JP2005180133A - Dam gate automatic controller - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To provide a dam gate automatic controller capable of lightening the burden imposed on an operator by automatically changing over the optimum control mode corresponding to variations in a dam situation. <P>SOLUTION: In correspondence to reservoir level measured by a dam, a gate opening, other management information and operational information obtained based thereon, the dam gate automatic controller is equipped with memories (27a and 27b) memorizing a plurality of control modes for controlling the opening and closing of a dam gate and controlling means (26a and 26b) forming a signal related to the opening of the dam gate in accordance with the selected control mode, selecting control modes corresponding to the management information and the operational information from a plurality of control modes memorized in the memories (27a and 27b) and obtaining the operational information based thereon when the management information is input. <P>COPYRIGHT: (C)2005,JPO&NCIPI

Description

  The present invention relates to a dam gate automatic control device for automatically controlling opening and closing of a dam gate.

  Generally, a dam is equipped with a discharge facility that includes a gate for discharging water stored in a regulating pond or reservoir, and by controlling the opening and closing of this gate, the discharge flow to the river downstream of the dam is adjusted. ing.

  The adjustment of the discharge flow by opening and closing the gate has conventionally been performed by a specific person (hereinafter referred to as “operator”) who operates the dam, such as a chief engineer, in accordance with the “Principles of Discharge” and “Rules for Dam Operation”. Monitor the inflow of water from the river on the side of the river to the adjustment pond, the water level of the adjustment pond (hereinafter referred to as “dam status”), or manually, or the computer calculates the discharge flow rate based on the dam status Based on this, the operator operates.

  The “Discharge Principle” is intended to prevent flooding (for example, cultivation of private land in the downstream area of the dam, or other dam sites that do not cause general disasters) in order to prevent sudden fluctuations in river levels. The maximum limit of the rate of increase or decrease of the discharge flow rate up to

  According to the regulations of river laws and regulations (for example, the River Law), the “Dam Operation Regulations” are specified by a Cabinet Order when a person who intends to install a dam uses the dam for the purpose of storing or taking water. The operation method of the dam that must be determined in advance.

  The dam operation regulations include items related to water storage and discharge methods, items related to inspection and maintenance of dams and machinery and equipment necessary to operate dams, and observations of weather and hydrology necessary to operate dams. It is said that the matter concerning the measures to be taken at the time of discharge, and other necessary matters concerning the operation method of the dam must be established.

  A person who intends to install a dam must establish an operation rule and receive approval from the river manager, and must operate the dam according to the approved operation rule.

  When discharging from a dam is performed automatically, generally, the control mode increases or decreases the discharge flow based on the discharge principle, and the control mode increases the discharge flow at the same slope as the rising slope of the inflow. Using a plurality of control modes, such as a control mode in which the gate is fully opened after the gate discharge becomes free flow, is performed according to the operation rules. Free flow means that the lower end of the gate and the discharge water surface from the reservoir or regulation pond are discharged in a separated state.

  The discharge from the dam can be determined by various methods for each dam.For example, the discharge from the dam reservoir is expected to increase due to the water level in the upstream river of the dam reservoir and the rainfall in the upstream river basin. The technique which calculates | requires is published by the following patent document 1. FIG.

JP 2001-172945 A

  In the technique disclosed in the above document, the calculation of the discharge flow and the gate opening / closing are automatically controlled by a computer. However, when combining a plurality of control modes, the operator determines the dam situation and manually The control mode must be switched.

  In addition, the operator who operates the dam has a great responsibility to safely operate the dam so as not to cause a disaster in the area downstream of the dam. For this reason, the operator must monitor the dam situation without insomnia, and has a great mental and physical burden.

  An object of the present invention is to automatically control a dam gate that can reduce an operator's burden by automatically switching to an optimal control mode in response to a change in a dam situation (hereinafter referred to as “automatic switching control method”). Is to provide a device.

  The automatic dam gate control device of the present invention has a storage level, gate opening and other management information measured by the dam (in addition to the storage level and gate opening, for example, dam rainfall, upstream river rainfall, upstream river level, etc.) , And calculation information (for example, inflow, discharge, inflow increase / decrease, reservoir level up / down, expected inflow, current total discharge, current total inflow, etc.) Storage means for storing a plurality of control modes for controlling the opening and closing of the dam gate, and when the management information is received, the calculation information is obtained based on the management information, and the control mode corresponding to the management information and the calculation information is set. Control means for selecting from a plurality of control modes stored in the storage means and generating a signal related to the opening of the dam gate according to the selected control mode. To.

  A specific aspect of the present invention is characterized in that the control means receives the management information from the input unit at predetermined time intervals (for example, control timing described later).

  In a specific aspect of the present invention, the control means obtains a target discharge flow rate according to the selected control mode, and generates a signal related to the opening of the dam gate based on the target discharge flow rate.

  In a specific aspect of the present invention, the storage unit stores the management information and the calculation information in association with each control mode corresponding thereto.

  According to the automatic dam gate control apparatus of the present invention, when the control means receives the management information, the calculation information is obtained based on the management information, and from the plurality of control modes stored in the storage means based on the management information and the calculation information. The optimum control mode is selected. Thereby, the opening and closing of the dam gate can be automatically controlled according to the selected control mode. Therefore, the physical and mental burdens on the operator can be reduced.

  Further, the control means can receive the management information from the input unit at a predetermined time interval.

  Further, the control means may obtain the target discharge amount according to the selected control mode, and control the opening and closing of the dam gate based on the target discharge flow rate.

  Further, the storage means may store the management information and calculation information in association with each control mode corresponding to these information. Thereby, the control mode corresponding to management information and calculation information can be selected easily.

  FIG. 1 shows a configuration of a dam operation system using a dam gate automatic control device 1 according to a first embodiment of the present invention.

In general, a dam is composed of an upstream rain gauge 2 for measuring rainfall in the upstream river basin, an upstream water gauge 3 for measuring the water level in the upstream river, rainfall data and water level data from the upstream rain gauge 2 and the upstream water gauge 3. Upstream equipment including a telemeter transmission device 4 for transmitting
A telemeter receiver 5 for receiving data from the telemeter transmitter 4, a dam rain gauge 6 for measuring rainfall near the dam, a dam water level gauge 7 for measuring the water level of the dam, and a gate for opening and closing the dam gate A driving device 8 and a dam management facility including a gate opening meter 9 for measuring the opening of the dam gate are provided.

The automatic dam gate control device 1 of the first embodiment is
An input / output relay device 10 for inputting / outputting information and signals to / from the dam management facility;
An operation display console 11 for automatically controlling the opening and closing of the dam gate based on the information acquired from the input / output relay device 10 and the calculation information described later obtained therefrom;
It includes a communication control unit 14 and a data transmission unit 13 for transmitting the upstream river information necessary for dam management received by the telemeter receiving device 5 and various information from each device of the dam gate automatic control device 1 to the power station 12. An information transmission device 15;
Date, time, reservoir level, water level difference at specified time interval, storage volume, gate opening, gate discharge rate, dam discharge rate, power generation water consumption, responsible discharge rate, reservoir discharge rate, inflow rate, expected inflow rate, and An operation recording printer 16 for outputting items necessary for dam management, such as a planned (target) discharge flow rate,
An observation recording printer 17 for outputting weather and hydrological information such as date, time, upstream rainfall, and upstream river water level;
A system monitoring table (for example, a personal computer) 20 for monitoring the operating state of each of the above-described devices provided in the dam gate automatic control device 1 is provided.

  Each device provided in the automatic dam gate control apparatus 1 is connected to each other by communication lines (for example, LAN cables) 21a and 21b having a two-line configuration. Thereby, even when a failure occurs in one system, the automatic dam gate control device 1 can function normally.

