area of Zhongzhu Lianwei in Zhongshan City, two major discharge areas are determined: Modaomen Waterway and the outer sea. At the same time, the corresponding external discharge discharge areas of each sluice and pump station are determined (see Table 1-2 below).

[0060] (2) Compare the relationship between the water levels inside and outside the sluice gate to determine the opening and closing status of the sluice gate and pump station at the beginning of the calculation period: At the beginning of the calculation period, determine whether each sluice gate will have the opportunity to drain automatically based on the water level inside the sluice gate, that is, determine whether the water level in the discharge area of each sluice gate is lower than the water level inside the sluice gate. If the water level in the discharge area of a sluice gate is lower than the water level inside the sluice gate, it means that the sluice gate has the opportunity to drain automatically at that moment, and the gate can be opened to drain water quickly. Otherwise, the gate must be closed to prevent flooding from the outer river from flowing back. At the same time, during this process, if the drainage capacity is insufficient, the pump station will be opened for pumping and drainage, otherwise the pump station will be closed.

[0061] (3) Calculate the total outflow at the beginning of the time period and select an appropriate calculation period length: After determining the open and closed status of the sluice, use hydraulics knowledge to calculate the outflow of each sluice at the beginning of the time period, then summarize the outflow of all sluices and pumping stations to obtain the total outflow at the beginning of the time period, and select an appropriate calculation period length.

[0062] (4) Assume that the water level H at the end of the calculation period 设 :According to the selected calculation period length, it is assumed that the water level H at the end of the calculation period 设 .

[0063] (5) According to the water balance principle, calculate the actual water level H in the flooded area at the end of the period 真 :By assuming that the water level at the end of the period is H 设 , using hydraulics knowledge, we can get the total outflow at the end of the period. Then, based on the selected calculation period length, inflow process, and the total outflow at the beginning and end of the calculation period, we can calculate the total water volume change in the region at the end of the period according to the water balance principle. Based on this, we can query the water level volume relationship curve of the region and get the water level H in the flooded area at the end of the calculation period. 真 .

[0064] (6) Determine the water level H at the end of the assumed period 设 Compared with the actual water level H in the flooded area at the end of the calculation period 真 Is it within the error tolerance range? According to the actual situation of the study area, the error tolerance range is drawn up. If it is within the error tolerance range, continue. Otherwise, return to step (4) and re-assume the water level H at the end of the calculation period. 设 .

[0065] (7) By comparing the relationship between the internal and external water levels at the beginning and end of the calculation period, determine whether there is a critical moment in the calculation period when the internal water level of a sluice is equal to the external water level: compare the internal water level at the end of the calculation period with the water level of the discharge area at each gate. If there is a sluice with inconsistent relationship between the internal and external water levels at the beginning and end of the calculation period, that is, the internal water level is higher than the external water level at the beginning of the calculation period, and the internal water level is lower than the external water level at the end of the calculation period (or the internal water level is lower than the external water level at the beginning of the calculation period, and the internal water level is higher than the external water level at the end of the calculation period), then there is a critical point in the calculation period when the internal water level is equal to the external water level. It is necessary to shorten the calculation period length and return to step (3) to recalculate until the critical moment of the sluice appears. If there is a sluice with consistent relationship between the internal and external water levels at the beginning and end of the calculation period, then end the calculation of this calculation period and continue to the next calculation period.

[0066] (8) Carry out the calculation process of steps (2) to (7) above for each calculation period until all calculation periods are completed, organize the drainage and storage calculation process, obtain the drainage process of each sluice and pump station, and determine the scale of drainage pump stations required to be planned and set up in the flooded area.

[0067] The final results of the drainage and storage calculations for Zhongzhu Lianwei are shown in Tables 1-3 and 1-4. By applying the drainage pump station planning method for multiple gates and multiple discharge areas proposed in this invention, the water level process differences in the discharge areas are taken into consideration, and the scale of the drainage pump station can be quickly determined. The overall planning needs to set Q = 800m 3 / s, of which the Modaomen waterway is planned to be 560m 3 / s, offshore planning setting 240m 3 / s, reflects the real process of sluice drainage, and clearly gives the detailed closing and opening process of the sluices located in each discharge area as the water level in the flooded area and the water level outside the sluice change, embodying the emergency drainage role of the sluices in the drainage process, and more effectively removing the water in the flooded area.

