JPS637409A - Automatic sluice gate device - Google Patents

Abstract

PURPOSE:To make easier the construction and maintenance control of various facilities by a method in which a downstream level-change amplifying chamber, a downstream still-water pond leading from the gate to downstream, and a constricted water channel are provided near the gate in such a way as to enable a float to transmit the water level of the downstream level-change amplifying chamber. CONSTITUTION:A gate shaft 4b is rotatably supported on paired gate bearings 4a fixed to the inside of a water channel 3, and a circular skin plate 4d is fixed to the tip of paired arms 4c. An inlet 6 for downstream is provided on just upstream of a constricted part 3a, and a downstream still-water pond 7 connected to the other end is isolated from a downstream level-change amplifying chamber 9 by a downstream level-detecting level 8. The water pressure to a gate 4 is increased as the water level or river 1 rises, and the resistance torque of the gate 4 is increased. It is thus made possible that water is not taken-in at all during the dry season, taken-in excessively during the rainy season, and taken-in a fixed amount during the flood.

Description

DETAILED DESCRIPTION OF THE INVENTION (Field of Industrial Application) The present invention relates to an automatic water gate device for automatically controlling the flow rate of water passing through a waterway to a constant value.

(Prior Art) In order to facilitate understanding of the present invention, the uses of conventional water gates and the prior art will be sequentially explained.

Water gates can be used in two ways: to allow the required water jk to pass through, and to allow surplus water i to pass through.Of course, weirs, etc., are also used to achieve this purpose. As for the function of the water gate itself, the former requires the function of maintaining a constant water level downstream of the water gate, and the latter the function of maintaining a constant water level upstream of the water gate.

Regarding the latter, unmanned and unpowered devices have already appeared over twenty years ago, and although some have been defeated, models that create diversions and utilize the rise and fall of the water surface have been highly successful.
It has become widespread, and unmanned and unpowered applications are becoming more and more achievable.

However, its use is extremely small, and is limited to so-called check gates that dam waterways to facilitate water diversion, and spillway gates that discharge excess water from the waterway out of the waterway during rainfall. The gates, which have the function of constantly maintaining the downstream water level, which accounts for most of the uses of water gates, cannot be made unmanned or unpowered, and at present, it is difficult to operate them manually or automatically. measures the water level by a float,
The methods used include measuring the total flow rate using a weir, or measuring the flow velocity using ultrasonic waves, calculating the flow rate using electronic equipment, and controlling the gate motor.

Dear friend, recently there has been a need for a function that combines the functions of the above two types of gates. In other words, recently, when newly using river water, it is not possible to build a dam on the main river or the surface, so a dam is built for one branch, and only the surplus water is taken from the main river or the surface and stored. However, in such locations, no water is taken at all during times of drought, only the surplus water is taken in during times of abundance, and the amount of water taken is kept constant during times of flooding. However, if we look at this from the functional aspect of the gate, we need a gate (hereinafter referred to as the "upstream water level type") that has all the functions of maintaining the upstream water level at a constant level during times of high water. Sometimes, a gate with the function of keeping the downstream water level constant (hereinafter referred to as the downstream water level type) is required.
Like the downstream water level type described above, an electrical method is used, but in this case, as mentioned above, water intake restrictions are severe and the nine installation locations are often located in remote valleys. , a remote control device is also often required.

(Problems to be Solved by the Present Invention) In the prior art, firstly, the construction and maintenance of power facilities, electronic devices, and remote control devices are expensive and time consuming. Second, since the entire water level is measured using floats, the measurement accuracy is low and it is not possible to respond to the severe social situation surrounding water rights. Thirdly, in the past, the flow rate or flow velocity was measured using a weir or ultrasonic sound. However, the cost of construction and maintenance of the ultrasonic measuring device is also high. The present invention is primarily intended to solve the above three problems.

