CN117868040A - Control method for synchronous and fractional closing of open channel water delivery engineering gate - Google Patents
Control method for synchronous and fractional closing of open channel water delivery engineering gate Download PDFInfo
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Abstract
The invention discloses a control method for synchronous and sub-closing of an open channel water delivery engineering gate, which comprises the steps of calculating the last-state overcurrent flow of a throttle gate at the upstream of an accident channel according to the flow of the throttle gate and the diversion flow of a channel when receiving a regulation and control instruction of the accident channel issued by a dispatching center; according to the throttle valve end state overcurrent flow and the corresponding throttle valve upstream water level and downstream water level, adopting a throttle valve overcurrent formula to reversely calculate the end state opening of the throttle valve at the time of switching off the throttle valve at the upstream of the accident channel section; determining intermittent starting time and intermittent duration of intermittent closing of the throttle gate when the throttle gate adopts the split gate closing; calculating the gate closing speed of the throttle gate at the upstream of the accident channel according to the initial opening, the last state opening and the intermittent time length of the throttle gate; and determining a gate closing scheme of the throttle gate at the upstream of the accident channel according to the gate closing speed and the intermittent time.
Description
Technical Field
The invention relates to a gate control technology, in particular to a control method for synchronously and separately closing a gate of an open channel water delivery project.
Background
The large open channel water delivery engineering is long in distance, and each certain distance is provided with a check gate, so that the water level flow is regulated, and the channel between adjacent check gates is called a channel. A water diversion opening is arranged in the ditch, so that water for life, agriculture, industry and the like is distributed along cities and rural areas; the water outlet is arranged in the ditch, the water level in the ditch is limited to be too high in an emergency state, and the operation safety of the ditch is ensured.
In the operation of large open channel water delivery engineering, sudden accidents caused by natural disasters, accident disasters and the like are unavoidable. For quick joint adjustment linkage, the upstream of the accident section usually adopts a control mode of synchronous adjustment of a control gate. However, when the gates at two ends of the canal are closed synchronously, the water-blocking wave and the water-dropping wave which are propagated oppositely are generated in the canal at the same time, so that the hydraulic oscillation is caused, and the overflow risk is particularly easy to occur in front of the gates at the downstream of the canal (as shown in figure 1).
In order to reduce the water accumulation in front of the gate, the synchronous closing of the gate is performed, and theoretical guidance is not provided. In production practice, gate operators usually adopt a one-time continuous gate closing mode and a multiple-time gate closing mode according to own experience. There is no theory on how long the intermediate interval is when the gate is closed in a divided manner. Due to the influence of water flow change and other factors, the water level control effect is difficult to ensure by virtue of empirical operation, and safety risks exist.
Disclosure of Invention
Aiming at the defects in the prior art, the control method for synchronously closing the open channel water delivery engineering gate in a divided manner can effectively reduce the peak value of water accumulation before the gate by using the water-reducing wave, and reduce the overflow risk.
In order to achieve the aim of the invention, the invention adopts the following technical scheme:
in order to achieve the aim of the invention, the invention adopts the following technical scheme:
the control method for synchronously closing the gate of the open channel water delivery project in a divided manner comprises the following steps:
s1, when a regulation and control instruction of an accident channel section with an accident is received, calculating the last-state overcurrent flow of the upstream throttle gate of the accident channel section according to the throttle gate flow and the water diversion flow of a channel;
s2, reversely calculating the last-state opening of the upstream throttle gate of the accident channel section when the throttle gate is closed for a plurality of times by adopting a throttle gate overflow formula according to the throttle gate last-state overflow flow and the corresponding upstream water level and downstream water level of the throttle gate;
s3, determining the intermittent starting time T of the throttle valve when the throttle valve is closed by dividing s And an intermittent time length, the expression of the intermittent time length is:
T＝K 2 ×T g
wherein T is an intermittent duration; k (K) 2 Correcting parameters for the intermittent time length; t (T) g For the total duration of the off-gate;
s4, calculating the gate closing speed V of the throttle gate at the upstream of the accident channel section according to the initial opening degree and the last state opening degree of the throttle gate and the intermittent time length g ；
S5, determining a gate closing scheme of the throttle gate at the upstream of the accident channel according to the gate closing speed and the intermittent time length:
t～T s : the throttle gate is V g Closing the speed; t (T) s ～T s +t: the throttle gate enters an intermittent state and does not move any more; t (T) s +T～t+T g : the throttle gate is again V g The speed is closed until it is equal to its last state opening.