[0068] Table 1-1 Water level and volume relationship of Zhulianwei

[0069] elevation -2.0 -1.5 -1.0 -0.5 0.0 0.5 1.0 1.5 <![CDATA[Volume (10,000 m 3 )]]> 0.00 281.08 646.40 1066.37 1529.07 2007.19 2545.69 3069.46

[0070] Table 1-2 Scale of gates and pump stations in Zhulianwei

[0071]

[0072]

[0073] Table 1-3 Zhulianwei's storage calculation table for peak-to-peak drainage when only the sluice gate is used

[0074]

[0075]

[0076] Table 1-4 shows the storage calculation table for peak-to-peak response when the Zhulian sluice pump is connected (the planned setting Q = 800m 3 / s, of which the Modaomen waterway is planned to be 560m 3 / s, offshore planning setting 240m 3 / s)

[0077]

[0078]

[0079] Take the Shanghenglianwei in Zhuhai as a specific example (the regional schematic diagram is shown in the attached Figure 4As shown in the figure, this area is adjacent to three receiving and discharging areas - Lao Lao Creek, He Ma Creek and Heng Keng Waterway. The method for planning a drainage pump station with multiple gates and multiple receiving and discharging areas described in the present invention is based on the water level and volume relationship of the existing upper horizontal joint enclosure (see Table 2-1 below), the scale of the current drainage gates and pump stations (see Table 2-2 below), the designed inflow process and the water level process data of each receiving and discharging area (see Table 2-3 and Table 2-4 below for the average inflow process and the water level of the receiving and discharging area during the period). Then, the corresponding drainage and storage calculation is performed for each calculation period, that is, steps (1) to (8) of the present invention are implemented. Finally, the result table of the drainage and storage calculation calculation of the upper horizontal joint enclosure is shown in Table 2-3 and Table 2-4 below. The results show that Q = 16m3 / s is set for the upper horizontal joint enclosure, of which Lao Lao Creek is planned to be set to 8m3 / s, He Ma Creek is planned to be set to 6m3 / s, and Heng Keng Waterway is planned to be set to 2m3 / s.

[0080] Through this embodiment, it can be seen that the drainage pump station planning method with multiple gates and multiple discharge areas proposed by the present invention is also applicable to areas with three discharge areas, and this embodiment can better show the drainage opportunities of multiple gates during the drainage process due to the differences in water level processes in the discharge areas. It clearly gives the detailed closing and opening drainage processes of the gates located in each discharge area as the water level in the flood area and the water level outside the gate change, fully embodying the emergency drainage role of the gates in drainage, and more realistically reflecting the drainage process of the gates.

[0081] Table 2-1 Relationship between water level and storage capacity of upper horizontal enclosure

[0082] Water level / m -1 -0.7 -0.6 -0.5 -0.4 -0.3 -0.2 -0.1 <![CDATA[Storage capacity / 10,000 m 3 > 0 7.26 10.89 16.76 25.56 35.85 46.98 58.44 Water level / m 0 0.1 0.2 0.3 0.5 1 1.5 2 <![CDATA[Storage capacity / 10,000 m 3 > 70.12 81.84 93.71 105.75 129.87 178.19 226.54 274.89

[0083] Table 2-2 Current Scale of Gate Pump Stations in Shanghenglianwei

[0084]

[0085] Table 2-3 Calculation table for storage and regulation when the upper horizontal enclosure relies solely on sluice gates for drainage peaks

[0086]

[0087]

[0088]

[0089]

[0090] Table 2-4 Calculation table of storage capacity under peak-to-peak conditions when horizontal sluice pumps are connected (the planned setting Q = 16m3 / s, of which the planning setting for Lao Lao Creek is 8 m3 / s, the planning setting for Hema Creek is 6 m3 / s, and the planning setting for Hengkeng Waterway is 2

[0091] m3 / s)

[0092]

[0093]

[0094]

[0095] In summary, the above two embodiments, one considering two receiving and discharging areas - Zhongshan Zhongzhu Lianwei, and the other considering three receiving and discharging areas - Zhuhai Shangheng Lianwei, can both apply the method of the present invention. If the number of receiving and discharging areas is greater, and so on, the drainage pump station planning method for a flooded area with multiple gates and multiple receiving and discharging areas proposed by the present invention can perform corresponding drainage and storage calculations and determine the scale of the drainage pump station that needs to be planned and designed.

