JP3293193B2 - Weir discharge calculation method - Google Patents
Weir discharge calculation methodInfo
- Publication number
- JP3293193B2 JP3293193B2 JP27064792A JP27064792A JP3293193B2 JP 3293193 B2 JP3293193 B2 JP 3293193B2 JP 27064792 A JP27064792 A JP 27064792A JP 27064792 A JP27064792 A JP 27064792A JP 3293193 B2 JP3293193 B2 JP 3293193B2
- Authority
- JP
- Japan
- Prior art keywords
- weir
- flow rate
- discharge
- water level
- calculation
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
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Description
【発明の詳細な説明】DETAILED DESCRIPTION OF THE INVENTION
【０００１】[0001]
【産業上の利用分野】本発明は、河川に設置された堰の
ゲートの開度を、放流量を演算しながら予め指定された
条件に従い自動制御する堰自動制御装置にて、放流量を
演算する堰の放流量演算方法の改良に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to an automatic weir control device that automatically controls the opening of a gate of a weir installed in a river in accordance with a predetermined condition while calculating a discharge amount. The present invention relates to an improvement in a discharge flow calculation method for a weir.
【０００２】[0002]
【従来の技術】図３は１例の堰自動制御システムのブロ
ック図、図４は堰の放流量演算に用いるヘンリー式を示
す図である。2. Description of the Related Art FIG. 3 is a block diagram of an example of an automatic weir control system, and FIG. 4 is a diagram showing a Henry equation used for calculating a discharge rate of a weir.
【０００３】図３の堰自動制御装置３０は、堰上流水位
ｈ1 ，堰下流水位ｈ2 を水位計より入力し、又ゲート３
２の開度ａも入力し、放流量演算部３１にて放流量を演
算し、治水，洪水時に応じ予め指定された条件に従い、
ゲート３２の開度を自動的に制御するようにしている。An automatic weir control device 30 shown in FIG. 3 inputs a weir upstream water level h 1 and a weir downstream water level h 2 from a water level meter.
2 is also inputted, and the discharge amount is calculated by the discharge amount calculating unit 31. According to the conditions specified in advance according to the flood control and the flood,
The opening of the gate 32 is automatically controlled.
【０００４】この放流量演算部３１にて放流量を演算す
るのに従来はヘンリー式を用い行っている。ヘンリー式
とは、図４の（１）に示す、Ｑ＝ｃ1 ａＢ（２ｇｈ1 ）
1/2 の式であり、図４の（２）に示す如く、ｘ≦０又は
ｈ2 ／ａ＜Ｋの時は自由流出のｃ1用い、図４の（３）
に示す如く、ｘ＞０，且つｈ2 ／ａ≧Ｋの時は、ａより
ｈ2が大きい状態の潜り流出のｃ1 用い、堰の放流量Ｑ
を演算し、堰自動制御装置のゲートの開度を、予め指定
された条件に従い自動的に制御するのに用いている。Conventionally, the discharge flow rate is calculated by the discharge flow rate calculation section 31 using a Henry equation. The Henry equation is represented by Q = c 1 aB (2gh 1 ) shown in FIG.
As shown in FIG. 4 (2), when x ≦ 0 or h 2 / a <K, free outflow c 1 is used, and FIG. 4 (3)
As shown in the figure, when x> 0 and h 2 / a ≧ K, c 1 of dive outflow with h 2 larger than a is used, and weir discharge Q
Is used to automatically control the opening degree of the gate of the automatic weir control device in accordance with conditions specified in advance.
【０００５】尚求めた放流量は、プリンタ３３，ワーク
ステーション３４，操作卓３５及び上位装置に出力して
いる。[0005] The obtained discharge flow rate is output to a printer 33, a work station 34, a console 35 and a host device.