  Next, specific functions of the input / output relay device 10 and the operation display console 11 in the automatic dam gate control device 1 of the first embodiment will be described.

  The input / output relay device 10 inputs information from the dam rain gauge 6, the dam water level gauge 7 and the gate opening gauge 9 (collectively referred to as "management information"), and a signal relating to the dam gate opening described later. And an input / output unit 22 for sending the information to the gate drive device 8 and two processing units for controlling the input / output of the information and signals performed by the input / output unit 22 (one is a “priority processing unit” 23a, The other is referred to as a “standby processor” 23b).

  As described above, the processing unit has a two-part configuration of the priority processing unit 23a and the standby processing unit 23b, so that the dam gate automatic control device 1 can function normally even when a trouble such as a failure occurs in one processing unit. It has become. The priority processing unit 23a and the standby processing unit 23b receive the same data and signal at the same time. When there is no trouble, only the priority processing unit 23a controls the input / output unit 22, and the standby processing unit 23b is preferably in a standby state so that the system can be switched immediately in response to any trouble.

  The operation display console 11 is a main part of the dam gate automatic control device 1, and includes two control units (for example, CPUs) 24 a and 24 b that control the opening and closing of the dam gate, flood forecasting, operation training, notification / reporting, form preparation, and the like. The support terminal 25 and the operation display terminals 28a and 28b for using the support function are configured.

  When the control units 24a and 24b receive management information from the input / output unit 22 via the two processing units 23a and 23b of the input / output relay device 10, the inflow amount, the discharge flow rate, and their integrated amounts are received based on the management information. The optimal control mode for controlling the opening / closing of the dam gate is selected from a plurality of control modes stored in the storage means (27a, 27b), which will be described later, in accordance with the management information and the calculation information. In accordance with the control mode, the control means 26a and 26b for generating a signal related to the opening of the dam gate (hereinafter referred to as "opening signal"), and the opening and closing of the dam gate are controlled in accordance with the management information and the calculation information. Storage means (for example, memories) 27a and 27b for storing a plurality of control modes.

  In the dam gate automatic control device 1 of the first embodiment, the control means 26a, 26b of the control units 24a, 24b output the generated opening degree signal to the input / output relay device 10. The opening degree signals sent from the control means 26 a and 26 b are sent to the input / output unit 22 via the processing units 23 a and 23 b of the input / output relay device 10 and transmitted to the gate driving device 8. The gate driving device 8 opens and closes the dam gate according to the opening signal.

  Further, there are a plurality of control units 24a and 24b, and it is possible to execute arithmetic processing for operating the dam gate automatic control device 1 normally even when trouble occurs in one side as described above. In addition, one control unit (for example, control unit 24a) is positioned as a priority control unit, and the other control unit (for example, control unit 24b) is positioned as a standby control unit. Usually, control means 26a of priority control unit 24a calculates It is preferable that the standby control unit 24b perform the processing and set the standby control unit 24b in a standby state so that the arithmetic processing can be taken over depending on the trouble. Furthermore, it is preferable that the standby control unit 24b has a calculation function that allows gate operation training.

  In the dam operation system of FIG. 1, the control units 24a and 24b of the dam gate automatic control device 1 select an optimal control mode from a plurality of control modes according to management information and calculation information, and target according to the selected control mode. The discharge flow rate and the target gate opening are obtained, and an opening signal for opening and closing the dam gate is sent to the gate driving device 8 accordingly, and the opening and closing of the dam gate is controlled based on the signal.

  Next, a control mode for controlling the opening and closing of the dam gate will be described.

A) “Basic discharge increase control mode” and “Basic discharge decrease control mode”
In these two control modes, the opening and closing of the dam gate is controlled so that the discharge flow rate is increased or decreased based on the “discharging principle”. Specifically, according to the graph and table showing the allowable increase / decrease amount of the discharge flow for 10 minutes based on the discharge principle shown in FIGS. 2 (a) and 2 (b), the allowable discharge flow for 10 minutes corresponding to the current discharge flow rate. An increase / decrease amount is obtained and added or subtracted from the current discharge flow rate to obtain a target discharge flow rate. That is, the target discharge flow rate is obtained by the following calculation formula.

Target dam discharge rate = current dam discharge rate + allowable increase …… (1)
Target dam discharge flow = Current dam discharge flow-Allowable reduction ...... (2)
Expression (1) is for the basic discharge flow increase control mode, and Expression (2) is for the basic discharge flow decrease control mode. Here, the dam discharge flow rate is the sum of the gate discharge flow rate and the free overflow overflow amount. 2A and 2B show, for example, that the current discharge flow rate is 100 m ³ / s and the inflow amount is increasing, the current discharge flow rate +8.00 m ^{3 in} 10 minutes. This shows that the discharge flow rate can be increased up to / s. On the contrary, when the inflow rate is decreasing, it indicates that the discharge rate can be reduced to the current discharge rate of −8.00 m ³ / s in 10 minutes.

  The reason why the time standard for determining the allowable increase / decrease amount is “10 minutes” is to make the change in the discharge rate as smooth as possible in accordance with the spirit of the river law (the principle of discharge). Then, 10 minutes after the start of control, management information and calculation information are obtained again, and an optimal control mode is selected according to them. This is because the dam gate cannot be accurately controlled only by information such as a single target discharge flow rate or target water level. In addition, “10 minutes” is set as the dam gate control time for each of the two control modes, but this time is individually determined as “control timing” for each control mode, and is a conventional dam gate operation mode. It is better to make adjustments for each dam (for example, 5 minutes or 15 minutes).

B) “Set flow rate control mode”
In this control mode, a preset target discharge flow rate (MQo) and a current discharge flow rate (Qo) are compared at predetermined time intervals (for example, at intervals of 10 seconds) and a difference (| MQo−Qo |) is obtained. When the amount exceeds a predetermined amount, the opening and closing of the dam gate is controlled so as to approach the set flow rate according to the principle of discharge (see FIG. 2). Specifically, it is determined whether or not | MQo−Qo | satisfies the condition expressed by the following equation (3). The target discharge flow setting range is 1 m ³ / s to flood volume Qs, and the opening of the dam gate needs to be 1 cm or more.

| MQo−Qo | ≦ Qo × K ₁ + K ₂ (3)
When | MQo−Qo | satisfies the above condition, the current gate opening is maintained. Here, the constants K ₁ and K ₂ may be appropriately determined according to the actual operation for each dam. For example, K ₁ = 0.7 and K ₂ = 1. The control timing in the set flow rate control mode may be 10 minutes, for example.

C) “Set water level control mode”
In this control mode, the opening and closing of the dam gate is controlled so as to maintain a preset water level. Specifically, the water level input by the operator is currently within the water level ± 3 cm (dead zone) (when the set water level control mode starts), and the difference between the inflow rate and the discharge rate (Qi−Qo) satisfies the following conditions: Determine whether or not.

| Qi−Qo | <K ₃ × Qo + K ₄ (4)
Only when both the current water level condition and the equation (4) are satisfied, the input water level is set as an appropriate value, and control is performed to maintain the water level.

Further, the water storage level is monitored at a predetermined time interval (for example, every 10 seconds) after the water level is set, and the target discharge flow is updated when the water storage level no longer satisfies the above-mentioned “current water level condition”. The method for determining the target discharge flow rate and the constants K ₃ and K ₄ in this control mode will be described in “constant water level discharge control mode” and “constant water level MAX discharge control mode” described later. The control timing in the set water level control mode may be 10 minutes (may be 5 minutes).

D) “Inflow rate gradient equivalent discharge control mode”
In this control mode, the opening and closing of the dam gate is controlled so that the discharge flow rate increases at the same gradient as the rising gradient of the inflow rate. Specifically, the increase in the inflow amount for a predetermined time (for example, 10 minutes) is added to the current integrated dam discharge flow rate to obtain the target discharge flow rate.