Further, the throttle overflow formula has the expression:
H e ＝z up -z down
wherein e d The last-state opening of the throttle valve during the closing of the throttle valve for a plurality of times; m and n are empirical coefficients relating to gate type and gate flow, respectively; h e The water level difference between the upstream and the downstream of the throttle valve is controlled; g is gravity acceleration; z up A water level upstream of the throttle valve; z dowm A water level downstream of the throttle valve; b is the width of the gate.
Further, step S2 further includes:
s21, acquiring the water depth before a downstream gate, the water level before the gate, the upstream inflow, the water diversion flow and the downstream outflow at the initial moment of an upstream channel of an accident channel;
s22, according to the plurality of data acquired in the step S21 and the one-dimensional unsteady flow simulation model based on the channel, adopting a constant flow surface line calculation method to calculate an initial water surface line of an upstream channel of the accident channel, and integrating to acquire the water body volume of the channel;
s23, obtaining the last-state water surface line of the channel after the throttle gate is closed according to the water volume of the channel, the last-state overcurrent flow of the throttle gates at the two ends of the channel and the water surface line;
s24, obtaining the upstream water level and the downstream water level of the upstream throttle according to the end state water surface lines of the channel sections and the adjacent channel sections at the two ends of the channel sections;
s25, reversely calculating by adopting a throttle overflow formula according to the upstream and downstream water levels of the throttle and the throttle last-state overflow flow to obtain the last-state opening of the throttle at the upstream throttle of the accident channel section during the split closing.
Further, the expression for calculating the intermittent start time of the throttle is:
wherein t is the time of receiving the regulation command; k (K) 1 Correcting parameters for intermittent starting time; g is gravity acceleration; l is the length of the trench; h is the depth of water in the ditch; v is the flow rate of the water in the cell.
Further, the gate closing speed V of the throttle valve g The calculation formula of (2) is as follows:
V g ＝(e c -e d )/(T g -T)
wherein e c And e d The initial opening and the final opening of the throttle valve are respectively.
Further, the calculation formula of the throttle valve end state overcurrent flow is as follows:
wherein i=1, 2, … N is the gate number, N is the total number of throttle gates; q (Q) i 、Q i+1 The flow rates of the ith gate and the i+1 th gate are respectively; q j For the flow of water through the j-th channel water diversion.
Further, the value of the intermittent start time correction parameter is 0.8, and the value of the intermittent duration correction parameter is 0.43.
The beneficial effects of the invention are as follows: in an emergency state of a water delivery project, the gate is closed by adopting the method provided by the scheme, the continuous process of closing the gate is broken, and in the intermittent time, precipitation waves transmitted to the front of the gate independently act on a water body, so that the peak value of water accumulation before the gate can be reduced, the effects of reducing water abandoned in a channel and avoiding overflow risks are achieved, and the operation safety of the project is ensured; meanwhile, a plurality of groups of water choking waves and precipitation waves generated by closing the gate are transmitted back and forth in the ditch, and are mutually overlapped and mutually offset, so that the hydraulic oscillation amplitude is reduced more quickly, the hydraulic oscillation time can be shortened, and the water level is restored to be constant in a short time.
The intermittent closing scheme of the scheme improves the water level control capability of the gate in an emergency state, and plays an important role in protecting the safety and stability of engineering and running economically and efficiently in the emergency disposal process of pollutants generated in the neutral line engineering. For gate operators, the scheme has theoretical basis, is simple and effective, and has strong performability.
