A water power modeling method for a long corridor type pressure regulating device based on longitudinal partitioning

Abstract

The application discloses a kind of long corridor shape pressure regulating equipment water power modeling method based on longitudinal partition, first based on the shape parameter of long corridor shape pressure regulating equipment, and the position of connecting port in pressure regulating equipment, establish geometric model;After the geometric model of pressure regulating equipment is divided into multiple zones by segmentation surface, segmentation surface is perpendicular to longitudinal and is water-permeable surface;Again, the influence of partition mode and flow coefficient on the time-varying characteristics of water quantity in pressure regulating equipment and longitudinal water level fluctuation characteristics is analyzed under different working conditions with partition mode and flow coefficient as variables.The method can obtain the change of water quantity in pressure regulating equipment with time, and the overall water level fluctuation is reflected by water level height in different zones, which makes up for the shortcomings of the model built by the existing one-dimensional characteristic line method, and improves the simulation accuracy of the hydraulic response characteristics of long corridor shape pressure regulating equipment.Although the method is designed for large fluctuation, it can also be used for modeling under small fluctuation, hydraulic disturbance and other conditions, and has strong applicability.

Description

TECHNICAL FIELD

[0001] The application belongs to the technical field of hydraulic calculation, and particularly relates to a long-corridor-shaped pressure regulating equipment water modeling method based on longitudinal partitioning. BACKGROUND

[0002] The pressure regulating equipment is a space structure for regulating and storing in water conservancy facilities, and is a general term for a kind of buildings for regulating the flow size in the flow passage. The pressure regulating equipment is an indispensable component of water conservancy facilities. Taking the surge chamber in a hydropower station as an example, because the surge chamber is connected with the water conduit, when the water turbine unit is stopped or a load shedding condition occurs, the protection mechanism will cause the guide vane to close quickly or reduce the flow, and the water flow in the water conduit is blocked, causing the pressure to rise suddenly, and part of the water flow can enter the surge chamber to effectively release the pressure and reduce the water hammer impact, thereby ensuring the safety of the unit. During the stable operation of the unit, the exchange of flow between the water conduit and the surge chamber is small, and the surge chamber mainly plays a role in balancing the system pressure and absorbing small hydraulic disturbances. The surge chamber stores a certain amount of water in normal times. When the unit is started or the load is increased, the guide vane is opened to increase the flow, the water flow in the water conduit accelerates, the pressure drops rapidly, and the water in the surge chamber flows into the water conduit, thereby regulating the flow and pressure and maintaining the stable operation of the unit. However, in the process of water flowing into or out of the pressure regulating equipment, the pressure regulating equipment itself is also subjected to the impact of water flow. Long-term repeated water hammer effect can cause fatigue damage to the structure of the pressure regulating equipment, thereby affecting the operation safety and reliability of the entire water conservancy facility.

[0003] The long-corridor-shaped pressure regulating equipment has become one of the common pressure regulating equipment forms in current projects due to its good topographic adaptability. In the presence of inflow and outflow, water will flow along the length direction of the pressure regulating equipment, and this process is equivalent to water accelerating in a long and narrow channel, so the water level fluctuation amplitude in the pressure regulating equipment is usually more significant than that in conventional pressure regulating equipment. At present, the mainstream calculation method for the change of water quantity in the pressure regulating equipment is the one-dimensional characteristic line method. In the modeling process, the pressure regulating equipment is usually simplified as a concentrated volume, only the total water quantity is calculated with time, and the internal space distribution is ignored, and it is assumed that the water level is equal at all places in the pressure regulating equipment, so it is difficult to accurately reflect the difference in water level along the length direction and the dynamic response characteristics in the long-corridor-shaped pressure regulating equipment. In conventional pressure regulating equipment, the water level fluctuation amplitude is small and can usually be ignored; however, for the long-corridor-shaped pressure regulating equipment, the water level fluctuation along the length direction is significant, especially when the water conservancy system generates a large amplitude of hydraulic fluctuation. Therefore, it is necessary to propose a new modeling method, so that the constructed model can not only reflect the change process of the water quantity in the pressure regulating equipment with time, but also depict the water level fluctuation characteristics along the length direction of the long-corridor-shaped pressure regulating equipment. This method has important engineering significance and application value for in-depth study of the non-uniform water level response phenomenon in the long-corridor-shaped pressure regulating equipment and evaluation of the strength evolution of the pressure regulating equipment structure under long-term impact load. SUMMARY