Target dam discharge = Current accumulated dam discharge
+ (Current accumulated inflow-accumulated inflow 10 minutes before) (5)
Here, the current integrated dam discharge flow rate is a dam discharge flow rate measured every 5 seconds continuously for a predetermined time (for example, 10 minutes), and the integrated value is measured the number of times (here, 10 minutes ÷ 5 seconds = “ 120 ”times). The current accumulated dam inflow is the same way of thinking, and the accumulated inflow 10 minutes ago is a value obtained on the basis of the time 10 minutes before the present time. These are values that are constantly calculated as information for managing the dam. Hereinafter, the values are expressed as “currently accumulated XX amount” and are not particularly defined. The value is calculated based on the same concept.

  In this control mode, control is not performed when the inflow is decreasing. Further, the control timing in the inflow amount gradient equivalent discharge control mode may be set to, for example, 10 minutes.

E) “Quantitative discharge control mode”
In this control mode, the dam gate is controlled so as to maintain the discharge flow rate at the start within a predetermined range described later. Specifically, the discharge flow rate is obtained at a predetermined time interval (for example, every 10 seconds), and compared with the discharge flow rate at the start. Obtain the gate opening as the flow rate. The target discharge flow rate in this control mode is obtained by the following equation.

Target dam discharge rate = Start accumulated dam discharge rate (6)
In the above formula (6), the starting accumulated dam discharge flow rate means the “current integrated dam discharge flow rate” obtained at the start of the fixed discharge control mode. In this control mode, whether or not the discharge flow rate is within a predetermined range may be determined using the equation (3) in the “set flow rate control mode”. When the condition of Expression (3) is satisfied, the gate opening degree is maintained, and when the condition of Expression (3) is not satisfied, the target discharge rate is updated based on Expression (6).

F) “Constant water level discharge control mode” and “Constant water level MAX discharge control mode”
In these two control modes, the dam gate is controlled so as to perform discharge corresponding to the inflow amount in order to keep the water storage level at a predetermined water level (for example, preliminary discharge water level = 2.2 m). In the constant water level discharge control mode, the target discharge flow is updated according to the change in the stored water level. In the constant water level MAX discharge control mode, the target discharge flow is increased or decreased within the range of the “discharging principle” in the constant water level discharge control. Specifically, the target discharge flow is calculated according to the following formula.

KMQod = Qo + K ₃ × Δh + K ₄ × ΔH (7)
Where KMQod: target reservoir discharge (m ³ / s)
Qo: Current accumulated reservoir discharge (m ³ / s)
Δh: Difference between the set water level and the current water level
ΔH: The difference between the current water level and the water level before a predetermined time (for example, 5 minutes).

The constants K ₃ and K ₄ are used to perform a constant water level control simulation applying the formula (7) to the actual inflow waveform based on the past water discharge record, and repeat this simulation until a value satisfying a predetermined condition is found. Determined by. For constant water level control simulation, it is recommended to use multiple inflow waveforms according to the actual situation of dam gate operation, such as the past maximum inflow waveform, inflow waveform above flood flow, inflow waveform around flood flow, inflow waveform below flood flow, etc. .

The conditions for determining the constants K ₃ and K ₄ in the constant water level control simulation are determined as follows, for example.

・ Increase / decrease in inflow rate and discharge flow rate are the same ・ Discharge flow rate should be about 80 to 120% of inflow amount ・ Control frequency should be as small as possible ・ Water level fluctuation (deviation from set water level) should be small ・ Artificial Do not cause floods.

Further, in performing the constant water level control simulation, initial conditions such as the constants K ₃ and K ₄ are determined as follows. In assuming these constants, it is preferable to perform a simulation in advance under various conditions (such as a set water level) and create a database of expected values. As a result, it is not necessary to randomly search for a value to be a constant, and simulation can be performed efficiently.

<Simulation conditions>
・ Constant K ₃ ... It is assumed that the flow rate is increased equally, and the flow rate corresponding to the water level change of “1 cm / 10 minutes” of the reservoir level is 1/10 of the flow rate (for example, 0.10m ³ / s)
-Constant K ₄ ... Flow rate corresponding to a water level change of 1 cm / 5 minutes (for example, 2.0 m ³ / s) based on a constant water level control simulation performed in advance.
・ Set water level: Preliminary discharge water level (for example, 2.2m)
・ Target discharge: Inflow waveform of the past maximum flow rate (for example, July 1988)
Inflow waveform above flood flow (for example, July 1993)
Inflow waveform of flood flow (for example, September 1991)
Inflow waveform below flood flow (for example, June 1990)
Inflow waveform below flood flow (for example, August 1992).

Based on the constants K ₃ and K ₄ set as described above, a constant water level control simulation was performed for a value 0.4 to 0.16 times the initial set value (0.10 m ³ / s) of K ₃ . Thus, the water level amplitude (displacement with respect to the set water level) is small, selecting the value of the constant K ₃ that do not over-discharged earlier.

<Simulation results>
FIG. 3 is a table showing the results of a simulation performed based on the determination conditions and initial setting values of the constants K ₃ and K ₄ . As shown in this table, the inflow waveform below the flood flow (June 1990 flood record) has a maximum water level amplitude of about 17 cm relative to the set water level, but the inflow waveform above the flood flow (1993) It can be seen that the water level amplitude is about 76 cm or more for the July discharge) and about 34 cm for the inflow waveform of the flood flow (September 1991 discharge).

Comparing the simulation results for each flood recorded, by increasing the value of the constant K _3, it can be seen that the water level amplitude tends to decrease. It can also be seen that the average amplitude represented by the average value of | reserved water level−set water level | Thus, the constant _{K 3} is based on the results of the simulation were selected maximum value of the constant _{K 3} (0.16).

<Simulation conditions>
Next, based on the simulation results, a constant water level control simulation was further performed under the following conditions.

・ Constant K ₃ : 0.16 (fixed)
・ Constant K ₄ : Each value of the list shown in FIG. 4 ・ Set water level: 1.0 m, 1.5 m, 2.2 m
Value of the constant K ₄ shown in FIG. 4 is a selected value from the constant water level control simulation was conducted on the basis of advance various flood situations and the set water level. In this way, if several constants used in the simulation are prepared in advance, it is not necessary to randomly search for the value of K ₄ , and the optimum one can be selected therefrom.

<Simulation results>
FIG. 5 shows the result when the set water level of the constant water level control simulation carried out based on the above conditions is 2.2 m. According to this simulation result, it can be seen that the maximum water level amplitude is in the range of 15 to 24 cm throughout each case. Here, the constant K ₄ (9) was selected because the water level amplitude was relatively small and there were few dangerous controls such as overdischarge.

Then, based on the constant K ₄ were selected at a constant water level control simulation of the above _(9), the optimum constant K _3, K ₄ constants to determine the K _3, K ₄ each constant while modifying the value level repeated simulations, ultimately, discharge amount of volatility and hunting were selected constant K ₃ is not possible to generate.

<Simulation results>
FIG. 6 shows the final result of the simulation. According to this result, it can be seen that the maximum water level amplitude shows the minimum value when the constant K ₃ = 0.18. The fluctuation amount for 5 minutes also shows a relatively small value. However, it is known that hunting occurred for the inflow waveform below the flood flow (August 1992 water discharge record) when the set water level was 1.0 m. Therefore, the constant K ₃ (0.14, equal increase) in which the maximum water level amplitude is relatively small and occurrence of hunting is set as the best constant, and a list of constants K ₃ and K ₄ shown in FIG. 7 is created. did.