Drawings
Fig. 1 is a schematic diagram of hydraulic response in the background art.
FIG. 2 is a flow chart of a method for controlling the synchronous and fractional closure of the open channel water delivery project gate.
FIG. 3 is a schematic diagram of the calculation of the throttle end state overcurrent flow.
FIG. 4 is a schematic diagram of the gate closing scheme.
FIG. 5 is a graph showing the variation of the water level amplitude with time before the brake is applied in two brake closing schemes.
FIG. 6 shows a different K 1 、K 2 And the water level amplitude changes with time under the scheme.
Detailed Description
The following description of the embodiments of the present invention is provided to facilitate understanding of the present invention by those skilled in the art, but it should be understood that the present invention is not limited to the scope of the embodiments, and all the inventions which make use of the inventive concept are protected by the spirit and scope of the present invention as defined and defined in the appended claims to those skilled in the art.
Referring to fig. 2, fig. 2 shows a flow chart of a control method for synchronous split closure of a canal water delivery project gate; as shown in fig. 2, the method includes steps S1 to S5.
In step S1, when a regulation and control instruction of an accident channel section with the distribution center is received, the overflow flow of the last state of the throttle gate at the upstream of the accident channel section is calculated according to the throttle gate flow and the water diversion flow of the channel.
Fig. 3 is a schematic diagram of calculation of the flow rate of the throttling brake end state, and in implementation, the calculation formula of the flow rate of the throttling brake end state is preferably:
wherein i=1, 2, … N is the gate number, N is the total number of throttle gates; q (Q) i 、Q i+1 The flow rates of the ith gate and the i+1 th gate are respectively; q j For the flow of water through the j-th channel water diversion.
In step S2, according to the throttle valve end state overcurrent flow and the corresponding throttle valve upstream water level and downstream water level, adopting a throttle valve overcurrent formula to reversely calculate the end state opening of the accident channel section upstream throttle valve when the throttle valve is closed for a plurality of times.
In implementation, the expression of the throttle over-current formula is preferably as follows:
H e ＝z up -z down
wherein e d The last-state opening of the throttle valve during the closing of the throttle valve for a plurality of times; m and n are empirical coefficients relating to gate type and gate flow, respectively; h e The water level difference between the upstream and the downstream of the throttle valve is controlled; g is gravity acceleration; z up A water level upstream of the throttle valve; z dowm A water level downstream of the throttle valve; b is the width of the gate.
In one embodiment of the present invention, step S2 further comprises:
s21, acquiring the water depth before a downstream gate, the water level before the gate, the upstream inflow, the water diversion flow and the downstream outflow at the initial moment of an upstream channel of an accident channel;
s22, according to the plurality of data acquired in the step S21 and the one-dimensional unsteady flow simulation model based on the channel, adopting a constant flow surface line calculation method to calculate an initial water surface line of an upstream channel of the accident channel, and integrating to acquire the water body volume of the channel;
s23, obtaining the last-state water surface line of the channel after the throttle gate is closed according to the water volume of the channel, the last-state overcurrent flow of the throttle gates at the two ends of the channel and the water surface line;
s24, obtaining the upstream water level and the downstream water level of the upstream throttle according to the end state water surface lines of the channel sections and the adjacent channel sections at the two ends of the channel sections;
s25, reversely calculating by adopting a throttle overflow formula according to the upstream and downstream water levels of the throttle and the throttle last-state overflow flow to obtain the last-state opening of the throttle at the upstream throttle of the accident channel section during the split closing.
In step S3, when it is determined that the throttle is closed by dividing the throttle, the intermittent start time T of the throttle s And an intermittent time length, the expression of the intermittent time length is:
T＝K 2 ×T g
wherein T is an intermittent duration; k (K) 2 Correcting parameters for the intermittent time length; t (T) g For the total duration of the off-gate.