[0004] The purpose of the present application is to provide a water power modeling method for a long corridor type surge device based on longitudinal partitioning, aiming to describe the significant water level fluctuation phenomenon generated inside the surge device when there is flow between the surge device and the water conduit. The longitudinal direction is the length direction of the long corridor type surge chamber. The method combines the one-dimensional characteristic line method with the overflow equation to establish a mathematical model that can describe the hydraulic dynamic behavior inside the surge device.

[0005] The technical solution adopted by the present application is as follows:

[0006] A water power modeling method for a long corridor type surge device based on longitudinal partitioning, specifically comprising the following steps:

[0007] S1. Based on the shape parameters of the long corridor type surge device and the position of the connecting port in the surge device, a geometric model of the long corridor type surge device is established. The connecting port is the port on which the connecting pipe is connected to the surge device. The surge device is connected to the water conduit through the connecting pipe.

[0008] The water conduit is connected to the water use or storage device and the upstream reservoir in the water conservancy facility. The surge device is located above the water conduit. The connection between the surge device and the water conduit is located upstream of the water use or storage device.

[0009] S2. The geometric model of the surge device is divided into multiple calculation zones (hereinafter referred to as zones) by a partitioning surface. The partitioning surface is a plane perpendicular to the longitudinal direction of the geometric model of the surge device, and the partitioning surface is a permeable surface. The longitudinal direction is the direction of water flow in the surge device.

[0010] S3. The partitioning method and the flow coefficient are used as variables to analyze the influence of the partitioning method and the flow coefficient on the time-varying process of the water volume in the surge device and the water level fluctuation characteristics along the longitudinal direction of the surge device under different water conservancy construction conditions.

[0011] The flow coefficient is defined as follows: the fluctuating water volume of a certain zone in a period of time is denoted as W The fluctuating water volume refers to the water volume that has a tendency to leave the zone and enter another adjacent zone under the action of fluctuation, but the fluctuating water volume cannot completely flow into the adjacent zone in the time period. The water volume flowing into the adjacent zone is denoted as W 1, W 2, W = W 1+ W 2, The flow coefficient of the partitioning surface between the zone and another adjacent zone is defined as

[0012] The one-dimensional characteristic line method for calculating the water quantity in the pressure regulating device in the prior art can only obtain the value of the water quantity in the pressure regulating device changing with time, and cannot reflect the water level fluctuation in the pressure regulating device. The long corridor-shaped pressure regulating device is divided into multiple zones distributed along the length direction of the pressure regulating device, and the water in one zone can flow into the adjacent another zone through the partition surface under the action of fluctuation, so that the overall fluctuation in the pressure regulating device at a certain time can be reflected by the height of the water level in each zone, and thus the model built by the method can reflect the water quantity in the pressure regulating device and the water level fluctuation in the pressure regulating device at a certain time.

[0013] Further optimization, one connection port is located in one zone only, and the analysis process in S3 specifically includes the following steps:

[0014] S3.1. According to the working conditions appearing in the actual operation process of the water conservancy facility, one or more working conditions are selected;

[0015] S3.2. The flow rate between the pressure regulating device and the water diversion pipe under each working condition is obtained through the continuous flow condition;

[0016] S3.3. The flow between adjacent zones is regarded as overflow, and the overflow flow is calculated through the overflow equation;

[0017] S3.4. On the basis of S3.2, the overflow equation and the fluctuation equation are combined, and the flow data obtained in S3.2 is substituted, to obtain the water level height in each zone changing with time;

[0018] S3.5. According to the flow data obtained in S3.2, the overall water level height of the pressure regulating device changing with time under each working condition is obtained.

[0019] The partitioning makes one connection port located in one zone only, so that the water quantity in each zone becomes clear and easy to calculate. If one connection port is located in two or more zones at the same time, when there is flow between the pressure regulating device and the water diversion pipe, the water levels in multiple zones directly connected with the connection pipe will change at the same time, which makes it difficult to determine the specific change of the water level in each zone, or greatly increases the calculation amount of the water level change.