Accordingly, the target discharge flow rate in the “set water level control mode”, “constant water level discharge control mode”, and “constant water level MAX discharge control mode” are constants K ₃ and K ₄ from the list of FIG. 7 according to the value of Δh. And can be calculated by substituting into equation (7). The control timing in the “constant water level discharge control mode” and “constant water level MAX discharge control mode” may be, for example, 10 minutes (may be 5 minutes).

G) “Time delay control mode”
In this control mode, the dam gate is controlled so that an amount corresponding to the inflow amount before a certain time is discharged. Specifically, the integrated inflow before a certain time (for example, 60 minutes) is set as the target reservoir discharge flow rate. The control timing in the time delay control mode may be 10 minutes, for example.

H) “Gate fully open control mode”
In this control mode, control is performed so that the dam gate is fully opened after the gate discharge becomes free flow. Specifically, the water storage level and the gate opening are monitored to determine whether the difference between the discharge water surface and the lower end of the dam gate is within the range of 1.0 to 2.0 m. The dam gate is controlled so that the difference between the water surface and the gate is 1.5 m. The control timing in the gate fully open control mode may be set to 5 minutes, for example.

I) “Gate preliminary descent control mode”
In this control mode, the fully open dam gate is lowered to the vicinity of the discharge water surface in preparation for the next gate control. Specifically, when the water storage level reaches the designated water level, all dam gates are lowered to the position of the discharge water surface +50 cm.

J) “Water level discharge control mode I”
In this control mode, the dam gate is controlled so as to increase the discharge flow rate as the reservoir level rises. Specifically, in the discharge below the flood flow, when the reservoir level reaches the preliminary discharge water level, the discharge is increased so that the discharge becomes equal to the flood flow. The target discharge flow rate in this control mode is obtained by the following equation.

Target dam discharge flow rate = SQod + K ₅・ (H−Ho) ^3/2 (8)
In the equation (8), K ₅ is obtained by the following equation.

Where, Qs: Flood discharge SQod _I : Dam discharge just before (starting) water level discharge control mode I
H: Reservoir level immediately before the start of water level discharge control mode I (at the start)
Ho: The water level is 5 minutes ago. The control timing in the water level discharge control mode I may be, for example, 5 minutes.

K) "Water level discharge control mode II"
In this control mode, when the reservoir level reaches the crest level when the inflow is below the flood flow rate, the discharge flow rate is increased as the reservoir level rises so that all dam gates do not release free flow. The target discharge flow rate in this control mode is obtained by the following equation.

Target dam discharge flow = SQod + K ₆ (H−Ho) ^3/2 (10)
In the formula (10), K ₆ is obtained by the following formula.

Here, SQuod _II : Dam discharge flow just before the start of water level discharge control mode II (at the start)
H: Reservoir level immediately before the start of water level discharge control mode II (at the start)
Ho: The water level is 5 minutes ago. The control timing in the water level discharge control mode II may be, for example, 5 minutes.

L) “Water level discharge control mode III”
In this control mode, when the discharge level is lower than the flood flow rate and the reservoir level is higher than the predetermined water level that can be handled by the water level release control I, the discharge level is released when the reservoir level reaches the preliminary discharge level. The discharge is increased in proportion to the reservoir level so that the discharge is equal to the flood discharge. The target discharge flow rate in this control mode is obtained by the following equation.

SQod _III : Dam discharge rate just before (at the start of) water level discharge control mode III
Hs: Preliminary discharge water level
H: Reservoir level immediately before the start of water level discharge control mode III (at the start)
Ho: The water level is 5 minutes ago. When the target discharge flow based on the basic discharge increase control mode is larger than the target discharge flow based on this control mode, the target discharge flow may be set as the target discharge flow based on the basic discharge increase control mode. Further, the control timing of the water level discharge control mode III may be, for example, 5 minutes.

  The automatic dam gate control device 1 selects an optimal control mode from the plurality of control modes as described above based on management information and calculation information for each control timing, and automatically controls the opening and closing of the dam gate in the control mode.

  Here, the basic concept of selecting the optimal control mode is as follows.

Perform control within the range of discharge flow rate stipulated in the operating regulations;
Until the downstream river water level reaches 1.50 m equivalent (harmless flow Qn), control based on the principle of discharge,
During the control based on the above principle of discharge, if the rise of the inflow is abrupt, use the inflow amount gradient equivalent discharge control mode,
If the start of discharge is delayed, control with the highest priority on maintaining the previous function of the river,
Sufficiently based on the opinions of those who have experienced dam gate operations.

  In the first embodiment, the conditions for determining the optimum control mode determined according to the above basic concept are based on the following matters.

(1) Qos: Reservoir discharge (or Qod: Dam discharge)
(2) Qi: Inflow volume (3) H: Reservoir level (4) ΔQi: Increment of inflow volume for the past 5 minutes (5) Fluctuation trend of reservoir level (increase ↑, decrease ↓, stable →)
(6) Fluctuation trend of inflow (increase ↑, decrease ↓, stable →)
(7) Fluctuation trend of expected inflow (increase ↑, decrease ↓, stable →)
(8) ΔV: Reservoir capacity from the current water level to the preliminary discharge water level (9) Qf free flow dam discharge flow (10) KMQod: Target dam discharge flow (11) Σ (Qos-PQi): Maintain the current reservoir discharge flow Predicted total amount of preliminary discharge (PQi is the expected inflow).

Among the above matters, (5) the fluctuation tendency of the water storage level, (6) the fluctuation tendency of the inflow, and (7) the method for determining the fluctuation tendency of the expected inflow will be described. These change trend (increase ↑, decreasing ↓, or stabilizing →) is determined based on the value of the tendency determination value K _7. Trend determination value K ₇ has past Izumi recording (e.g., Heisei etc. 6 February flood recording described above) repeated simulation based on the same tendency as the actual trend of reservoir water level and flow rate (estimated inflow) Select a value that indicates.

Trend determination value K ₇ showing the variation trend of the reservoir water level and flow rate (estimated inflow) is determined by the following equation.

K ₇ = K ₈ + K ₉ (13)
Here, K ₇ : tendency judgment value
K ₈ : Position relation value
K ₉ : Trend relationship value K ₇ range: −4 ≦ K ₇ ≦ 4
And For each method of obtaining the tendency determination value K ₇ showing the variation trend of the reservoir water level and flow rate (estimated inflow amount) is the same, or less, the method of calculating the tendency determination value K ₇ showing the variation trend of the reservoir water level description To do.

Positional relationship value K _8, the 5 minutes of reservoir water level, 10 minutes, to compare the average value of each 25 minute variation may be set according to the conditions shown in the table of FIG. 8. Here, D2 (5-minute moving average) is the average value of the change in the reservoir level from 5 minutes before to the present, and D3 (10-minute moving average) is the reservoir level from 10 minutes to the present. D6 (25-minute moving average) is the average value of the change in the reservoir level from 25 minutes before to the present.

Trends related value K _9, the current change amount of the average value of the reservoir water level (5 min, 10 min, 25 min) and a predetermined time before (5 min, 10 min, 25 min) the amount of change in the average value in (5 minutes It is defined as the sum of values (trend relationship values) determined based on the difference from 10 minutes and 25 minutes. Specifically, it is calculated | required by the following formula | equation.

K ₉ = KD2 + KD3 + KD6 (14)
Here, K ₉ : tendency relation value KD2: tendency condition value for 5 minutes KD3: tendency condition value for 10 minutes KD6: tendency condition value for 25 minutes The trend condition values KD2, KD3, and KD6 may be determined according to the table of FIG. In the table of FIG. 9, “difference” is the difference between D2 and D2 5 minutes ago, D3 and D3 10 minutes ago, and D6 and 25 minutes ago D6. The values of the trend condition values KD2, KD3, and KD6 are determined from the magnitude relationship between the value and the value of the constant “α”.