[0096] The proposed method for planning drainage pump stations in flooded areas with multiple gates and multiple receiving and discharge areas is a drainage calculation method that can account for the different water level processes in the receiving and discharge areas caused by the differences in the distribution of multiple gates and their locations within the region. It quickly and efficiently determines the scale of drainage pump stations required for planning, clearly presents the process of sluice gates rushing to drain water, and the gate opening and closing operations that change with the water levels inside and outside the gates. The detailed closing and opening drainage processes of the sluice gates provide a basis for formulating a joint optimized scheduling and operation plan for multiple gates. In addition, the present invention can further verify the model obtained by the hydrodynamic method during parameter calibration and model verification, ensuring the authenticity of the calculated sluice gate drainage process.

[0097] The preferred embodiments of the present invention disclosed above are intended only to help illustrate the present invention. These preferred embodiments do not exhaustively describe all details, nor do they limit the present invention to the specific embodiments described. Obviously, many modifications and variations are possible based on the content of this specification. These embodiments are selected and described in detail in this specification to better explain the principles and practical applications of the present invention, thereby enabling those skilled in the art to better understand and utilize the present invention. The present invention is limited only by the claims and their full scope and equivalents.

Claims

1. A method for planning drainage pump stations in a flooded area with multiple gates and multiple discharge areas, characterized in that: The following steps are involved: (1) Determine the corresponding discharge area of each sluice and planned drainage pump station: Based on the water level process of the regional discharge area, determine the corresponding external discharge discharge area of each sluice and pump station; (2) Determine the opening and closing status of the water gate and pump station at the beginning of the time period; (3) Calculate the total outflow at the beginning of the period and set the calculation period length: After determining the opening and closing status of the sluice gate, use hydraulics knowledge to calculate the outflow size of each sluice gate at the beginning of the period, then summarize the outflow of all sluice gates and pumping stations to obtain the total outflow at the beginning of the period, and set the calculation period length at the same time; (4) According to the set calculation period length, it is assumed that the water level H at the end of the calculation period 设 ; (5) According to the water balance principle, calculate the actual water level H in the flooded area at the end of the period 真 :Calculate the water level H at the end of the period by assuming 设 , use hydraulics knowledge to obtain the total outflow at the end of the period, then calculate the total water volume change in the region at the end of the period based on the selected calculation period length, inflow process, and the total outflow at the beginning and end of the calculation period according to the water balance principle, and query the water level volume relationship curve of the region based on this to obtain the actual water level H in the flooded area at the end of the calculation period 真 ; (6) Determine the water level H at the end of the assumed calculation period 设 Compared with the actual water level H in the flooded area at the end of the calculation period 真 Is it within the error tolerance range? According to the actual situation of the study area, the error tolerance range is formulated. If it is within the error tolerance range, proceed to step (7). Otherwise, return to step (4) and re-assume the water level H at the end of the calculation period. 设 ; (7) Determine whether there is a critical moment when the internal water level is equal to the external water level for any sluice during the calculation period: If there is a sluice with inconsistent internal and external water level relationships at the beginning and end of the calculation period, and there is a critical point when the internal water level is equal to the external water level during the calculation period, shorten the calculation period length and return to step (3) to reset the calculation period length until the critical moment of the sluice appears; If there is a sluice with consistent internal and external water level relationships at the beginning and end of the calculation period, end the calculation of the calculation period and continue to determine the next calculation period until all calculation periods are completed, organize the drainage and storage calculation process, obtain the drainage process of each sluice, and determine the scale of the drainage pump station required for the flooded area.

2. The method for planning a drainage pump station in a flooded area with multiple gates and multiple receiving and discharge areas according to claim 1, characterized in that: When determining the discharge area corresponding to each sluice and pumping station, the water level processes in the discharge area are different due to the differences in the locations of the sluices and pumping stations. The water levels in the discharge areas of each sluice and pumping station are matched one by one to determine the external discharge discharge area corresponding to each sluice and pumping station.

3. The method for planning a drainage pump station in a flooded area with multiple gates and multiple receiving and discharge areas according to claim 1, characterized in that: Compare the relationship between the water levels inside and outside the sluice gate, and determine the opening and closing status of the sluice gate and pump station at the beginning of the calculation period: At the beginning of the calculation period, determine whether the water level in the discharge area of each sluice gate is lower than the water level inside the gate. If the water level in the discharge area of a sluice gate is lower than the water level inside the gate, the gate will be opened to drain water quickly, otherwise the gate will be closed to prevent the backflow of flood water from the outer river. At the same time, in this process, if the drainage capacity is insufficient, the pump station will be opened for pumping, otherwise the pump station will be closed.