[0020] Further optimization, all connection pipes are numbered, and the continuous flow in S3.2 is represented by the following formula: (1)

[0021] Wherein i is the connection pipe number, 1≤ i ≤ q and i is an integer, q is the total number of connection pipes, t is time, the direction of water flow in the water diversion pipe is from front to back, the water diversion pipe and the firsti The connection point of the root connecting pipe is called the joint. i , Q ui,t for t Moment junction i Radial cross-sectional flow rate of the inlet pipe Q di,t for t Moment junction i Radial cross-sectional flow rate of the rear water inlet pipe Q si,t for t Time of the first i The flow rate between the root connecting pipe and the pressure regulating device, Q si,t A positive value indicates that water is flowing into the pressure regulating device, while a negative value indicates that water is flowing out of the pressure regulating device.

[0022] Further optimization involves numbering all zones in the pressure regulating device, and the overflow equations in S3.3 and S3.4 are expressed in the following form: (2)

[0023] in m For flow coefficient, B For the width of the pressure regulating device, g It is the acceleration due to gravity. j The index of the zone, 1≤ j ≤ p and j It is an integer. p The total number of districts, For the current moment j District and j Traffic flow between -1 zones, Z j,t-1 , Z j-1,t-1 They are respectively j district and j -1 zone water level at the previous moment; when j ∈[2, p ]hour The value is calculated according to formula (2), when j When =1, directly set , A positive value indicates that from j District j Flowing within the -1 zone, a negative value indicates from... j -1 zone towards j Flowing within the area.

[0024] When the water level in one zone is higher than that in the adjacent zone, the water in that zone tends to flow into the adjacent zone. However, because the existence of the dividing surface does not allow water to flow freely between different zones, the state in which the water level in one zone is higher than that in the adjacent zone will continue for a period of time. This flow pattern is essentially similar to overflow. Therefore, in the method of this invention, the flow between adjacent zones is regarded as overflow, and the flow rate is calculated through the overflow equation, which greatly simplifies the calculation of the water volume in each zone.

[0025] Further optimization involves determining the zone number corresponding to each connection port. The wave equation in S3.4 is expressed in the following form: (3) (4)

[0026] in A j When the water body is in a static state j The size of the water surface area of ​​the zone; the change in water level height of the zone where the connection point is located over time is calculated using formula (4), and the change in water level height of other zones over time is calculated using formula (3). Z j,t+1 for j The water level in the area at the next moment, Z j,t for j Current water level in the area For the current moment j +1 zone and j Traffic flow between zones, when j = p Direct order ,when j ∈[1, p -1] The value is calculated according to formula (2).

[0027] Further optimization is needed; the overall water level height variation over time in S3.5 can be calculated using the following data:

[0028] (5)

[0029] in Q s,t This represents the current water volume in the entire pressure regulating device. Q s,t-1 This represents the water volume in the entire pressure regulating device at the previous moment. A This refers to the total surface area of ​​the water body when it is in a static state. Z s,t This represents the overall water level in the pressure regulating equipment at the current moment.

[0030] Further optimization, the partition mode is to divide the pressure regulating device into p equal number of zones, p ≥2 and p is an integer, p the length of the zone along the longitudinal direction of the pressure regulating facility is equal.

[0031] Under the premise of dividing the pressure regulating device into multiple zones, the influence of the partition mode on the sample calculation result can be quantified as the influence of the number of partitions on the calculation result, so that the method has higher feasibility, and the analysis of the calculation result is clearer and more explicit.