  Regarding the method of judging the fluctuation trend of the inflow and the expected inflow, the “average value of the change in the reservoir level” in the explanation of the judgment method of the “variation tendency of the reservoir level” above is referred to as the “inflow (or forecast). The average value of the change amount of the inflow amount) may be used.

The value of “α” in the table of FIG. 9 differs depending on whether the tendency of the reservoir level is determined or whether the inflow amount and the expected inflow amount are determined. Specifically, when determining the tendency of the water storage level, it has been found that it should basically be about 2 to 3 cm according to the results of a simulation or the like carried out in advance. The simulation may be performed while adjusting. When determining the trend of the inflow amount and the expected inflow amount, basically, the flow rate (for example, 1.0 m ³ / s) corresponding to a water level change of 1 cm in 10 minutes is set as the initial setting value of the simulation. Further, when the value of “α” is corrected, it is known from the results of a simulation performed in advance that the value may be 0.5 to 2 times the initial setting value. The reason for referring to the result of the simulation performed in advance is that it is more efficient than the random search for the value of the constant “α” as described above.

This simulation is performed to select two optimum values, “K ₈ ” and “α”, which are uncertain values. As described above, a list is already given for “K ₈ ”. Therefore, there is no need to change unless there is a special case (such as when the actual trend and the judgment result are significantly different). That is, the correction of the constant in the simulation may be performed only for “α”.

The basic concept in evaluating “α” based on simulation results is:
There is no sudden change in trend judgment in a short time (uptrend ↑ to downtrend ↓ or vice versa) (that is, trend judgment changes in the order of ascending, stable, descending)
Respond as little as possible to temporary reverse changes such as inflow hunting,
Responding to a gentle slope to some extent (If the value of “α” is made small, it can respond to a gentle slope accurately and show a tendency. However, it is easy to generate a change in tendency determination, and therefore, when a small hunting occurs suddenly while showing a very gentle gradient, it is determined that the tendency is stable.
For example, there is little delay in the trend determination result with respect to the actual change.

<Simulation conditions>
In order to select the optimum value of “α” based on the above concept, a plurality of past water discharge records (for example, the above-mentioned August 1992 water discharge record) were used while changing the value of “α”. Perform a simulation. The simulation conditions were set as follows.

Conditions for simulation of water level tendency:
α = 1.0, 2.0, 3.0, 4.0 (cm)
Conditions for the inflow (expected inflow) trend determination simulation:
α = 0.5, 1.0, 1.5, 2.0 (m ³ / s)
Common conditions:
Target discharge record: Inflow waveform of past maximum flow rate (for example, July 1988)
Inflow waveform above flood flow (for example, July 1993)
Inflow waveform of flood flow (for example, September 1991)
Inflow waveform below flood flow (for example, June 1990)
Inflow waveform below flood flow (for example, August 1992)
Α was set as described above, and a simulation was performed for each water discharge record.

<Simulation results>
An example of each result of the stored water level tendency determination simulation and the inflow amount (expected inflow amount) tendency determination simulation is shown in FIGS.

  In the storage level tendency determination simulation, when α = 2.0 cm, the tendency determination is too sensitive (for example, the reaction to a slight fluctuation in the water level), so that it is somewhat insensitive as shown in FIG. Α = 3.0 cm was selected as an optimal constant so that

In the inflow (predicted inflow) trend determination simulation, when the value of “α” is set to a flow rate (for example, 2.0 m ³ / s) corresponding to a water level change of 1 cm in 5 minutes, as shown in FIG. Since the tendency judgment was somewhat insensitive, α = 2.0 was selected as the optimum constant.

  In addition, the conditions of the above constant water level control simulation, storage level tendency determination simulation, or inflow (expected inflow) trend determination simulation include the past maximum inflow waveform, the inflow waveform above the flood flow, the inflow waveform at the flood flow level, In addition to flood records showing inflow waveforms below the flood flow, appropriate inflow waveforms in line with the actual situation of dam gate operation, such as one mountain design flood waveform and two mountain design flood waveform, can be used.

  Next, (11) Σ (Qos−PQi), which is a criterion for determining the optimum control mode, will be described.

  In the dam gate automatic control device 1, the control means 26a or 26b (FIG. 1) of the control unit 24a or 24b is configured to select the optimum control mode, so that the reservoir level is a preliminary discharge region (the inflow amount when the reservoir level is higher than the preliminary discharge water level). Is determined to determine whether the reservoir level will drop to the preliminary discharge level when the expected inflow and discharge are equal, assuming that quantitative control is to be performed from the present. Simulation (hereinafter referred to as “preliminary discharge simulation”).

  FIG. 12 is a schematic diagram showing the concept of preliminary discharge simulation. The shaded portion in the figure represents Σ (Qos−PQi). In the dam gate automatic control device 1 of the present invention, the magnitude relationship between this Σ (Qos−PQi) and ΔV (the water storage capacity from the current water level to the preliminary discharge water level) is adopted as one of the conditions for determining the optimum control mode. . Specifically, the state of “Σ (Qos−PQi) ≧ ΔV”, that is, the state of H ≦ Hs when the expected inflow amount is equal to the discharge flow rate, is set as one of the selection conditions for the quantitative discharge control mode. In addition, the state of “Σ (Qos−PQi) <ΔV”, that is, the state where H> Hs when the expected inflow amount and the discharge flow rate are equal is selected as the inflow amount gradient equivalent control mode and the basic discharge increase control mode. One of the conditions is set. It is preferable that Σ (Qos−PQi) is constantly calculated at a predetermined time interval (for example, every 10 seconds) as information necessary for managing the dam.

  Next, a method for selecting the optimum control mode will be described. In the dam gate control apparatus 1, as shown in FIGS. 13 to 23, a plurality of pages (for example, 11 pages) associated with “dam discharge flow rate Qod” and “flow rate fluctuation tendency (up ↑ or down ↓)”. The optimum control mode is selected based on the mode transition table consisting of Each page constituting the mode transition table is divided into a plurality of areas (for example, 4 areas) based on the conditions of the water storage level and the inflow amount, and each area includes several control modes and each of them. Control mode determination conditions corresponding to the control mode are set in detail. Thereby, the optimal control mode for controlling the opening and closing of the dam gate can be automatically selected according to the management information and calculation information obtained arbitrarily.

  In the mode transition table, each control mode name, control mode determination conditions, and the like are abbreviated, and will be described.

  For each control mode name, “basic increase” is “basic discharge increase control mode”, “basic decrease” is “basic discharge decrease control mode”, “inflow gradient” is “inflow gradient equivalent discharge control mode”, “quantitative” Is “fixed discharge control mode”, “constant water level (MAX)” is “constant water level (MAX) discharge control mode”, “fully open” is “gate fully open control mode”, and “preliminary descent” is “gate preliminary drop control mode” "It is.

  Regarding the control mode determination condition, for example, in the area “2-1” of “Page 2” in FIG. 14, the “previous constant water level MAX” which is the determination condition of “constant water level” is performed immediately before (previous). This means that the dam gate control used was using the “constant water level MAX discharge control mode”. Hereinafter, when “previous to” is described as the control mode determination condition, the condition is determined based on the same concept. In the same area, the determination condition of “quantitative” is defined as “Qos-PQi> Basic 2 Step”. This “Basic 2 Step” is 10 minutes based on the principle of discharge for the current dam discharge flow rate. 2 times the allowable increase / decrease amount (see FIG. 2). Hereinafter, when “n” Step ”is indicated in the control mode determination condition of the mode transition table, similarly to this, the allowable increase / decrease amount for 10 minutes based on the principle of discharge with respect to the current dam discharge flow rate“ n "times the value. Further, in the region “2-1”, the determination condition of “quantitative” is determined separately from the above condition. There are three conditions, “ΣQos−PQi ≧ ΔV”, “Qos> Qi”, and “H ↓”. When a plurality of determination conditions are listed in this way, Satisfying all the conditions is one of the determination conditions. Hereinafter, when a plurality of control mode determination conditions are determined, the same applies. “H ↓” indicates an increasing / decreasing tendency of the reservoir level, and “↓” indicates that the reservoir level is decreasing.