In practice, the expression for calculating the intermittent start time of the throttle is preferably as follows:
wherein t is the time of receiving the regulation command; k (K) 1 Correcting parameters for intermittent starting time; g is gravity acceleration; l is the length of the trench; h is the depth of water in the ditch; v is the flow rate of the water in the cell.
In step S4, the gate closing speed V of the throttle upstream of the accident channel is calculated based on the initial opening, final opening and intermittent time of the throttle g ：
V g ＝(e c -e d )/(T g -T)
Wherein e c And e d The initial opening and the final opening of the throttle valve are respectively.
In step S5, according to the gate closing speed and the intermittent time length, determining a gate closing scheme of the upstream throttle gate of the accident channel section:
t～T s : the throttle gate is V g Closing the speed; t (T) s ～T s +t: the throttle gate enters an intermittent state and does not move any more; t (T) s +T～t+T g : the throttle gate is again V g The speed is closed until it is equal to its last state opening.
The effect of the control method of the present embodiment will be described below with reference to a specific embodiment:
introduction of working conditions: the total main canal is 1243km long, the upstream end is connected with a Danjiang mouth reservoir, and the downstream end is Hui Nazhuang pump station. The channel between the inverted siphon throttle gate of the magnetic river and the inverted siphon throttle gate of the sand river is the 50 th channel of the total main channel, the length is 15.2km, the channel bottom slope is 1/25000, the slope is 2.5-3.0, and the bottom width is 20.0-21.5 m. Before the emergency occurs, the running water level of the ditch is 73.36m, and the water delivery flow is 165m 3 And/s, the opening degree of the magnetic river gate is 4.27m, and the opening degree of the sand river north gate is 3.12m. Setting the emergency accident of the Xihe mountain throttle gate-waterfall river throttle gate in the 1h, synchronously receiving the instruction of the dispatching center to close the throttle gate within 60min, namely t=60 min, T g =60 min. The method of intermittent gate closing is to close the check gate at both ends of the ditch, and the peak value of water accumulation before the gate and the stable time of hydraulic oscillation are monitored.
The judging method comprises the following steps: in the hydraulic oscillation process caused by the closing of the gate, the maximum value of the amplitude of the water level is a peak value of water congestion before the gate; when the hydraulic oscillation amplitude is smaller than 0.1m, the water level is considered to be stable, and the time for starting closing the valve at the moment is the hydraulic oscillation stable time.
A. Firstly, constructing a one-dimensional unsteady flow simulation model of a channel
And (3) autonomously programming the program model according to a method in a conventional hydraulic course. Based on the structural composition and geometric parameters of the channel, the flow characteristics of the channel are described by adopting a Saint Vignat equation set, the water level-flow relation of the pass gate is described by adopting a gate overflow formula, the Saint Vignat equation set and the gate overflow formula are discrete by using a finite difference format, boundary conditions at two ends of the channel are added to form a closed linear matrix equation, and the dynamic change of the water level and the flow of any section when the gate is closed rapidly can be simulated is solved.
The expression of the san Vinan equation set is:
wherein: a is the cross-sectional area of water, m 2 The method comprises the steps of carrying out a first treatment on the surface of the Z is the water level, m; q is flow, m 3 S; g is gravity acceleration, m/s 2 The method comprises the steps of carrying out a first treatment on the surface of the x is the space coordinate of the section, m; t is a time coordinate, s; q is side inflow, m 3 S; alpha is a momentum correction coefficient; n is a roughness coefficient and is a dimensionless number; r is the hydraulic radius, m.
The gate overflow formula is:
wherein: e is the opening degree of the gate, m and n are empirical coefficients related to the gate type and the gate flow rate, H e Is the upstream-downstream water level difference of the gate, H e ＝z up -z down ，z up Z is the water level upstream of the gate down Is the water level downstream of the gate.