【０００６】[0006]
【発明が解決しようとする課題】しかしながら、洪水と
なり、堰のゲートを開いた場合、堰上流水位ｈ1 と堰下
流水位ｈ2 との関係がｈ1 ≦ｈ2 （センサーにて、水位
を測定する場合波浪等の影響にてｈ1 ＜ｈ2 となること
もある）になると、演算不能になり、堰自動制御装置で
は予め指定した条件に従い連続してゲートの開度を自動
制御が出来なく手動操作とせねばならない問題点があ
る。[SUMMARY OF THE INVENTION However, it is flooding, if you open the gate of the dam, the relationship between the weir upstream water level h 1 and weir downstream water level h 2 is at h 1 ≦ h 2 (sensors, measuring the water level H 1 <h 2 due to the effect of waves, etc.), the calculation becomes impossible, and the automatic weir control device cannot automatically control the gate opening continuously according to the conditions specified in advance. There is a problem that must be done manually.
【０００７】本発明は、堰上流水位ｈ1 と堰下流水位ｈ
2 との関係の如何に関わらず、放流量の演算が出来、堰
自動制御装置では予め指定した条件に従いゲートの開度
を連続して自動制御が出来る堰の放流量演算方法の提供
を目的としている。According to the present invention, the weir upstream water level h 1 and the weir downstream water level h
Regardless of the relationship with 2 , the purpose of the purpose of the present invention is to provide a weir discharge flow calculation method capable of calculating the discharge flow rate and automatically controlling the gate opening continuously according to the conditions specified in advance by the weir automatic control device. I have.
【０００８】[0008]
【課題を解決するための手段】図１は本発明の原理図で
ある。図１に示す如く、ステップ１にて、堰上流水位ｈ
1 と堰下流水位ｈ2 との差Δｈを求め、所定の値より大
きい時はステップ２にてヘンリー式にて演算し、所定の
値より小さい時はステップ３にて河川流量演算式で演算
するようにするも、ステップ５にてヘンリー式より河川
流量演算式演算に切り替えた時堰下流水位上昇にも関わ
らず流量が減少したたかどうかを判定し、堰下流水位上
昇にも関わらず流量が減少した時は、ステップ７にて前
回のヘンリー式により演算した放流量を用い、減少して
ない時はステップ８にて今回の放流量を使用し、ステッ
プ４にて河川流量演算式よりヘンリー式演算に切り替え
た時、堰下流水位減少にも関わらず流量が増加したかを
判定し、堰下流水位減少にも関わらず流量が増加した時
は、ステップ６にて前回の河川流量演算式により演算し
た放流量を用い、増加していない時はステップ９にて今
回の放流量を使用するようにする。FIG. 1 is a diagram illustrating the principle of the present invention. As shown in FIG. 1, in Step 1, the weir upstream water level h
The difference Δh between 1 and the weir downstream water level h 2 is calculated. If it is larger than a predetermined value, it is calculated by Henry's formula in step 2, and if it is smaller than the predetermined value, it is calculated by river flow formula in step 3. In such a case, it is determined whether or not the flow rate has decreased in spite of the rise in the water level downstream of the weir when switching from the Henry formula to the calculation of the river flow rate in step 5, and the flow rate has decreased despite the rise in the water level downstream of the weir. At the time, the discharge rate calculated by the previous Henry's formula is used in step 7; if not reduced, the current discharge rate is used in step 8; At the time of switching, it is determined whether or not the flow rate has increased in spite of the decrease in the weir downstream water level. If the flow rate has increased in spite of the decrease in the weir downstream water level, the discharge calculated by the previous river flow rate calculation equation in step 6 is used. Use flow rate to increase When you are not is to use the current discharge amount in step 9.
【０００９】[0009]
【作用】本発明によれば、ステップ１にて堰上流水位ｈ
1 と堰下流水位ｈ2 との差Δｈを求め、所定の値より大
きい時はステップ２にてヘンリー式にて演算し、所定の
値より小さい時は、堰のない通常の河川状態であるの
で、ステップ３にて、放流量Ｑ＝ＡＨ2 ＋ＢＨ＋Ｃ（但
しＡ，Ｂ，Ｃは定数，Ｈは堰上流水位）の河川流量演算
式で演算するようにする。According to the present invention, in step 1, the weir upstream water level h
The difference Δh between 1 and the weir downstream water level h 2 is obtained, and when it is larger than a predetermined value, it is calculated by the Henry formula in Step 2, and when it is smaller than the predetermined value, it is a normal river state without a weir. In step 3, the discharge flow rate is calculated using a river flow rate calculation equation of discharge quantity Q = AH 2 + BH + C (where A, B, and C are constants, and H is the weir upstream water level).