  In the region “3-2” in FIG. 15, “constant water KMQod ≧ Qf” and “all gate free” which are the determination conditions for “fully open” are “constant water KMQod ≧ Qf”. This means that the dam gate control is performed in the “constant water level discharge control mode” and the target discharge flow rate is larger than the free flow flow rate. “All gate free” means “gate discharge at all gates” It is “free flow”. In the same region, “Qp” of “Qf + Qp ≧ Qi”, which is a determination condition for “preliminary descent”, represents the amount of water used for power generation.

  Further, in the same region “3-2” as described above, the value “m” relating to the water level adopted as the determination condition for “preliminary descent” is a value appropriately determined for each dam (for example, 50 cm). For example, if the free flow is in the gate fully open control mode (the distance between the lower end of the gate and the water surface is about 1.5 m), the preliminary descent occurs when the water level drops to a predetermined water level (for example, H = Hs + m). When the control mode is entered and the water level reaches the preliminary discharge water level Hs, the dam gate control is performed so that the discharge amount becomes the flood amount Qs. Since the opening and closing speed of the dam gate is relatively slow (for example, 0.5 m / min), the operation delay is caused by lowering the dam gate in advance when the water level reaches a predetermined water level (for example, H = Hs + m). Can be prevented.

  FIG. 24 is a flowchart of mode transition processing by the control means 26a, 26b of the control units 24a, 24b provided in the automatic dam gate control apparatus 1 of the present invention. Here, the “mode transition process” refers to a calculation process in which the control means 26a and 26b (FIG. 1) of the control units 24a and 24b determine an optimal control mode corresponding to the management information and the calculation information. . Hereinafter, since the arithmetic processing performed by the control means 26a and 26b is the same, the arithmetic processing of the control means 26a will be described below.

  The control means 26a first selects an appropriate page from the mode transition table based on “dam discharge flow rate Qod” and “flow rate fluctuation tendency (up ↑ or down ↓)” (step [hereinafter referred to as ST). ] 1) Go to ST2. Specifically, the page is determined according to the page determination condition of the mode transition table shown in FIG.

  Next, based on the conditions of the water storage level and the inflow amount, an appropriate area is selected from a plurality of areas dividing the page selected in ST1 (ST2), and the process proceeds to ST3. Specifically, the region is selected based on the magnitude relationship between the water storage level H and the preliminary discharge water level Hs and the magnitude relationship between the inflow amount Qi and the flood flow rate Qs.

  Then, the optimum control mode is selected based on the conditions determined in the region selected in ST2 (ST3). Specifically, for example, when “page 2” is determined in ST1 and “area 2-1” is selected in ST2, the selectable control mode is page 2 of the mode transition table of FIG. There are three types of control modes defined in the area 2-1. The control unit 26a compares the above-described management information and calculation information with the conditions indicated in the area 2-1. For example, when all three conditions of “Σ (Qos−PQi) ≧ ΔV”, “Qos> Qi”, and “H is in a downward trend ↓” are satisfied, the fixed discharge control mode is selected as the optimal control mode Will do. The preliminary discharge simulation is performed in ST3.

  Next, the calculation processing of the control means 26a (or 26b) of the priority control unit 24a (or standby control unit 24b) when the dam gate control is performed by the dam gate automatic control device 1 of the present invention is based on the main flowcharts of FIGS. I will explain.

  First, the control means 26a determines whether or not the control start button has been pressed (ST10). Specifically, it is determined whether a predetermined signal generated when the operator presses the control start button is input. By requiring the operator's intention to be displayed in this way at the start of control, the dam operation can be performed safely. In addition, when the control is stopped, it is desirable to display the operator's intention as well.

  If the determination in ST10 is “YES”, it is determined whether or not the following initial conditions are satisfied (ST11).

<Initial conditions>
(1) The control target gate is selected,
(2) The control method is selected (specifically, one of the automatic switching control method that automatically selects the optimum control mode, the set water level control mode, and the single mode control method based on the set flow rate control mode is selected. is being done),
(3) When the set water level control mode (single mode control) method is selected, both the above-described current water level condition and equation (4) are satisfied,
(4) When the set flow rate control mode (single mode control) method is selected, the target discharge flow rate is set,
(5) The control start time is set,
(6) The control category is selected (specifically, “semi-automatic control” that requires the operator's approval every time the target opening of the dam gate is calculated based on the opening signal, or the operator's approval is required. One of “automatic control” that is not required is selected.

  Only when all of the above conditions are satisfied, the determination result is “YES”, and when even one of the conditions is not satisfied, the determination result is “NO”.

  If the determination in ST11 is “NO”, error information regarding the unsatisfied condition (for example, a message requesting input of an accurate value, information regarding an unselected item, etc.) is displayed on the operation display terminals 28a and 28b ( ST12).

  If the determination in ST11 is “YES”, it is determined whether or not the selected control method is “automatic switching control method” (ST13).

  If the determination in ST13 is “YES”, the above-described mode transition process (FIG. 24) is performed (ST14), and one optimum control mode is selected.

  When the determination of ST13 is “NO” or after ST14, that is, when one control mode for performing dam gate control is selected, the selected control mode is “constant water level control mode” or “set water level control mode”. It is determined whether or not there is (ST15).

  When the determination of ST15 is “YES”, that is, “constant water level control mode” or “set water level control mode” is selected, it is determined whether or not the set water level is out of the dead zone (ST16).

  When the determination of ST15 is “NO”, that is, when a control mode other than “constant water level control mode” and “set water level control mode” is selected, or the determination of ST16 is “YES”, that is, the set water level is a dead zone ( For example, if the difference between the current water level and the set water level is out of the range of ± 3 cm), it is determined whether or not the control timing specific to the selected control mode has been reached (ST17).

  If the determination in ST17 is “NO”, that is, if the control timing has not been reached, the process proceeds to ST13, and the calculation process is repeated as described above.

  When the determination in ST17 is “YES”, that is, when the control timing is reached, the target discharge flow rate is obtained according to the selected control mode (ST18), and the process proceeds to the next step.

  Next, it is determined whether or not the selected control mode is “constant water level control mode” or “set water level control mode” (ST19).

  When the determination of ST19 is “YES”, that is, when either “constant water level control mode” or “set water level control mode” is selected, the target discharge flow obtained in ST18 is the discharge principle (FIG. 2). It is determined whether or not it is larger than the value obtained by increasing the discharge flow rate (ST20).

  If the determination of ST20 is “YES”, that is, if the target discharge rate obtained in ST18 cannot follow the principle of discharge, a “target discharge peaking process” is performed to limit the target discharge to a predetermined flow rate. (ST21), it moves to the next step. Specifically, the target discharge flow is calculated again based on the formula “target discharge flow = current integrated discharge flow + discharge increase based on discharge principle”.

  Next, the target discharge flow rate is updated (ST22). Specifically, the target discharge flow rate is updated to the value obtained in ST18 when the determination in ST19 or ST20 is “NO”, or to the value obtained in ST21 when the determination in ST20 is “YES”.

  After updating the target discharge flow (ST22), the gate opening required to reach the target discharge flow is obtained based on the current dam gate opening, the current discharge flow, and the calculated target discharge flow (ST23). . In this process, after generating an opening signal for operating the gate driving device 8 (FIG. 1) based on the obtained gate opening, the process proceeds to the next step (FIG. 27).