As explained in the prior art section above, unmanned and unpowered systems have already been realized in the upstream water level type, but the most popular type has a gate installed in a room near the gate. The water that flows in from the top of the bed established at the upstream point flows out from the orisuis, creating a branch flow that joins the waterway at the downstream point of the gate, so that a slight change in the upstream water level can cause a large change in the water level in the room. The gate is operated by a float floating on the water surface. However, in the case of the downstream water level type, the target is the water level downstream of the gate, so unless some kind of device is used, 1
Although it is not possible to completely form a diversion, in the present invention, the water surface of a part of the waterway downstream of the gate is gently inserted to create a critical flow to create a low water surface, and the diversion is made to join there. By using this, this type of gate can also be made unmanned and unpowered, thereby solving the first problem mentioned above.

The second problem in f is solved by increasing the length of the weir, making the overflow water depth extremely small, and using comb hole filling to lower the water level. Regarding the third problem, the basic policy is to grasp the flow rate using the above-mentioned clamping part, and at the same time, after the clamping part is inserted, the head loss is reduced by gently expanding into the water surface again, and the problem is solved. Try to find a solution.

(Means for solving the problem) In order to achieve the above object, the present invention has the following features:
A waterway downstream of the gate formed by a gate for opening and closing the waterway, a downstream water level change widening chamber provided near the gate, and a downstream water level detection weir inside the downstream water level change widening chamber. a downstream still water pond communicating with the downstream water level change widening chamber, a squeezed waterway downstream of the gate communicating with the downstream water level change widening chamber, and inside the downstream water level changing widening chamber or adjacent to the downstream water level changing widening chamber. The upstream water level change amplification chamber is installed as a gate and is set up to be affected by the water level of the river, and the gate is attached to the extended portion of the horizontal axis of the gate, and the water level in any of the above change amplification chambers is 7a- transmits the change in to the gate.
1. The present invention relates to an automatic water gate device having a configuration characterized in that: 1.

(Function) Since the present invention has the above configuration, the float moves up and down depending on the rise and fall of the water level in the waterway.

This operation allows the gate to be opened and closed.

(Example) Embodiment '5 of the present invention: This will be explained with reference to the drawings.

First, the downstream water level type will be explained with reference to FIGS. 1, 2, and 3.

A dam 2 with sufficient height is provided across the middle of the river 1, and a waterway 3 branches from the river 1 upstream of the dam 2. A gate 4 is installed immediately downstream of the dam 2, and the waterway 3 above it branches. The cross section of is completely closed by a water-shielding wall 5, and is provided at an appropriate position downstream of the installation point of the gate 4, and the insertion part 3a
The channel is narrowed gently in the water surface, and after it is inserted into the water surface where the critical flow occurs, it is gently widened again, and the bottom of the channel where it is inserted most is made as low as possible.

Explaining the structure of the gate 4, it is fixed within the water channel 3. A gate shaft 4b'' is rotatably supported by a pair of gate bearings 4a, and a circle extending across the entire width of the waterway 3 is attached to the tips of a pair of arms 4c that form a body with the gate shaft 4b. An arc-shaped skin plate '4d' is fixed to the other end of the arm 4c, and a counterweight 4e' force is freely adjustable, and the maximum opening degree of the gate 4 is determined by the stopper '4f'.
The cross section of the waterway 3 above the gate 4 is completely blocked by the water barrier wall 5, and the tip of the water barrier rubber "5a" fixed to the lower end of the water barrier wall 5 is restricted by the skin plate 4.
d'' is crimped onto the upstream surface.

A downstream water inlet 6 opens immediately upstream of the clamping part ゛3a'', that is, in a part of the water where the water surface is not completely narrowed, and a downstream water still water pond 7 is connected to the other end. The downstream water level detection weir 8 distinguishes it from the downstream water level change widening chamber 9, and there is a downstream water discharge hole 1a in the lower part of the downstream water level changing widening chamber 9.
The downstream water discharge hole 10 opens and communicates through the discharge pipe 11 into the water in the inserted part ``3a''. It is run appropriately considering the size of the width chamber 9. Also, the weir length of the downstream water level detection weir 8 and the cross-sectional area of the discharge pipe 11 are sufficiently large compared to the cross-sectional area of the downstream water discharge hole 10. The cress height is slightly lower than the predetermined planned water level and is adjustable.