According to the Preissmann discrete format, variables in the Saint Vietnam equation set and partial derivatives of the variables in time and space are calculated, wherein the calculation formula is as follows:
wherein: f (x, t) is the original equation of the san Vinan equation set,for the san-valan equation set discrete equation, θ is a time weight coefficient, ψ is a space weight coefficient, j is a position number of a straight line parallel to the s axis on the t axis in a rectangular grid formed by taking the flow distance s as an abscissa and the time t as an ordinate, i is a position number of a straight line parallel to the t axis on the s axis, Δs is a space step length, and Δt is a time step length.
Establishing a discrete equation of a continuous equation in the san View equation set:
wherein: a, a 1i ＝(1-ψ)B M B is the width of the water surface, B M The water surface width of the grid eccentric point M section in the Preissmann discrete format, namely the subscript M represents the value at the M section,c 1i ＝ψB M ，
establishing a discrete equation of a momentum equation in the san View equation set:
wherein:c 2i ＝-a 2i ，
the subscript z in the formula represents that the independent variable z is a fixed value when partial derivative is calculated;
the water level and the flow of each discrete section of the channel at the initial moment are used as initial conditions of a space-time discrete hydrodynamic equation set, and an upstream boundary condition discrete equation is established according to the inflow flow of the channel:
wherein: a, a 0 、b 0 And e 0 As a result of the discrete coefficients,for the water level of the upstream boundary section at the initial moment, < >>The flow rate of the upstream boundary section at the initial moment;
according to the downstream flow water level relation, a downstream boundary condition discrete equation is established:
wherein: a, a N 、d N 、e N As a result of the discrete coefficients,for the water level of the downstream boundary section at the initial moment, < >>Is the flow rate of the downstream boundary section at the initial moment.
Steps B-F exemplarily present the gate closing schemes of the magnetic river gate and the north sand gate upstream of the determined accident channel (west black mountain throttle gate-waterfall throttle gate).
B. Determining the last-state overcurrent flow of a magnetic river gate and a North Shahe gate
And collecting gate flow and j channel water diversion flow. After emergency dispatching, the throttle gate passing flow is the sum of the upstream channel of the accident section and the diversion flow of the diversion port of the channel section, and the throttle gate passing flow is calculated to be 47.5m 3 The flow rate of the gate passing of the north-sand throttle gate is 45.5m 3 /s。
TABLE 1 flow of water from upstream channel of accident section to magnetic gate to North-sand gate channel
Q Magnetic river sluice ＝2+22+0+5+3+12+2.5＝47.5m 3 /s，
Q Sand river north gate ＝22+0+5+3+12+2.5＝45.5m 3 /s，
Q Desert road ditch gate ＝0+5+3+12+2.5＝23.5m 3 /s。
C. Deducing the opening degree of the magnetic river gate and the gate end state of the sand river
The water depth of the downstream gate of the magnetic river gate-sand north gate channel section in the initial state is 5m, the water level before the gate is 73.36m, and the upstream inflow rate is 165m 3 S, water diversion flow 2m 3 S, downstream flow 163m 3 S, calculate the water surface line according to the constant flow water surface line calculation method, and integrate to obtain the water volume of 2389136m 3 . The water depth before the downstream gate of two adjacent upstream and downstream channels is 5.01m and 4.97m respectively, the water level before the gate is 74.13 m and 71.49m respectively, and the water volumes of two adjacent upstream and downstream channels are 3958023m by the same method 3 、2876360m 3 。
The water depth before the gate of the magnetic river, the north of the sand river and the adjacent two ditches is calculated by a dichotomy method, the water surface line is pushed, the water volume of the ditches is calculated, when the water volume of the ditches in the initial state is equal to that of the ditches in the initial state, the water depth before the gate and the water surface line are right, the water depth before the downstream gate in the final state can be 73.44m, the water level after the upstream gate is 73.5m, the water depth before the downstream gate of the upstream and the downstream adjacent canal sections is 74.44m, 71.87m, and the water level after the upstream gate is 74.5m and 71.95m respectively.