  After ST23, it is determined whether or not the selected control category is “automatic control” (ST24).

  When the determination of ST24 is “YES”, that is, “automatic control” is selected, it is determined whether or not it is the first control (ST25). The basic concept of “first control” will be described. In the automatic dam gate control apparatus 1 of the first embodiment, the control means 26a (or 26b) of the priority control unit 24a (or the standby control unit 24b) repeats the arithmetic processing of ST13 to ST27 of this main flowchart, so that the dam gate is controlled. Control. Therefore, in ST25, it is determined whether or not the control is the first time based on the number of times of performing the calculation process of ST27.

  If the determination of ST24 is “NO”, that is, “semi-automatic control” is selected, or if the determination of ST25 is “YES”, that is, the first control, whether or not the dam gate control may be executed. A determination is made (ST26). Specifically, from the viewpoint of whether or not the target discharge rate obtained in ST18 or ST21 or the gate opening obtained in ST23 is a safe value for dam gate control, the operator presses the start switch, etc. It is determined whether or not a predetermined signal is input. As described above, when the control classification is “semi-automatic control”, or “automatic control” and “first-time control”, in consideration of safe dam gate operation, control is performed if there is no indication by the operator. It is preferable not to execute.

  Therefore, when the determination of ST26 is “NO”, that is, it is determined that the operator cannot perform dam gate control and a signal indicating control stop is received, for example, when the stop switch is pressed, the priority control unit 24a The control means 26a (or 26b) of the (or standby control unit 24b) ends the calculation process (END).

  When the determination of ST25 is “NO”, that is, when the control classification is “automatic control” and the control is for the second time or later, or when the determination of ST26 is “YES”, that is, when a signal indicating the start of control is input, Based on the opening signal obtained in ST23, the opening and closing of the target dam gate is controlled (ST27). Specifically, the control means 26a (or 26b) of the priority control unit 24a (or standby control unit 24b) gives an opening signal based on the gate opening obtained in ST23 to the priority of the input / output relay device 10 (FIG. 1). The data is sent to the processing unit 23a (or the standby processing unit 23b). The priority processing unit 23 a (or the standby processing unit 23 b) that has received the opening signal sends it to the gate drive device 8 via the input / output unit 22. The gate drive device 8 that has received the opening signal opens and closes the target dam gate accordingly.

  Next, it is determined whether or not to continue dam gate control (ST28). Specifically, when a signal for requesting control stop is input, for example, when an operator presses a control stop button, dam gate control is stopped accordingly. In the dam gate control apparatus 1 of the first embodiment, the operator's intention display is requested even when the dam gate control is ended (stopped), as the operator's intention display is requested at the start of the dam gate control.

  As shown in the main flowcharts of FIGS. 26 and 27, according to the automatic dam gate control device 1, the optimum control mode is automatically set by the control means 26a and 26b of the control units 24a and 24b executing the arithmetic processing of ST10 to ST28. The dam gate can be opened and closed automatically by selecting it automatically, but by intervening the manual operation (intention display) by the operator at the start and end (stop) as described above The dam gate operation can be performed safely.

  28 to 30 are control records (hydrographs) when the dam gate automatic control device 1 of the first embodiment actually controls the opening and closing of the dam gate. 28 shows the case where the initial water level H is higher than the preliminary discharge water level Hs, FIG. 29 shows the case where the initial water level H is lower than the preliminary discharge water level Hs, and FIG. 30 shows the case where the preliminary discharge is delayed and the preliminary discharge water level cannot be secured. .

  As described above, multiple control modes for opening and closing the dam gate are divided into management information such as rainfall and water level in the upstream river, rainfall and water level in the reservoir, gate opening, etc. Corresponding to management information and calculation information acquired at any timing by correlating with calculation information such as inflow, current total inflow, current total discharge, predicted inflow increase / decrease trend, reservoir level increase / decrease The optimum control mode can be selected. In this way, by automatically selecting a plurality of control modes and continuously combining them to perform dam control, it is the same as a manual operation by a conventional operator (operation for manually combining a plurality of single modes). The dam gate can be automatically controlled in a manner.

  Although the first embodiment has been described above, the present invention is not limited to this. The second embodiment of the present invention will be described below.

  The mode transition table described in the first embodiment does not include three control modes of “water level discharge control mode I”, “water level discharge control mode II”, and “water level discharge control mode III”. Therefore, as a second embodiment of the present invention, a case where these three control modes are included in the mode transition table will be described. The configuration of the apparatus is the same as that of the automatic dam gate control apparatus 1 of the first embodiment.

  FIG. 31 is a diagram illustrating a plurality of regions (for example, eight regions “regions A to G” and “impossible regions”) set based on the relationship between the water storage level H and the dam discharge rate Qod. In the mode transition table of the first embodiment (FIGS. 13 to 23), the region division based on the condition of the water storage level H is based only on the preliminary discharge water level Hs, but in the second embodiment, as shown in FIG. In addition to the preliminary discharge water level Hs, a plurality of water levels were set as conditions for the water storage level H for dividing the region in the page. For example, three water levels “Hs-m1”, “Hs-m2”, and “Hn”.

  The value of the constant “m1” in “Hs−m1” is a value determined for each dam, and may be, for example, 5 cm. In the automatic control of the dam gate, the water level indicated by “Hs-m1” is set as the target water level in the “water discharge flow rate control mode I”.

  The value of the constant “m2” in “Hs−m2” is a value determined for each dam, and may be, for example, 15 cm. The value indicated by “Hs−m2” is a value set as the target water level at the time of preliminary discharge.

  “Hn” indicates the maximum water level at which the “water level discharge flow rate control mode I” can be used when the dam discharge flow rate Qod = Qn (flow rate corresponding to the downstream neck point water level of 1.5 m). That is, when the dam discharge flow rate Qod = Qn and the current water level H> Hn, the “water level discharge flow rate control mode I” cannot be used.

  Thus, by setting a plurality of standards (water levels) as the conditions of the area division in the page based on the water storage level H, it is possible to perform more accurate dam gate control corresponding to the management information and the calculation information.

  In the figure, “water discharge I” and “water discharge II” are “water level discharge control mode I” and “water level discharge control mode II”, and there is a relationship between the water storage level and the dam discharge flow. When the position is higher than each “line”, dam gate control by “water level discharge control mode I” or “water level discharge control mode II” cannot be performed. Therefore, the mode transition table is created based on this condition. Further, the “free flow line” is a line indicating the relationship between the water storage level and the dam discharge flow rate during free flow discharge. As described above, when the water level discharge flow control modes I, II, and III are used, an oblique (or curved) line is used to delimit a region representing the relationship between the water storage level H and the dam discharge flow rate Qod. Therefore, as in the mode transition tables of the first embodiment (FIGS. 13 to 23), the area in each page cannot be simply divided horizontally based on the water storage level. Therefore, as shown in FIG. 31, a plurality of regions (for example, “A” to “G”) are set based on the relationship between the water storage level H and the dam discharge flow rate Qod.

  32 to 38 are mode transition tables of the second embodiment in which the control mode is set corresponding to the regions A to G in FIG. The control means 26a, 26b of the control units 24a, 24b of the dam gate automatic control apparatus 1 refer to the region diagram of FIG. 31 in the mode transition process, and set the region based on the relationship between the current water storage level H and the dam discharge amount Qod to A to A. Select from G. Specifically, in ST2 (region selection) of the mode transition process of FIG. 24, the water storage level H and the dam discharge flow rate Qod are compared, and one region is selected from the table of FIG. Based on this selection result and the condition of the inflow amount Qi (the magnitude relationship with the flood amount Qs), the area in the page of the mode transition table is selected. In creating the mode transition table of the second embodiment, the basic concept of selecting the optimal control mode is the same as that of the first embodiment.