【００１０】しかし、ステップ５にて、ヘンリー式より
河川流量演算式演算に切り替えた時堰下流水位上昇にも
関わらず流量が減少したたかどうかを判定し、水位上昇
にも関わらず流量が減少した時は、演算式を変更した為
にたまたま生じたものであるので、ステップ７にて前回
のヘンリー式により演算した放流量を用い、減少してな
い時はステップ８にて今回の放流量を使用する。However, in step 5, when the calculation is switched from the Henry type to the river flow type calculation type, it is determined whether or not the flow rate has decreased despite the rise in the water level downstream of the weir. Is generated by accident due to the change of the arithmetic expression. Therefore, in step 7, the discharge amount calculated by the previous Henry's expression is used, and if not reduced, the current discharge amount is used in step 8. .
【００１１】又ステップ４にて河川流量演算式よりヘン
リー式演算に切り替えた時、堰下流水位減少にも関わら
ず流量が増加したかを判定し、水位減少にも関わらず流
量が増加した時は、演算式を変更した為にたまたま生じ
たものであるので、ステップ６にて前回の河川流量演算
式により演算した放流量を用い、増加していない時はス
テップ９にて今回の放流量を使用するようにする。When the flow rate is switched from the river flow rate calculation type to the Henry type calculation in step 4, it is determined whether the flow rate has increased despite the decrease in the water level downstream of the weir. , Which happens to occur because the formula has been changed. Therefore, the discharge rate calculated by the previous river flow rate calculation equation is used in step 6; if not increased, the current discharge rate is used in step 9 To do it.
【００１２】即ち、堰上流水位ｈ1 と堰下流水位ｈ2 と
の関係がｈ1 ≦ｈ2 となっても、放流量の演算が出来、
且つ河川流量演算式よりヘンリー式に切り替えた時、堰
下流水位下降にも関わらず今回の放流量が増加していれ
ば、演算式を変更した為にたまたま生じたものであるの
で、前回演算した放流量を使用し、ヘンリー式より河川
流量演算式に切り替えた時、堰下流水位上昇にも関わら
ず今回の放流量が減少していれば、演算式を変更した為
にたまたま生じたものであるので、前回演算した放流量
を使用するので、放流量は精密に演算出来、堰自動制御
装置では予め指定した条件に従いゲートの開度を連続し
て自動制御が出来るようになる。That is, even if the relationship between the weir upstream water level h 1 and the weir downstream water level h 2 satisfies h 1 ≦ h 2 , the discharge amount can be calculated,
In addition, when switching from the river flow rate calculation formula to the Henry formula, if the current discharge rate increases despite the lowering of the water level downstream of the weir, it occurred accidentally due to a change in the calculation formula, so the previous calculation was performed. When using the discharge rate and switching from the Henry formula to the river flow rate formula, if the current discharge rate decreases despite the rise in the water level downstream of the weir, this has happened due to a change in the formula. Therefore, since the previously calculated discharge flow rate is used, the discharge flow rate can be precisely calculated, and the automatic weir control device can automatically control the gate opening continuously according to the conditions specified in advance.
【００１３】[0013]
【実施例】図２は本発明の実施例の放流量演算部のブロ
ック図である。図２の放流量演算部は図３の堰自動制御
装置３０の放流量演算部３１の本発明の実施例を示すも
ので、放流量演算は通常２秒間隔で行う。FIG. 2 is a block diagram of a discharge amount calculating section according to an embodiment of the present invention. 2 shows an embodiment of the present invention of the discharge amount calculating section 31 of the automatic weir control device 30 of FIG. 3, and the discharge amount calculation is usually performed at intervals of 2 seconds.