The water level behind the front gate of the magnetic river gate is:
Z magnetic river sluice, up ＝74.44m；Z Magnetic river sluice down ＝73.5m；
Z Saihe North Gate, up ＝73.44m；Z Sand river north gate down ＝71.95m；
And then the opening of the last-state magnetic river gate and the north sand river gate is obtained by back calculation through a throttle gate overcurrent formula:
e magnetic river sluice valve ＝0.9m；e Shahebei gate and powder ＝0.64m。
D. Determining intermittent start time
Calculating the propagation time T required by the upstream precipitation wave to reach the downstream throttle gate of the channel section according to the calculation formula of the propagation time of the upstream precipitation wave c For 32min, K 1 Taking 0.8, intermittent start time T beg About 26 minutes.
TABLE 2 calculation of propagation time of waves from magnetic river gate to sand river north gate canal Chi Jiangshui
T beg ＝0.8×T c ≈26min，T s ＝t+T beg 。
E. Determining intermittent time length
The known dispatching center issues instructions to determine that the total duration of the gate closing is T g 60min, K 2 Taking 0.43, the intermittent duration T is 26min, t=0.43×t g ＝26min。
F. Setting a gate closing scheme according to the intermittent starting time and the intermittent duration
Determining the closing speed V of the gate g ：
V Magnetic river sluice g ＝(e Initially, the method comprises -e Powder (D) )/(T g -T)＝0.099m/min
V Shahebei gate g ＝(e Initially, the method comprises -e Powder (D) )/(T g -T)＝0.073m/min
Making a throttleGate-off scheme (shown in fig. 4), T-t+t beg : the throttle gate is V g Closing; t+T beg ～t+T beg +t: the throttle gate enters an intermittent state and does not move any more; t+T beg +T～t+T g : the throttle gate is again V g The speed is closed to the final opening.
The upstream and downstream throttle gates of the ditch are synchronously closed according to a gate closing scheme, the water level amplitude before the gate is monitored, and compared with a continuous gate closing scheme, the water level amplitude time-dependent change curve is shown in figure 5, and table 3 shows the water accumulation peak before the gate and the hydraulic oscillation stabilization time caused by the two schemes of continuous gate closing and intermittent gate closing for one time:
TABLE 3 comparison of continuous and intermittent brake-off effects
The comparison shows that the peak value of water before the brake is reduced by 17.31% compared with the scheme of continuous brake closing, and the stability time of hydraulic oscillation is shortened by 1.23h.
Respectively changing two correction coefficients K 1 、K 2 Take the value and compare different K 1 、K 2 The peak value of water accumulation before the scheme is switched off and the stability time of hydraulic oscillation are shown in FIG. 6, and the variation of water level amplitude of each scheme with time is shown in Table 4 to show different K 1 、K 2 The water peak value and the hydraulic oscillation stabilization time before the gate are initiated by the scheme:
TABLE 4 different K 1 、K 2 Scheme gate closing effect comparison
Comparison shows that K 1 Is 0.8, K 2 An intermittent solution of 0.43 may result in a minimum pre-gate water peak and a shorter hydraulic oscillation settling time than other solutions.
In summary, the control scheme of the scheme can greatly reduce the peak value of water accumulation before the gate and the stability time of hydraulic oscillation.