In addition, the above-mentioned gate shaft is located inside the downstream water level change width expansion chamber 9.
4b' protrudes and a float shaft 13 rotatably supported by a float bearing 12 is coupled to the gate shaft 4b.

A float suspension pin 15 is fixed to the upper end of the friend link 14 integrally with the float shaft 13, a float a suspension rod 16 is rotatably suspended from this, and a float 17 is attached to the lower end of the float suspension pin 15.
is fixed.

The float suspension pin 15 is located on the lower right side of the float shaft 13, and its direction is determined as follows.

That is, when the gate 4 is fully open, no water pressure is applied to the gate 4, so the resistance torque of the gate 4 is small, but as the water level of the river 1 rises, water pressure is applied to the gate 4, so the resistance torque of the gate 4 increases. Although the resistance torque increases, the float shaft 13 in the fully open state and the fully closed state,
The ratio of the horizontal distance of the float suspension pin 15 is the same, and the ratio of the resistance torque of the gate 4 in both conditions is the same. The position of the float suspension pin 15 is determined so as to be half the difference in water surface height (hereinafter referred to as water level difference) between the pincer part "5aI".

The position of the float 17 is naturally high when the gate 4 is in the fully closed state, but at that time, the upper end is configured to match the water level at the downstream water introduction hole 6 position of the water channel 3. The lower end of the float 17 requires a little explanation. gate 4
In order for the float to maintain a stable state, it goes without saying that there must be a part of the float 17 that is constantly submerged in water, but the height of the part excluding this part that is constantly submerged in water (hereinafter referred to as the exposed part) is is the downstream water introduction hole 6 position and the insertion part I5a.
This is half the water level difference between the two locations. Given the above configuration, it goes without saying that the lower end of the exposed portion of the float 17 is at the same height as the water surface of the pincer part "3a" when the gate 4 is fully open. Even if the part is flooded, the float suspension bottle 15 will remain suspended.
It is sufficiently weighted.

The position of the relative weight "4e" is adjusted so that when the water surface around the float 170 is at a height fK" which is half the height of the exposed part, the rotating part of the - link is balanced and stands still.

Friend, in places where the downstream water level type is used, it is often preferable not to take water in the event of a major flood.
In the example, the water level at which the water intake of river 1 should be resumed is
At the inlet 18a, the water injection pipe 18 opens, rises once, and creases) 18b.In other words, after the inner and lower surfaces of the highest part meet the water level at which water intake should be stopped, it reverses and descends, and the discharge port at the lower end is opened. '18c' is from the entrance '18a'
It opens into the downstream water level change amplification chamber 9 at a sufficiently low height. Valve seat of float valve 19 f? ,
protrudes around the outlet 18c'' of the water injection pipe 18 and is fixed to the support rod 19b'', which is rotatably supported by the hinge 19c'' and has a float portion 19d at the other end. The valve seat "19a" is configured to be in close contact with the discharge port "18c" when the valve seat "19a" is fixed and the water level in the downstream water level change widening chamber 9 is equal to the frest of the downstream water level detection weir 8. Next, an application example will be described in which the above embodiment is applied to function as a function of upstream and downstream water positions. In the upstream and downstream water level type,
Since it is desirable that water intake continues even during a flood, the water injection pipe and float valve 19 need to be removed from the configuration.