【００１４】図２の水位開度入力部１０は、堰上流水位
ｈ1 ，堰下流水位ｈ2 ，ゲートの開度ａを例えば２秒毎
に取込み、ｈ1 ，ｈ2 ，ａ保存部２０に保存すると共
に、堰上流水位ｈ1 ，堰下流水位ｈ2 を水位差分演算部
１１に入力し、Δｈ＝ｈ1 −ｈ 2 を演算させ、Δｈを基
準値比較部１２に送らせ、Δｈと例えば５ｃｍである基
準値ｃと比較し、Δｈ≧ｃの時は、ヘンリー式演算部１
３にてｈ1 ，ｈ2 ，ａ保存部２０より堰上流水位ｈ1 ，
堰下流水位ｈ2 ，ゲートの開度ａを読出し、図４に示す
ヘンリー式にて放流量を演算させ、放流量を前回演算方
式判定部１５ー１に送り、Δｈ＜ｃの時は、河川流量演
算部１３にて、ｈ1 ，ｈ2 ，ａ保存部２０より堰上流水
位ｈ1 を読出し、放流量Ｑ＝ＡＨ2 ＋ＢＨ＋Ｃ（但し
Ａ，Ｂ，Ｃは定数，Ｈは堰上流水位）の河川流量演算式
で演算させ、放流量を前回演算方式判定部１５ー２に送
る。The water level opening input unit 10 in FIG.
h1, Weir downstream water level hTwo, Gate opening a every 2 seconds, for example
And h1, HTwo, A when saved in the storage unit 20
The weir upstream water level h1, Weir downstream water level hTwoIs the water level difference calculation unit
11 and Δh = h1-H Two, And based on Δh
Let the quasi-value comparison unit 12 send
Compared with the quasi-value c, when Δh ≧ c, the Henry's formula operation unit 1
H at 31, HTwo, A Water level h upstream from the storage unit 201,
Weir downstream water level hTwo, The gate opening a is read out and shown in FIG.
Calculate discharge flow by Henry formula and calculate discharge flow last time
Sent to the formula judgment unit 15-1, and when Δh <c, the river flow rate
In the calculation unit 13, h1, HTwo, A upstream water from the storage unit 20
H1And discharge flow Q = AHTwo+ BH + C (however
A, B, C are constants, H is the weir upstream water level)
And the discharge flow rate is sent to the previous calculation method determination unit 15-2.
You.
【００１５】尚前回演算方式保存部２１では前回放流量
を演算したのはヘンリー式か河川流量演算式かを保存
し、前回放流量保存部２２では前回演算した放流量を保
存している。The last calculation method storage unit 21 stores whether the last discharge flow was calculated by the Henry formula or the river flow calculation formula, and the last discharge flow storage unit 22 stores the discharge flow calculated last time.
【００１６】前回演算方式判定部１５ー１では、前回演
算方式保存部２１より前回の演算方式を読出し、ヘンリ
ー式の場合は今回求めた放流量を放流量出力部１７より
出力し、河川流量演算式使用の場合は、放流量増加判定
部１６ー１に送り、前回放流量保存部２２より前回演算
した放流量を読出し、堰下流水位下降にも関わらず今回
の放流量が増加していれば、演算式を変更した為にたま
たま生じたものであるので、前回演算した放流量を放流
量出力部１７より出力し、減少していれば今回演算した
放流量を放流量出力部１７より出力する。The previous calculation method judging section 15-1 reads the previous calculation method from the previous calculation method storage section 21. In the case of the Henry method, outputs the discharge amount obtained this time from the discharge amount output section 17, and outputs the river flow amount. In the case of using the formula, the discharge amount is sent to the discharge amount increase determination unit 16-1, and the previously calculated discharge amount is read from the previous discharge amount storage unit 22. , Because the calculation formula was changed by chance, the previously calculated discharge flow is output from the discharge flow output unit 17, and if it has decreased, the discharge flow calculated this time is output from the discharge flow output unit 17. .