[0032] The method has the beneficial effects that:

[0033] 1. The method can obtain the change value of the water quantity in the pressure regulating device with time, and can also reflect the overall water level fluctuation through the water level height in different zones in the pressure regulating device, which makes up for the shortcomings of the existing one-dimensional characteristic line method model;

[0034] 2. The method can calculate the change of the total water quantity in the pressure regulating device with time, and the longitudinal water level distribution and fluctuation characteristics in the pressure regulating device, thereby improving the simulation accuracy of the hydraulic response characteristics of the long corridor-shaped pressure regulating device;

[0035] 3. Although the method is designed for large fluctuation in water conservancy facilities, it can also be used for modeling under small fluctuation, hydraulic disturbance and other conditions, so the method has strong applicability. BRIEF DESCRIPTION OF DRAWINGS

[0036] Figure 1 is the overall structural layout form of the hydropower station;

[0037] Figure 2 is a schematic diagram of flow between the surge chamber and the water diversion branch pipe and overflow in the surge chamber;

[0038] Figure 3 is a water level change curve diagram of each zone corresponding to different partition numbers under T1 working condition;

[0039] Figure 4 is a water level change curve diagram of each zone corresponding to different partition numbers under T2 working condition;

[0040] Figure 5 is a whole water level change curve diagram corresponding to different partition numbers under T1 and T2 working conditions;

[0041] Figure 6 is a column chart of the water level of each zone corresponding to different partition numbers at different times under T1 working condition;

[0042] Figure 7 is a column chart of the water level of each zone corresponding to different partition numbers at different times under T2 working condition;

[0043] Figure 8 Fig. 3 is a graph of water level change over time in each area corresponding to different flow coefficients under T1 working condition;

[0044] Figure 9 Fig. 4 is a graph of water level change over time in each area corresponding to different flow coefficients under T2 working condition. DETAILED DESCRIPTION

[0045] In order to make the purpose, technical scheme and advantages of the method of the present application more clear, the technical scheme of the present application will be described clearly and completely below through specific examples. Obviously, the described examples are part of the examples of the present application, rather than all the examples. Based on the examples in the present application, all other examples obtained by those skilled in the art without creative labor are within the protection scope of the present application.

[0046] Example 1: In this example, the pressure regulating device is an impedance type pressure regulating chamber. The overall layout of the hydropower station on which the modeling is based is a one-tunnel two-machine structure. The diversion pipe includes a diversion main pipe and two diversion branch pipes. One end of the diversion main pipe is in communication with the upstream reservoir, and the other end is in communication with the two diversion branch pipes. The pressure regulating chamber is a long corridor-shaped impedance type pressure regulating chamber. The length and width of the pressure regulating chamber are 120 m and 20 m, respectively. The end faces of the two ends of the pressure regulating chamber are both flat. The gate well in the two diversion branch pipes serves as an impedance pipe, which is a connecting pipe connecting the pressure regulating chamber and the diversion branch pipe. The pressure regulating chamber is located above the diversion branch pipe. The gate well is a circular well extending in the vertical direction. The two connecting ports are both located at the bottom of the pressure regulating chamber, and the areas of the two connecting ports are both 47.26 m 2 . The distances between the centers of the two connecting ports and the same end face of the pressure regulating chamber are 5 m and 35 m, respectively. The junction of the gate well and the diversion branch pipe is located upstream of the hydro-turbine unit. The water level of the upstream reservoir is 1378 m, and the water level of the downstream is 1306.43 m. The overall layout of the hydropower station is shown in Figure 1 . In the figure, 1 is the upstream reservoir, 2 is the diversion main pipe, 3a is the 1# impedance pipe, 3b is the 2# impedance pipe, 4 is the pressure regulating chamber, 5a is the 1# diversion branch pipe, 5b is the 2# diversion branch pipe, 6a is the 1# hydro-turbine unit, and 6b is the 2# hydro-turbine unit. The rated water head of the 1# hydro-turbine unit and the 2# hydro-turbine unit is both 64 m. The rated power is 235.9 MW, and the rated flow rate is 404.15 m 3 / s. The rated rotation speed is 100 r / min.

[0047] The modeling method specifically includes the following steps:

[0048] S1. A geometric model of the long corridor-shaped pressure regulating device is established based on the shape parameters of the long corridor-shaped pressure regulating device and the positions of the connecting ports in the pressure regulating device. The connecting port is a port of the connecting pipe connected to the pressure regulating device. The pressure regulating device is in communication with the diversion pipe through the connecting pipe.