Next, regarding the added components, see Figures 4 and 5.
To explain with a diagram, an upstream water introduction port 20 opens into flowing water in a river 1, and an upstream water still water pond 21 connected to this,
The upstream water level detection weir 22 distinguishes it from the upstream change width increasing chamber 23 . The height of the frest of the upstream water level detection weir 22 is slightly lower than the planned water level of the predetermined river 1, and is not variable. An upstream water discharge pipe 24 opens underwater in the upstream water level change widening chamber 23, and the other end is connected to the drain pipe 11. The gate shaft 4b has a watertight structure, completely penetrates the partition wall, and protrudes into the upstream water level change amplification chamber 23. A flexible water pipe 25 and a flexible ventilation pipe 26 are connected to the lower and upper ends of the hollow part of the float 17, respectively, and the other end is connected to the water in the downstream water level change amplification chamber 9 and to the air. It's open.

Next, to explain the points to be changed, first, the height of the frest of the downstream water level detection weir 8 is fixed constant, and as already mentioned above, the gate axis 4b' is
The position of the float suspension bin 15 is changed to the upper left of the float shaft 13 that protrudes into the upstream water level change amplification chamber 23 and is connected to it, and its quantitative position is such that the water intake sound can be read at the time of the maximum flood. The rock is determined based on the fully closed state and the fully open state, and the float 17 is also suspended in the upstream water level change amplification chamber 23, and even at its upper end, the gate 4
The water level is set to match the planned water level of River 1 when the water level is fully open. There is no need to change the position of the weight "4e".

Before explaining the general functions, the partial functions obtained by the partial configuration will be explained in advance. First, the function of the inserting part '3a will be explained. In Figure 2, cross section I shows the cross section at the downstream water introduction hole 6 position where there is no interpolation at all and the water flow is a normal flow, and cross section ■ shows the cross section at the downstream water introduction hole 6 position where the water surface is intercalated and the water flow is a critical flow. The cross section 3a' shows a cross section of the inserted part 3a', and the cross section 3 shows a cross section where the width is gradually widened again and the water flow becomes a regular flow again.

Each symbol in the M2 diagram is as follows.

h1 = high elevation from the water surface of cross section l to the channel bottom of cross section H, hvl: velocity head of cross section I, hvl: head loss between cross section I and cross section ■, h2 =
Water depth at cross section ■, hγ2: Head loss between cross section ■ and cross section ■, Firstly, the water level difference between cross section I and cross section ■ will be explained from a hydraulic perspective.

The total water mass of cross section ■■ (is, H = hl + hvlhγl There is a well-known law that says that in a critical flow, the water depth is 2/3 of the total water volume. Therefore, the height of the water surface of cross section 1 and cross section ■ The difference in water level 2 is in 2 - (2) From equation (2) above, it can be seen that in order to increase the water level difference 2, the bottom of the waterway in cross section ■ should be lowered.

In any case, in an actual waterway, cross section I and cross section ■
During this period, a water level difference of several tens of centimeters occurs, and a branch flow is also generated between the two cross sections, starting from the internal water inlet 6, passing through the discharge pipe 11, and reaching the inserted part "r3a1".

Next, it will be explained that by controlling the position of the internal water inlet 6, that is, the water level of the cross section 1, to be constant, the amount of water passing through the cross section 2 can be made constant. First, since the water flow at cross section ■ is a critical flow, hydraulically its properties are no different from those of a weir, and if the water level at cross section ■ is controlled to a constant level by gate 4, the total amount of water passing through this area will be reduced. Of course, is constant. However, even if the amount of water passing through cross section H is constant, it includes the flow rate from the discharge pipe 11, and that amount is not constant, so the flow rate between cross section l and cross section ■ changes slightly. Therefore, the water head loss hrt between section 1 and section 2 changes, and as a result, the water level at section 1 is not constant.

There is a problem, but from a practical point of view, it is normal.

The head loss between section 1 and section 2 is extremely small, only a few millimeters, and the flow rate through the discharge pipe 11 is only several tenths of the total flow rate.

Therefore, if the water level at cross section I, that is, the internal water introduction hole 6 position is kept constant, the flow rate in the downstream portion of the water channel 3 can be kept constant.