Claims (7)
1. The control method for synchronously closing the open channel water delivery engineering gate in a divided manner is characterized by comprising the following steps:
s1, when a regulation and control instruction of an accident channel section with an accident is received, calculating the last-state overcurrent flow of the upstream throttle gate of the accident channel section according to the throttle gate flow and the water diversion flow of a channel;
s2, reversely calculating the last-state opening of the upstream throttle gate of the accident channel section when the throttle gate is closed for a plurality of times by adopting a throttle gate overflow formula according to the throttle gate last-state overflow flow and the corresponding upstream water level and downstream water level of the throttle gate;
s3, determining the intermittent starting time T of the throttle valve when the throttle valve is closed by dividing s And an intermittent time length, the expression of the intermittent time length is:
T＝K 2 ×T g
wherein T is an intermittent duration; k (K) 2 Correcting parameters for the intermittent time length; t (T) g For the total duration of the off-gate;
s4, calculating the gate closing speed V of the throttle gate at the upstream of the accident channel section according to the initial opening degree and the last state opening degree of the throttle gate and the intermittent time length g ；
S5, determining a gate closing scheme of the throttle gate at the upstream of the accident channel according to the gate closing speed and the intermittent time length:
t～T s : the throttle gate is V g Closing the speed; t (T) s ～T s +t: the throttle gate enters an intermittent state and does not move any more; t (T) s +T～t+T g : the throttle gate is again V g The speed is closed until it is equal to its last state opening.
2. The control method for synchronous and fractional closing of the open channel water delivery engineering gate according to claim 1, which is characterized in that: the throttle over-current formula has the expression:
H e ＝z up -z down
wherein e d The last-state opening of the throttle valve during the closing of the throttle valve for a plurality of times; m and n are empirical coefficients relating to gate type and gate flow, respectively; h e The water level difference between the upstream and the downstream of the throttle valve is controlled; g is gravity acceleration; z up A water level upstream of the throttle valve; z dowm A water level downstream of the throttle valve; b is the width of the gate.
3. The control method for synchronous and fractional closing of the open channel water delivery engineering gate according to claim 2, which is characterized in that: step S2 further comprises:
s21, acquiring the water depth before a downstream gate, the water level before the gate, the upstream inflow, the water diversion flow and the downstream outflow at the initial moment of an upstream channel of an accident channel;
s22, according to the plurality of data acquired in the step S21 and the one-dimensional unsteady flow simulation model based on the channel, adopting a constant flow surface line calculation method to calculate an initial water surface line of an upstream channel of the accident channel, and integrating to acquire the water body volume of the channel;
s23, obtaining the last-state water surface line of the channel after the throttle gate is closed according to the water volume of the channel, the last-state overcurrent flow of the throttle gates at the two ends of the channel and the water surface line;
s24, obtaining the upstream water level and the downstream water level of the upstream throttle according to the end state water surface lines of the channel sections and the adjacent channel sections at the two ends of the channel sections;
s25, reversely calculating by adopting a throttle overflow formula according to the upstream and downstream water levels of the throttle and the throttle last-state overflow flow to obtain the last-state opening of the throttle at the upstream throttle of the accident channel section during the split closing.
4. The control method for synchronous and fractional closing of the open channel water delivery engineering gate according to claim 1, which is characterized in that: the expression for calculating the intermittent start time of the throttle is:
wherein t is the time of receiving the regulation command; k (K) 1 Correcting parameters for intermittent starting time; g is gravity acceleration; l is the length of the trench; h is the depth of water in the ditch; v is the flow rate of the water in the cell.
5. The control method for synchronous and fractional closing of the open channel water delivery engineering gate according to claim 1, which is characterized in that: gate closing speed V of throttle g The calculation formula of (2) is as follows:
V g ＝(e c -e d )/(T g -T)
wherein e c And e d The initial opening and the final opening of the throttle valve are respectively.
6. The control method for synchronous and fractional closing of the open channel water delivery engineering gate according to claim 1, which is characterized in that: the calculation formula of the throttle brake end state overcurrent flow is as follows:
wherein i=1, 2, … N is the gate number, N is the total number of throttle gates; q (Q) i 、Q i+1 The flow rates of the ith gate and the i+1 th gate are respectively; q j For the flow of water through the j-th channel water diversion.
7. The method for controlling the synchronous and fractional closing of the open channel water delivery engineering gate according to claim 4, which is characterized in that: the value of the intermittent start time correction parameter is 0.8, and the value of the intermittent duration correction parameter is 0.43.
Priority Applications (1)
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