[0049] S2. Divide the geometric model of the surge device into multiple zones by a partition surface, which is a vertical plane to the longitudinal direction of the surge device geometric model, and the partition surface is a permeable surface;

[0050] S3. Take the zoning mode and the flow coefficient as variables to analyze the influence of the zoning mode and the flow coefficient on the time-varying process of the water volume in the surge device and the water level fluctuation characteristics of the surge device along its longitudinal direction under different hydraulic engineering conditions.

[0051] The flow coefficient is defined as follows: the fluctuating water volume of a zone in a period of time is denoted as W , which refers to the water volume that has a tendency to flow out of the zone and into another adjacent zone under fluctuation, but the fluctuating water volume cannot completely flow into the adjacent zone in the period of time, the water volume flowing into the adjacent zone is denoted as W 1, the water volume remaining in the original zone is denoted as W 2, W = W 1+ W 2, , which is the flow coefficient of the partition surface between the zone and another adjacent zone.

[0052] S3.1. Determine two working conditions of load increase and load rejection according to the working conditions of the hydraulic turbine unit in the actual operation process, and the corresponding numbers of the two working conditions are T1 and T2, respectively. The specific conditions of the two working conditions are listed in Table 1. When the load is increased and rejected, the angle between the guide vane and the flow direction will change to adjust the water volume flowing through the unit. When the load is rejected, the unit is closed, and the guide vane rotates first fast and then slow during the closing process. The total closing time is 19s, of which the fast rotation time is 4s, and the relative opening degree of the guide vane is 0.5 at 4s. When the load is increased, the unit is opened, and the opening process lasts for 15s. During the process, the guide vane rotates at a constant speed.

[0053] Table 1 Working condition characteristics

[0054]

[0055] S3.2. Obtain the time-varying data of the flow between the surge chamber and the water diversion branch under the two working conditions through the continuous flow condition; the two impedance pipes are denoted as 1# impedance pipe and 2# impedance pipe, respectively, and the 1# impedance pipe and the 2# impedance pipe are connected with the 1# water diversion branch and the 2# water diversion branch, respectively. The continuous flow condition is represented by the following formula: (6)

[0056] wherein i is the impedance pipe number, 1≤ i ≤ q and i is an integer, q is the total number of connecting pipes,t For time, the first i root water supply branch pipe and the first i The connection point of the impedance tube is denoted as the junction. i , Q ui,t for t Moment junction i Radial cross-sectional flow rate of the pre-diversion branch pipe Q di,t for t Moment junction i Radial cross-sectional flow rate of the rear water intake branch pipe Q si,t for t Time of the first i The flow rate between the root impedance tube and the pressure regulating chamber, Q si,t A positive value indicates that water is flowing into the pressure regulating chamber, while a negative value indicates that water is flowing out of the pressure regulating chamber.

[0057] S 3.3. The end of the pressure regulating chamber closest to the two impedance pipes is designated as the starting end. The zone closest to the starting end is designated as zone 1, and the zones gradually moving away from the starting end are designated as zone 2, zone 3, ..., zone 6. Turbine unit 1 and turbine unit 2 are connected to water intake branch pipe 1 and water intake branch pipe 2, respectively.

[0058] Treating the flow between adjacent zones as overflow, and taking a longitudinal division into four equal parts as an example, the overflow process within the entire pressure regulating chamber is as follows: Figure 2 As shown, the overflow flow rate is calculated using the overflow equation, which is expressed in the following form: (7)

[0059] in m For flow coefficient, B For the width of the pressure regulating chamber, g It is the acceleration due to gravity. j The index of the zone, 1≤ j ≤ p and j It is an integer. p The total number of districts, For the current moment j District and j Traffic flow between -1 zones, Z j,t-1 for j The water level in the area at the previous moment, Z j-1,t-1 for j -1 zone water level height at the previous moment; when j ∈[2, p ]hour The value is calculated according to formula (7), when jWhen =1, directly set =0 , A positive value indicates that from j District j Flowing within the -1 zone, a negative value indicates from... j -1 zone towards j Flowing within the area.