Next, although it has the same function as a weir in that it produces a large local water level difference as described above and can measure the amount of water passing through, the water head loss at the insertion part 3a' position is small. I need to explain the whole thing, but if you gradually widen it on the hydraulic palm, that is, if you widen it slowly again, most of the energy that is once converted into a velocity head at the inserted part will be lost.

It is converted into potential energy again, and as shown in Figure 2, the water level at cross section (■) rises again, and the loss of water head between cross section (■) and cross section (■) is only a few tens of millimeters. Accordingly, the problems of uneconomical problems associated with head losses due to weirs or with the use of ultrasound can be eliminated.

Also, by assembling the weir 8 and the discharge hole IQ, a phenomenon in which a slight change in the water level upstream of the weir causes a large change in the water level between the weir 8 and the discharge hole 100 will be explained. It goes without saying that the purpose of this explanation is to explain that the water level changes upstream of the weir, that is, in the waterway 3 and river 1, can all be extremely small. That is, since the length of the weir is extremely large compared to the cross-sectional area of the discharge hole 10, the overflow at the top of the Q layer is extremely small when the water level upstream of the weir is stable. Therefore, if the water level falls slightly, there will be no overflow at the top of the layer, and the water surface between the PVC discharge holes 10 will be downstream of the discharge holes 10, i.e. For example, if the water level becomes the same as the water level at the insertion part '3a, in other words, if the water level downstream of the weir drops slightly, it goes without saying that the water level between the weir and the discharge hole 10 will drop significantly.

We will explain the case where the water level downstream of the weir rises.

The flow rates from the weir 8 and the discharge hole 10 are respectively expressed by the following equations.

Q = Cs B, h 5/2
(3) Q = C2, A, fT door L (4) Where, Q: Flow rate C2: Flow rate of the discharge hole C1: Flow rate coefficient of the weir A: Cross-sectional area of the discharge hole B: Weir length g: Acceleration of gravity h : Overflow H: Water level difference between the inlet and outlet of the discharge hole Next, when h increases slightly by Δh, how the water level difference H between upstream and downstream of the discharge hole changes will be calculated. (3) The differential amount of equation (4) is obtained from the above two equations as follows: ΔH = 3 - Δh (7) ΔH calculated here is the water level difference between upstream and downstream of the discharge hole, but Δh is extremely small. Therefore, it is safe to assume that the water level difference downstream of the discharge hole is constant, so it is safe to consider ΔH as the amount of water level change between the weir and the discharge hole.

Now, to explain the case of h = 1.50m as an example, Z
= 1.5073 = CL50m Because it had been in a stable state for a long time, the water level around float 170 and inside the tank was half the height of the exposed part, and gate 4 was a stationary tube, but H , is the smallest in the downstream water level type when the gate is fully closed, and in the upstream and downstream water level type when the gate is in the fully closed condition, but the minimum ■ is the same in both cases. , Considering the configuration explained above, H=Z/4=α50/4=I1125m Now, if we assume that the overflow edge at this time is 5 cm.

ΔH=3X Penalty Δ11=75.0Δh Although the above calculation is just an example, a slight rise downstream of the weir causes the water level downstream of the weir to rise significantly.

Therefore, gate 4 is operated due to the rise, and the water level is corrected again, but now, changing the above calculation and viewpoint, how far should the water level downstream of the weir rise? Calculate whether the water level will be almost the same as the water level downstream of the weir.

ΔH=α500-α125-α3757/13H3×α
125 Therefore, the water level downstream of the weir is from the initial overflow edge α005m,
Furthermore, if LOO5771 rises, the water level downstream of the weir will be
The water level will be almost the same as the water level downstream of the weir. In short, the change in the overflow edge of the weir is only 10c! ! If it is about L, the water level downstream of the weir will move by 50α, so the gate opening degree can be corrected without fail, and it has been found that the change in the water level downstream of the weir can be suppressed to about 10CIF1.