  In the mode transition table employed in the automatic dam gate control apparatus 1 of the second embodiment, the control mode name, the control mode determination condition, and the like are abbreviated as in the mode transition table of the first embodiment. Basically, it is the same as the expression of the mode transition table used in the first embodiment, but in the mode transition table of the second embodiment, “water release I”, “water release II”, “water release III” and so on. When indicated, “water level discharge flow control mode I”, “water level discharge flow control mode II”, and “water level discharge flow control mode III” are shown, respectively.

  Regarding the control mode determination condition, for example, when the water level condition is “D region, Hs−m2 <H ≦ Hs” in “page 2” of the mode transition table, it is adopted as the determination condition for “water release III”. The “C → D” made means that the water storage level has risen from the C region to the D region (FIG. 31). Hereinafter, when “C → D” is indicated in the mode transition table, this is the same.

  39 to 41 are control records (hydrographs) when the opening and closing of the dam gate is controlled using the mode transition table of the second embodiment. 39 shows the case where the initial water level H is higher than the preliminary discharge water level Hs, FIG. 40 shows the case where the initial water level H is lower than the preliminary discharge water level Hs, and FIG. 41 the case where the preliminary discharge is delayed and the preliminary discharge water level Hs cannot be secured. ing. The dam gate automatic control device 1 can perform the same automatic control as a manual operation by a conventional operator in response to various dam states.

  In the hydrograph when the initial water level H in FIG. 40 is lower than the preliminary discharge water level Hs, control records for three types of initial water levels labeled “A”, “B”, and “C” are overlaid. These three types of initial water levels are each equal to or lower than the crest water level Hc, and there is a possibility that the “water level discharge flow control mode II” is applied as the first control mode. However, the “water level discharge control mode III” is not applied in any control record of FIG. This is because in order for “water level discharge control mode III” to be applied, the current water level needs to be higher than the water level to which “water level discharge control mode I” can be applied in a state where the discharge flow is equal to or less than the flood volume. . Specifically, the water level needs to be higher than the “water discharge I line” shown in FIG. 31, but in this case, in any of the cases of “A”, “B”, and “C” in FIG. Is not satisfied.

  Although the embodiments have been described above, the present invention is not limited to the above-described embodiments. For example, for a dam that employs a delay method, the above-described “time delay” is used in accordance with the actual state of dam gate control by manual operation. The “control mode” may be incorporated into the mode transition table.

  Further, in the automatic dam gate control apparatus 1 of the first embodiment, the opening and closing of the dam gate is controlled using the control means 26a, 26b and the storage means 27a, 27b provided in the control units 24a, 24b. In addition, storage means for storing a plurality of control modes for opening and closing the dam gate can be provided outside the control units 24a and 24b. Specifically, the control means can be a CPU, and the storage means can be any means such as a ROM, RAM, or hard disk.

The block diagram which shows a structure when the dam gate automatic control apparatus of 1st Example is applied to a dam. a is a graph showing the allowable increase / decrease amount in 10 minutes of the discharge flow rate based on the principle of discharge. b is a table based on the graph of a. The constant K ₄ is fixed, the table showing the simulation result of applying a constant water level control mode for past inflow waveform. List of the set value of the constant K ₄ with respect to the value of Δh. Table showing simulation results of applying a constant water level control mode using the constants K ₄ based on table of FIG. The table | surface which shows the final result of the simulation which applied the constant water level control mode. A list of constants K ₃ and K ₄ determined based on a simulation to which the constant water level control mode is applied. Setting conditions for the positional relationship value K ₈ and table showing values corresponding thereto. The table | surface which shows the setting conditions of tendency condition value KD2, KD3, and KD6, and the value corresponding to it. The graph which shows the result of the water storage level tendency determination simulation in case of α = 3.0. The graph which shows the result of the inflow amount tendency determination simulation when α = 2.0. The schematic diagram which shows the view of preliminary discharge simulation. Page 1 of the mode transition table of the first embodiment. Page 2 of the mode transition table of the first embodiment. Page 3 of the mode transition table of the first embodiment. Page 4 of the mode transition table of the first embodiment. Page 5 of the mode transition table of the first embodiment. Page 6 of the mode transition table of the first embodiment. Page 7 of the mode transition table of the first embodiment. Page 8 of the mode transition table of the first embodiment. Page 9 of the mode transition table of the first embodiment. Page 10 of the mode transition table of the first embodiment. Page 11 of the mode transition table of the first embodiment. The flowchart of the mode transfer process which the control means of a control part performs. The table | surface which shows the page decision conditions of a mode transfer table. Main flowchart of automatic dam gate control. Main flowchart of automatic dam gate control. Hydrograph showing gate control when initial water level is higher than preliminary discharge water level. Hydrograph showing gate control when initial water level is lower than preliminary discharge water level. Hydrograph showing gate control when preliminary discharge is delayed and the preliminary discharge water level cannot be secured. The figure which shows the area | region set based on the relationship between a water storage level and a discharge flow rate. Page 1 of the mode transition table of the second embodiment. Page 2 of the mode transition table of the second embodiment. Page 3 of the mode transition table of the second embodiment. Page 4 of the mode transition table of the second embodiment. Page 5 of the mode transition table of the second embodiment. Page 6 of the mode transition table of the second embodiment. Page 7 of the mode transition table of the second embodiment. Hydrograph showing gate control when initial water level is higher than preliminary discharge water level. Hydrograph showing gate control when initial water level is lower than preliminary discharge water level. Hydrograph showing gate control when preliminary discharge is delayed and the preliminary discharge water level cannot be secured.

Explanation of symbols

  DESCRIPTION OF SYMBOLS 1 ... Dam gate automatic control apparatus, 2 ... Upstream rain gauge, 3 ... Upstream water level gauge, 4 ... Telemeter transmission apparatus, 5 ... Telemeter receiver, 6 ... Dam rain gauge, 7 ... Dam water level gauge, 8 ... Gate drive apparatus, 9 DESCRIPTION OF SYMBOLS ... Gate opening meter, 10 ... Input / output relay device, 11 ... Operation display console, 12 ... Power station (power center), 13 ... Data transmission unit, 14 ... Communication control unit, 15 ... Information transmission device, 16 ... Operation record Printer, 17 ... Observation recording printer, 20 ... System monitoring console, 21a, 21b ... Communication line, 22 ... Input / output unit, 23a ... Priority processing unit, 23b ... Standby processing unit, 24a ... Priority control unit, 24b ... Standby control unit 25, support terminals, 26a, 26b, control means, 27a, 27b, storage means, 28a, 28b, operation display terminals.

Claims (4)

A storage means for storing a plurality of control modes for controlling the opening and closing of the dam gate in response to the storage information measured at the dam, the gate opening and other management information, and the calculation information obtained based on the management information,
When the management information is input, the calculation information is obtained based on the management information, and the control mode corresponding to the management information and the calculation information is selected from a plurality of control modes stored in the storage unit, and the selected A dam gate automatic control device comprising: control means for generating a signal relating to the opening of the dam gate according to a control mode.   2. The automatic dam gate control device according to claim 1, wherein the control means receives the management information at a predetermined time interval.   3. The automatic dam gate control device according to claim 1, wherein the control means obtains a target discharge amount in accordance with a selected control mode, and generates a signal related to the opening of the dam gate based on the target discharge flow rate. apparatus. 4. The automatic dam gate control device according to claim 1, wherein the storage unit stores the management information and the calculation information in association with each of the corresponding control modes. 5. Dam gate automatic control device.

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