【００１７】前回演算方式判定部１５ー２では、前回演
算方式保存部２１より前回の演算方式を読出し、河川流
量演算式の場合は今回求めた放流量を放流量出力部１７
より出力し、ヘンリー式使用の場合は、放流量増加判定
部１６ー２に送り、前回放流量保存部２２より前回演算
した放流量を読出し、堰下流水位上昇にも関わらず今回
の放流量が減少していれば、演算式を変更した為にたま
たま生じたものであるので、前回演算した放流量を放流
量出力部１７より出力し、増加していれば今回演算した
放流量を放流量出力部１７より出力する。The previous calculation method judging section 15-2 reads the previous calculation method from the previous calculation method storage section 21 and, in the case of the river flow rate calculation equation, uses the discharge amount obtained this time as the discharge amount output section 17.
In the case of Henry type use, it is sent to the discharge rate increase determination section 16-2, and the previously calculated discharge rate is read out from the previous discharge rate storage section 22. If it has decreased, it has happened because the arithmetic expression has been changed. Therefore, the previously calculated discharge flow is output from the discharge output unit 17, and if it has increased, the discharge flow calculated this time is output. Output from the unit 17.
【００１８】以上の動作は例えば２秒毎に繰り返され
る。即ち、水位差の如何に関わらず、放流量の演算が出
来、且つ河川流量演算式よりヘンリー式に切り替えた
時、水位下降にも関わらず今回の放流量が増加していれ
ば、演算式を変更した為にたまたま生じたものであるの
で、前回演算した放流量を使用し、ヘンリー式より河川
流量演算式に切り替えた時、水位上昇にも関わらず今回
の放流量が減少していれば、演算式を変更した為にたま
たま生じたものであるので、前回演算した放流量を使用
するので、放流量は精密に演算出来、堰自動制御装置で
は予め指定した条件に従いゲートの開度を連続して自動
制御が出来るようになる。The above operation is repeated, for example, every two seconds. That is, irrespective of the water level difference, the discharge flow can be calculated, and when the river discharge calculation formula is switched to the Henry formula, if the discharge flow this time increases despite the water level drop, the calculation formula is Since it happened because of the change, using the discharge rate calculated last time, when switching from the Henry type to the river flow rate calculation type, if the current discharge rate is decreasing despite the rise in water level, Since it happened because the formula was changed, the discharge flow calculated last time is used, so the discharge flow can be calculated precisely, and the automatic weir controller continuously changes the gate opening according to the conditions specified in advance. Automatic control.
【００１９】[0019]
【発明の効果】以上詳細に説明せる如く本発明によれ
ば、堰上流水位と堰下流水位との差の如何に関わらず、
放流量が精密に演算出来、堰自動制御装置では予め指定
した条件に従いゲートの開度を連続して自動制御が出来
るようになる効果がある。As described above in detail, according to the present invention, regardless of the difference between the weir upstream water level and the weir downstream water level,
The discharge flow rate can be precisely calculated, and the automatic weir control device has the effect that the gate opening can be continuously and automatically controlled according to the conditions specified in advance.
【図１】は本発明の原理図、FIG. 1 is a principle diagram of the present invention,
【図２】は本発明の実施例の放流量演算部のブロック
図、FIG. 2 is a block diagram of a discharge amount calculation unit according to the embodiment of the present invention;
【図３】は１例の堰自動制御システムのブロック図、FIG. 3 is a block diagram of an example of a weir automatic control system,
【図４】は堰の放流量演算に用いるヘンリー式を示す図
である。FIG. 4 is a diagram showing a Henry equation used for calculating the discharge flow rate of a weir.
１０は水位開度入力部、 １１は水位差分演算部、 １２は基準値比較部、 １３はヘンリー式演算部、 １４は河川流量演算部、 １５ー１，１５ー２は前回演算方式判定部、 １６ー１，１６ー２は放流量増加判定部、 １７は放流量出力部、 ２０はｈ1 ，ｈ2 ，ａ保存部、 ２１は前回演算方式保存部、 ２２は前回放流量保存部、 ３０は堰自動制御装置、 ３１は放流量演算部、 ３２はゲート、 ３３はプリンタ、 ３４はワークステーション、 ３５は操作卓を示す。10 is a water level opening input section, 11 is a water level difference calculation section, 12 is a reference value comparison section, 13 is a Henry type calculation section, 14 is a river flow rate calculation section, 15-1 and 15-2 are previous calculation method determination sections, 16-2 1,16 - 2 is discharged amount increase determination unit, the discharge amount output unit 17, 20 h 1, h 2, a storage unit, 21 previously calculated mode storage unit, 22 the previous discharge amount storage unit, 30 Denotes a weir automatic control device, 31 denotes a discharge amount calculation unit, 32 denotes a gate, 33 denotes a printer, 34 denotes a work station, and 35 denotes a console.