Now that the preliminary explanation has been completed, the functions of the downstream water level type will be explained. In Figures 1 to 3, river 1
When the water level in the downstream still water reservoir 7 is lower than the crest of the downstream water level detection weir 8, the water level in the downstream water level change amplification chamber 9 is equal to the water level at the insertion part "3a", The lower end of the exposed part of the float 17 will be at the same height as the water surface of the insertion part "3&" only when the gate 4 is fully opened and the water level of the channel 5 is at the planned water level. Gate 4 opens fully due to an unbalanced force equal to the weight of water half the volume of the exposed part of gate 4, and stopper 4
f K is supported and stationary, the skin blade 4d is exposed in the air, the flowing water flows into the water channel 3 without any restrictions, and water intake continues as much as possible.

In addition, when the water level of the river 1 is sufficiently high and the water intake amount of the waterway 3 approaches a predetermined limit, overflow occurs from above the frest of the downstream water level detection weir 8 into the downstream water level change width expansion chamber 9, and The water level will rise slightly, but when the lower half of the exposed part of the float 17 is submerged, the gate 4 will remain stationary and continue to take in the prescribed amount of water.

However, when the water level of the river 1 further rises and the water level in the waterway 3 exceeds a predetermined planned waterway (C), the amount of overflow water on the downstream water level detection weir 8 increases rapidly.

The water level in the downstream water level change width increasing chamber 9 rises, and the float 17
The upper half of the exposed part of the waterway is also submerged in water, and the resulting buoyancy acts on the gate 4, which closes slightly, but even if the gate 4 closes only slightly, the water level in the waterway 3 decreases, causing an increase in downstream water level change. The amount of water flowing into the width chamber 9 is drastically reduced, and the water level in the room is lowered.

- On the other hand, since the float 17 itself rises, the gate 4 becomes stationary again and the predetermined amount of water intake can continue. in this way,
Since the amount of operation of gate 4 at one time is extremely small,
The movement of the gate 4 is smooth, as if it were a continuous movement.

If the water level of river 1 continues to rise further, gate 4 will be immediately closed each time and a fixed amount of water intake will continue.
If the height of the frest of the downstream water level detection weir 8 is adjusted in advance, the amount of water intake can be changed according to the required amount of water.

Here, a supplementary explanation will be given regarding the groove bottom in the case where the frest of the downstream water level detection weir 8 is made variable.

It goes without saying that the stopper 1'4t' of the gate 4 is set so that the lower end of the skin plate la' matches the water level (at the time of maximum water intake), but when the water level difference z'5e - the minimum flow rate, the cross section I It is clear from the constraints on the height of the exposed lower end of the float 17 in the fully open state and the height of the upper end of the float in the fully closed state that the water level should be the same as the water level of the clamping part 3 at the maximum flow rate. It is.

However, there is a limit to the range of flow rate adjustment by the height of the frest of the downstream water level detection weir 8.

If a significantly larger range of flow rate adjustment is required, the objective can be achieved by separately providing an adjustable gate between sections I and II.

In this way, a fixed amount of water intake continues, but due to rainfall in general water intakes, such as water for rice fields, etc., water is no longer needed, or rather, when it reaches a stage where drought damage cannot be prevented, the water injection pipe 18 River water flows from the frest into the downstream water level change amplification chamber 9, the indoor water level and the float 17 rise at once, and the gate 4 is fully closed, but at the same time, the float portion '1q, 1° of the float valve 19: The buoyant force acts on the 'valve seat'19a',' and the discharge port of the water injection pipe 18'j8c
”, the inflow from the water injection pipe 18 is restricted, and the water level in the downstream water level change amplification chamber 9 is kept constant at a height slightly lower than the crest of the downstream water level detection weir 8. Sauce,
The gate 4 remains fully closed, but no matter how high the water level of the river 1 becomes, the inflow from the water injection pipe 18 is controlled by the float valve 19 and will not increase significantly, so the downstream water level will increase. Since the water level in the variable width expansion chamber 9 never becomes higher than the frest of the downstream water level detection weir 8, water flowing into the water channel 3 flows from the downstream water discharge hole 10 through the discharge pipe 11. With only a small amount of water available, water intake can effectively be stopped.