[0060] S3.4. Based on S3.2, combining the overflow equation and the wave equation, and substituting the flow data obtained in S3.2, the water level height variation over time in each zone is obtained; when the number of zones is 2 or 3, both impedance pipe connections are in zone 1; when the number of zones is any one of 4 to 6, impedance pipe connection #1 is in zone 1, and impedance pipe connection #2 is in zone 2; the wave equation is expressed in the following form: (8) (9)

[0061] in A j When the water body is in a static state j The water surface area of ​​the zone; the change in water level over time in the zone where the connection point is located is calculated using formula (9), and the change in water level over time in other zones is calculated using formula (8). Z j,t+1 for j The water level in the area at the next moment, Z j,t for j Current water level in the area For the current moment j +1 zone and j Traffic flow between zones, when j = p Direct order =0, when j ∈[1, p -1] The value is calculated according to formula (2).

[0062] When partitioning, the surge tank can be divided into multiple zones of equal longitudinal length or multiple zones of unequal longitudinal length. In this embodiment, there are five partitioning methods: dividing the entire surge tank into two, three, four, five, and six equal parts along the longitudinal direction. In this embodiment, an algorithm for calculating the water distribution in the surge tank is written in Fortran. This algorithm can divide the surge tank into multiple zones through the facility partitioning surface. The flow between adjacent zones is calculated using the overflow equation. The algorithm is used to calculate the water level height change over time for each zone under two operating conditions for the five partitioning methods within 800 seconds from the start of water volume change in the surge tank.

[0063] The curves showing the water level change over time in each of the five zones under T1 condition are as follows: Figure 3 As shown, where Figure 3 (a) shows the water level height variation over time in the two zones when the number of zones in the surge tank is 2. Figure 3 (b) shows the water level height variation over time in the three zones when the number of zones in the surge tank is 3. Figure 3 (c) in the figure represents the curves showing the change in water level height over time in the four zones when the number of zones in the surge tank is 4. Figure 3 (d) in the figure represents the curve of water level change over time in the five zones when the number of zones in the surge tank is 5. Figure 3 (e) represents the water level height variation over time in the six zones when there are 6 zones in the surge tank. The water level height variation over time curves for each zone under the five zone configurations in condition T2 are shown below. Figure 4 As shown, where Figure 4 (a) shows the water level height variation over time in the two zones when the number of zones in the surge tank is 2. Figure 4 (b) shows the water level height variation over time in the three zones when the number of zones in the surge tank is 3. Figure 4 (c) in the figure represents the curves showing the change in water level height over time in the four zones when the number of zones in the surge tank is 4. Figure 4 (d) in the figure represents the curve of water level change over time in the five zones when the number of zones in the surge tank is 5. Figure 4 (e) in the figure represents the water level height variation curves over time in the six zones when the number of zones in the surge tank is 6. The extreme values ​​of water level height in each zone and the corresponding times of occurrence for the extreme values ​​under the two operating conditions and the five zone configurations are listed in Tables 2 and 3, respectively. Z uj for j Maximum water level in the area t uj for j Time of occurrence of the maximum water level in the area Z dj for j Minimum water level in the area t dj for j Time of occurrence of the minimum water level in the area Z uj and Z dj The unit is meters. t uj and t dj The unit is seconds (s).

[0064] Table 2. Extreme water levels and times of occurrence in each zone of the surge chamber under T1 operating condition, corresponding to the number of five zones.

[0065]

[0066] Table 3. Extreme water levels and times of occurrence in each zone of the surge chamber under T2 operating conditions, corresponding to the number of five zones.

[0067]

[0068] In this embodiment, six values ​​of 0.2, 0.3, 0.4, 0.5, 0.6, and 0.7 were used as flow coefficient values. The same algorithm described above was used to calculate the water level height change over time in each zone of the surge tank within 1200 seconds from the start of the change in water volume in the surge tank.