フロントページの続き (58)調査した分野(Int.Cl.7，ＤＢ名) G01F 1/00 G01F 1/52 E02B 7/20 105 G05D 9/12 Continuation of the front page (58) Field surveyed (Int.Cl. 7 , DB name) G01F 1/00 G01F 1/52 E02B 7/20 105 G05D 9/12
Claims (1)
制御装置にて放流量を演算するに際し、堰上流水位（ｈ
1 ）と堰下流水位（ｈ2 ）との差（Δｈ）が、所定の値
より大きい時はヘンリー式にて演算し（Ｓ２）、 所定
の値より小さい時は河川流量演算式で演算（Ｓ３）する
ようにするも、ヘンリー式より河川流量演算式演算に切
り替えた時、堰下流水位上昇にも関わらず流量が減少し
た時は、前回のヘンリー式により演算した放流量を用い
（Ｓ７）、河川流量演算式よりヘンリー式演算に切り替
えた時、堰下流水位減少にも関わらず流量が増加した時
は、前回の河川流量演算式により演算した放流量を用い
る（Ｓ６）ようにしたことを特徴とする堰の放流量演算
方法。When calculating the discharge flow rate by a weir automatic control device that automatically controls the degree of opening of a weir gate, the weir upstream water level (h
When the difference (Δh) between 1 ) and the weir downstream water level (h 2 ) is larger than a predetermined value, it is calculated by the Henry equation (S2), and when it is smaller than the predetermined value, it is calculated by the river flow rate calculation equation (S3). ), When the flow rate is changed from the Henry type to the river flow type calculation type, and the flow rate is reduced despite the rise of the weir downstream water level, the discharge flow rate calculated by the previous Henry type is used (S7). When the flow rate is changed from the river flow rate calculation formula to the Henry formula calculation, and when the flow rate increases despite the decrease in the weir downstream water level, the discharge rate calculated by the previous river flow rate calculation formula is used (S6). Calculation method of discharge of weir.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP27064792A JP3293193B2 (en) | 1992-10-09 | 1992-10-09 | Weir discharge calculation method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP27064792A JP3293193B2 (en) | 1992-10-09 | 1992-10-09 | Weir discharge calculation method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH06117888A JPH06117888A (en) | 1994-04-28 |
| JP3293193B2 true JP3293193B2 (en) | 2002-06-17 |
Family
ID=17489008
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP27064792A Expired - Fee Related JP3293193B2 (en) | 1992-10-09 | 1992-10-09 | Weir discharge calculation method |
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| Country | Link |
|---|---|
| JP (1) | JP3293193B2 (en) |
Families Citing this family (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP5372052B2 (en) * | 2011-03-09 | 2013-12-18 | 株式会社日立製作所 | Dam management device |
| JP5595968B2 (en) * | 2011-04-19 | 2014-09-24 | 株式会社荏原製作所 | Flow control method and flow control device using gate |
| IN2015DN03971A (en) * | 2012-10-11 | 2015-10-02 | Rubicon Res Pty Ltd | |
| CN116306051B (en) * | 2023-05-24 | 2023-08-18 | 长江三峡集团实业发展(北京)有限公司 | River and lake relation water quantity exchange information determining method and device and electronic equipment |
-
1992
- 1992-10-09 JP JP27064792A patent/JP3293193B2/en not_active Expired - Fee Related
Also Published As
| Publication number | Publication date |
|---|---|
| JPH06117888A (en) | 1994-04-28 |
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