A siphon phenomenon has already been formed in the water injection pipe 18, and the periphery of the valve seat '19a' protrudes to surround the discharge port 18C, completely preventing the siphon from breaking due to air intrusion. Therefore, the water level of river 1 is at water injection pipe 1.
The above condition is maintained until the water level decreases at the inlet '18b i of 8, but at this point, air enters the water injection pipe 18 and water flows from the water injection pipe 18 into the downstream water level change width chamber 9. Since the inflow is stopped, the indoor water level decreases, the gate 4 opens, and the flow rate of the waterway 3 gradually increases.The indoor water level stops decreasing due to the inflow from the downstream water level detection weir 8 again, and the fugate 4 becomes stationary. , intake of a predetermined amount of water begins.

As mentioned above, the downstream water level type function is fully activated during times of drought without any restrictions, and during times of small floods,
The system takes the required amount of water, and in the event of a major flood, the water intake is almost completely interrupted, and when the water level decreases, the water intake starts again at a predetermined amount. It is ideal for taking water from areas with existing facilities and for diverting water from main canals. In addition, in the flood control Tomomi Pond, it is necessary to discharge as much water as possible according to the allowable capacity of the downstream drainage channel to prepare for the influx of flood water in the future, but if all the water injection pipes 18 are removed,
It is also suitable for this purpose.

Next, the functions of the next upstream and downstream water level type system will be explained based on FIGS. 4 and 5 by applying the above configuration and functions. In the upstream/downstream water level type, the water level of river 1 is determined by the upstream water level detection weir 2.
2, the water level of the pincer part 3a is lower than the lower end of the exposed part of the float 17, as explained above, so the gate 4 is fully closed.

Therefore, if the height of the frest of the upstream water level detection weir 22 is appropriately determined, there is no fear of infringing on vested water rights downstream of the river 1 during drought.

However, when the flow rate of the river 1 increases and a margin is created in the flow rate, an inflow occurs from the frest of the upstream water level detection weir 22 into the upstream water level change widening chamber 23, and the water level inside the chamber begins to rise.
At this stage, there is no water inside the float 17, so when the exposed upper part of the float 17 is submerged in water, buoyancy acts and the gate 4 opens slightly. At that time, when the gate 4 opens only slightly, the water level of the river 1 and, by extension, the water level in the upstream water level change amplification chamber 23 decreases, and the float 1
Since the gate 7 itself is also raised, the operation of the gate 4 is extremely small.

In this way, as the flow rate of the river 1 continues to increase, the gate 4 opens little by little each time, and finally opens fully.The gate 4 comes to rest supported by the stopper '4f', and the gate 4 in the waterway 3 The flow rate also reaches a predetermined amount, and from around this time, water flows into the downstream water level change amplification chamber 9 from the downstream water level detection weir 8, and the water level in the chamber gradually rises.

Here, the buoyant force generated on the float 17 will be additionally explained. In the above description of the configuration, for the downstream water level type, the position of the counterweight pad 4e'' is such that when the lower half of the exposed part of the float 17 is submerged in water, the rotating part of the - chain remains balanced and remains stationary. I explained what needs to be adjusted.

The upstream/downstream water level type is essentially the same, but if we explain it based on the configuration of the upstream/downstream water level type, the water level around the float 170 (hereinafter referred to as the outside water level) is the same as the water level inside the float. From the water level (hereinafter referred to as internal water level), float 17
When the height is half the height of the exposed part of the
-The counterweight is 4" so that the rotating parts of the chain are balanced and stationary.
It would be more appropriate to say that the position of ``e'' is adjusted.