4. The method for planning a drainage pump station in a flooded area with multiple gates and multiple receiving and discharge areas according to claim 1, characterized in that: The hydraulics knowledge used in steps (3) and (5) is used to calculate the discharge capacity of the sluice gate, the discharge flow Q 排 It is a function of the water head H0 on the gate. When the type and size of the sluice are fixed, the drainage flow Q 排 It is expressed by the following formulas ① and ②: When the water flow is weir flow: When the water flow is hole flow: Where: Q 堰流 , Q 孔流 are the sluice discharge during weir flow and hole flow, m 3 / s; σ, σ s are the flooding coefficients of weir flow and hole flow respectively; m and μ are the discharge coefficients of weir flow and hole flow respectively; ε is the lateral contraction coefficient; e is the orifice height, m; B is the flow width, m; H0 is the water head on the weir at the end of the moment, m; g is the acceleration of gravity, m 2 / s.

5. The method for planning a drainage pump station in a flooded area with multiple gates and multiple receiving and discharge areas according to claim 1, characterized in that: The setting of the calculation period length in step (3) is to determine the period length between adjacent inflow flows based on the known inflow process, and set this period length as the calculation period length initially adopted.

6. The method for planning a drainage pump station in a flooded area with multiple gates and multiple receiving and discharge areas according to claim 1, characterized in that: In step (4), it is assumed that the water level H at the end of the calculation period is 设 The assumed internal water level is first taken as the internal water level at the previous moment minus the allowable water level error. In the subsequent step (6), if the error between the assumed internal water level and the actual water level in the flooded area is not within the allowable error range, the assumed internal water level is re-taken as the average of the previous assumed internal water level and the actual water level in the flooded area, and the calculation is repeated multiple times until the error between the assumed internal water level and the actual water level in the flooded area is within the allowable error range.

7. The method for planning a drainage pump station in a flooded area with multiple gates and multiple receiving and discharge areas according to claim 1, characterized in that: The water balance principle in step (5) means that the difference between the inflow and outflow in a unit time period is equal to the water volume change of the entire region, which is expressed as follows: Where: subscripts 1 and 2 represent the initial and end time of the calculation period respectively; Δt is the calculation period, s; Q 入1 , Q 入2 are the total inflow to the river at the beginning and end of the period Δt, m 3 / s;Q i,排1 , Q i,排2 are the discharge flow of the i-th sluice at the beginning and end of the period Δt, m 3 / s;q j,1 ,q j,2 are the jth side outflow at the beginning and end of time period Δt, m 3 / s; V1 and V2 are the storage capacities at the beginning and end of the time period Δt, respectively, m 3 .

8. The method for planning a drainage pump station in a flooded area with multiple gates and multiple receiving and discharge areas according to claim 1, characterized in that: The total water volume of the region at the end of the period is calculated based on the water balance principle. Then, the water level in the region corresponding to the total water volume of the region is calculated through the water level-volume relationship curve of the known region, and the actual water level H in the flooded area at the end of the calculation period is obtained. 真 .

9. The method for planning a drainage pump station in a flooded area with multiple gates and multiple receiving and discharge areas according to claim 1, characterized in that: By comparing the relationship between the internal and external water levels of the gate at the beginning and end of the calculation period, it is determined whether there is a critical moment in the calculation period when the internal water level is equal to the external water level for any gate: compare the internal water level at the end of the calculation period with the water level of the discharge area at each gate. If there is a gate with inconsistent internal and external water level relationships at the beginning and end of the calculation period, that is, the internal water level is higher than the external water level at the beginning of the calculation period and lower than the external water level at the end of the calculation period, or the internal water level is lower than the external water level at the beginning of the calculation period and higher than the external water level at the end of the calculation period, then there is a critical point in the calculation period when the internal water level is equal to the external water level. It is necessary to shorten the calculation period length and return to step (3) to reset the calculation period length until the critical moment of the gate occurs. If there is a gate with consistent internal and external water level relationships at the beginning and end of the calculation period, continue to determine the next calculation period.

10. A method for planning drainage pump stations in a flooded area with multiple gates and multiple receiving and discharge areas according to any one of claims 1 to 9, characterized in that: In step (7), if the relationship between the internal and external water levels of a sluice gate at the beginning and end of the calculation period is inconsistent, the length of the calculation period needs to be shortened again, which means that the calculation period is subdivided until the relationship between the internal and external water levels of each sluice gate at the beginning and end of the calculation period is consistent within the refined calculation period.

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