[0069] The curves showing the water level changes over time in the four zones under six flow coefficients under condition T1 are as follows: Figure 8 As shown, Figure 8 (a) shows the water level height in Zone 1 changing over time under six different flow coefficients. Figure 8 (b) shows the water level height in Zone 2 changing over time under six different flow coefficients. Figure 8 (c) shows the water level height variation over time in Zone 3 under six different flow coefficients. Figure 8 (d) in the figure represents the water level height variation curves over time for the four zones under six different flow coefficients. The water level height variation curves over time for the four zones under the six flow coefficients in condition T2 are shown below. Figure 9 As shown, Figure 9 (a) shows the water level height in Zone 1 changing over time under six different flow coefficients. Figure 9 (b) shows the water level height in Zone 2 changing over time under six different flow coefficients. Figure 9 (c) shows the water level height variation over time in Zone 3 under six different flow coefficients. Figure 9 (d) shows the water level height variation curves over time in Zone 4 under six flow coefficients. The extreme values ​​of water level height in each zone under all six flow coefficients for conditions T1 and T2, along with the corresponding times of these extreme values, are listed in Tables 4 and 5, respectively. Z maxj for j Maximum water level in the area t maxj for j Time of occurrence of the maximum water level in the area Z minj for j Minimum water level in the area t minj for j Time of occurrence of the minimum water level in the area Z maxj and Z minj The unit is meters. t maxj andt minj in s.

[0070] Table 4 The extreme water level of each area in surge chamber and the time when the extreme water level appears under T1 working condition corresponding to six flow coefficients

[0071]

[0072] Table 5 The extreme water level of each area in surge chamber and the time when the extreme water level appears under T2 working condition corresponding to six flow coefficients

[0073]

[0074] S 3.5. The data of the overall water level height of surge device changing with time under different working conditions is obtained according to the flow data obtained in S 3.2, and the data of the overall water level height changing with time can be calculated by the following data: (10)

[0075] wherein Q s,t is the water volume in the entire surge device at the current time, Q s,t-1 is the water volume in the entire surge device at the last time, A is the total area of the water surface when the water area is in static state, Z s,t is the overall water level height of the surge device at the current time.

[0076] The data of the overall water level height changing with time under two working conditions within 800 s from the beginning of the change of water volume in the surge chamber is calculated under five partition modes; the overall water level height changing with time corresponding to five partition modes under T1 working condition is shown in (a) of Figure 5 , the overall water level height changing with time corresponding to five partition modes under T2 working condition is shown in (b) of Figure 5 , Figure 5 The first partition in (a) of Figure 6 , Figure 7 (b) of Figure 6 (c) of Figure 6 (d) of Figure 6 corresponds to the water level height of each area under each partition mode at 50 s, 100 s, 200 s and 400 s under T1 working condition, Figure 6 (a) of Figure 7 (b) of Figure 7 (c) of Figure 7 (d) of Figure 7(d) in the figure corresponds to the water level of each zone at T1 50s, 100s, 200s, 400s, respectively, Figure 6 and Figure 7 The initial end of the surge chamber in the figure corresponds to the 120 scale in the longitudinal direction, and the water level and the unit of the longitudinal scale in the figure are m; the extreme value of the overall water level and the time corresponding to the extreme value in all cases are listed in Table 6, Z u is the maximum overall water level, t u is the time corresponding to the maximum value, Z d is the minimum overall water level, t d is the time corresponding to the minimum value, Z u and Z d The unit is m, t u and t d The unit is s.

[0077] Table 6 Extreme value of overall water level of surge chamber corresponding to different partition numbers and time of extreme value

[0078]

[0079] The data of the change of the overall water level of the surge chamber with time within 1200s from the change of the water quantity in the surge chamber is calculated; the extreme value of the overall water level and the time corresponding to the extreme value corresponding to six flow coefficients under two working conditions are listed in Table 7, Z max is the maximum overall water level, t max is the time corresponding to the maximum value, Z min is the minimum overall water level, t min is the time corresponding to the minimum value, Z max and Z min The unit is m, t max and t min The unit is s.

[0080] Table 7 Extreme value of overall water level of surge chamber corresponding to different flow coefficients and time of extreme value

[0081]

[0082] The above merely describes preferred embodiments of the present application, and is not used to limit the present application, any modification, equivalent replacement and improvement within the spirit and principle of the present application should be included in the protection scope of the present application.