Now, let's move on to the first stage. From the above situation, if the water level of River 1 rises slightly, the water level outside the float will become
It becomes almost equal to the water level of river 1, and the water level inside the float is
The water level is almost equal to the water level in water channel 3. There is an error in the height of the frests of both water level detection weirs, and it is out of the question which of the above two phenomena will occur first; in any case, the above condition will of course occur. However, in this state, the buoyant force acting on the float 17 is reduced by the amount of water that is half the volume of the exposed part compared to when the float 17 is kept uniform, so the gate 4 closes slightly and the waterway If the water level in float 3 and the water level in float is low, float 17
The buoyancy of the gate 4 is restored and the gate 4 becomes stationary. At this stage, all parts of the float 17 are submerged in water, so from then on the float 17 is not affected by the outside water level at all, and the gate 4 is operated exclusively based on the inside water level. - A fixed amount of water intake continues, but the upstream and downstream water levels Since the purpose of this method is to take in as much surplus water as possible and store it, it is unlikely that water intake will be restricted or interrupted in the event of a flood.

Next, when the water level of the river 1 starts to drop, the water level in the waterway 3 drops slightly, the water level inside the float drops, the buoyancy of the float 17 increases, and the gate 4 gradually opens. It is finally fully opened, but at that time, the size of the downstream water outlet 10 is determined taking into account the most rapid drop in the river 1, so the operation of the gate 4 is delayed and the water level in the waterway 3 There is no need for too much decline.

In this way, if the flow rate of the river 1 decreases slightly after the river is fully opened, the water level of the river 1 will decrease, the amount of inflow into the upstream water level change widening chamber 25 will decrease, and the indoor water level will increase. As a result, the buoyancy acting on the float 17 decreases, and the gate 4 closes slightly, but at the same time, the water level in the water channel 3 falls, and there is no overflow on the downstream water level detection base 8, and the water level in the float is exposed. From then on, the float 17 is not affected by the internal water level at all, and the gate 4 is operated only by the external water level, and surplus water continues to be taken in until it is completely closed. Therefore, water intake will be stopped.

In this way, the functions of the upstream and downstream water level walls to which the present invention is applied are as follows:
During times of drought, no water is taken at all, during times of high water, surplus water is taken, and during floods, a fixed amount of water is taken, so there is no encroachment on the water tank downstream of River 1, and the system is Therefore, it is suitable for water intake in areas that do not have vested water rights.

(Effects) The water gate provided by the present invention has an extremely simple structure in both embodiments and application examples, and can automatically control the flow rate without requiring manual operation or power. This eliminates the need for power lines for power, electronic equipment for calculating flow rates, monitoring devices for remote control, ultrasonic devices or weirs for measuring flow rates, and also increases the W degree of control. will also be further improved.

[Brief explanation of the drawing]

Fig. 1 is a partial cross-sectional plan view of the device of the present invention, Fig. 2 is a longitudinal side view showing the waterway in Fig. 1, and Fig. 3 is a longitudinal side view of the downstream water level change amplification chamber in Fig. 1. 4 is a view similar to FIG. 1 in another embodiment, and FIG. 5 is a longitudinal sectional side view of the upstream water level change amplification chamber in FIG. 4. 1...River, 3...Waterway, 3a...Squeezed waterway, 4
...Gate, 7.--Downstream water still water pond, 8.--Downstream water level detection group, 9.--Downstream water level change amplification room, 23.--Upstream water level change amplification room.

Claims (1)

[Claims] (1) A gate for opening and closing the waterway, which is swingably provided around a horizontal axis in a waterway conveying water from a river, a downstream water level change width room provided near the gate, and the downstream water level. A downstream still water pond formed by a downstream water level detection weir inside the water level change width room and communicating with the waterway downstream from the gate; and an upstream water level change width room that is provided in the downstream water level change width room or adjacent to the downstream water level change width room and is affected by the water level of the river, and the horizontal axis of the gate is An automatic water gate device comprising: a float attached to the extended portion to transmit a change in the water level in any one of the variable amplification chambers to the gate.