Claims

1. A hydraulic modeling method for a corridor-shaped pressure regulating device based on longitudinal partitioning, characterized in that, Specifically comprising the following steps: S1. Establishing a geometric model of the long-corridor-shaped surge device based on shape parameters of the long-corridor-shaped surge device and positions of the connecting ports in the surge device, the connecting ports being pipe ports on which connecting pipes are connected, the surge device being communicated with the water conduit through the connecting pipes; S2. Dividing the geometric model of the surge device into multiple zones through a dividing surface, the dividing surface being a plane vertically longitudinal to the geometric model of the surge device, and the dividing surface being a water-permeable surface; the longitudinal direction being a direction in which water flows in the surge device; S3. Taking the zoning mode and the flow coefficient as variables, analyzing influences of the zoning mode and the flow coefficient on a time-varying process of water quantity in the surge device and on water level fluctuation characteristics of the surge device along the longitudinal direction under different water conservancy facility conditions, specifically comprising the following steps: S3.

1. Selecting one or more conditions from conditions occurring in an actual operation process of the water conservancy facility; S3.

2. Obtaining data of flow between the surge device and the water conduit varying with time under each condition through a continuous flow condition; S3.

3. Regard flow between adjacent zones as overflow, and calculating overflow flow through an overflow equation; the overflow equation being expressed in the following form: (2) in m For flow coefficient, B For the width of the pressure regulating device, g It is the acceleration due to gravity. j The index of the zone, 1≤ j ≤ p and j It is an integer. p The total number of districts, For the current moment j District and j Traffic flow between -1 zones, Z j,t-1 , Z j-1,t-1 They are respectively j district and j The water level in zone -1 at the previous moment; When j ∈ [2, p ] times the values are calculated according to formula (2); When j =1 is directly allowed , positive indicates flow from j zone to j -1 zone, negative indicates flow from j -1 zone to j zone; S3.

4. Obtaining data of water level height varying with time in each zone based on the S3.2 in combination with the overflow equation and a fluctuation equation; S3.

5. Obtaining data of overall water level height varying with time of the surge device under each condition based on the flow data obtained in the S3.

2.

2. A method of water modeling for a longitudinal zoned long-corridor pressure regulating device as claimed in claim 1, wherein, All the connecting pipes are numbered, and the continuous flow in the S3.2 is expressed by the following formula: (1) wherein i is the number of connection pipes, 1≤ i ≤ q and i is an integer, q is the total number of connection pipes, t is time, the position of the connection of the water conduit with the i first connection pipe is denoted as junction i , Q ui,t is t the radial cross-sectional flow of the water conduit at the junction i at time t, Q di,t is t the radial cross-sectional flow of the water conduit at the junction i at time t, Q si,t is t the flow between the i first connection pipe and the pressure regulating device at time t, Q si,t is positive if water flows into the pressure regulating device and negative if water flows out of the pressure regulating device.

3. A method of water power modeling of a longitudinal zoned long corridor type pressure regulating plant as claimed in claim 2, wherein, The number corresponding to the zone in which each connecting port is located is determined, and the fluctuation equation in the S3.4 is expressed in the following form: (3) (4) in A j When the water body is in a static state j The size of the water surface area of ​​the zone; the change in water level height of the zone where the connection point is located over time is calculated using formula (4), and the change in water level height of other zones over time is calculated using formula (3). Z j,t+1 for j The water level in the area at the next moment, Z j,t for j Current water level in the area; For the current moment j +1 zone and j Traffic flow between zones, when j = p Direct order ; When j ∈ [1, p -1] when values are calculated according to equation (2).

4. A method of water power modeling of a longitudinal zoned long corridor type pressure regulating plant as claimed in claim 3, wherein, The data of the overall water level height varying with time in the S3.5 is calculated by the following formula: ; (5) wherein Q s,t is the water volume in the entire pressure regulating device at the current time, Q s,t-1 is the water volume in the entire pressure regulating device at the previous time, A is the total area of the water surface when the entire water area is in a static state, Z s,t is the overall water level in the pressure regulating device at the current time.

5. A method for water power modeling of a longitudinal zoned long corridor type pressure regulating plant as claimed in claim 1, wherein: The partitioning is such that the pressure regulating device is divided into p zones, p ≥ 2 and p is an integer, p the length of the zones along the longitudinal direction of the pressure regulating device is equal.

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