JP5695495B2 - Overlay structure - Google Patents

Description

  TECHNICAL FIELD The present invention relates to an undercover structure that passes under an obstacle such as an underpass in a waterway through which rainwater or sewage flows, or a combined waterway in which rainwater and sewage flow together, and is particularly deposited in an undercover structure. The present invention relates to an overburden structure equipped with a means for removing floating dust and earth and sand.

  Rainfall is discharged into the river sea through a waterway buried under the road surface, etc. from a road gutter. In addition, sewage is discharged into the river sea through waterways buried under the road surface. However, there are many cases where rivers or underground structures such as underground orbits and underground passages cross the waterways as obstacles. Thus, when there is an obstacle in the middle of the waterway, an overturn structure has been conventionally employed as a means for overcoming the obstacle.

  FIG. 18 shows a longitudinal section of a typical underlay structure according to the prior art. The original structure of this overturned structure is a succession of traditional civil engineering technology from the Edo period, and the obstacles between the upstream waterway 402 and the downstream waterway 403 sandwiching the obstacle A such as an underground passage are They are connected by an underlay structure 401 that penetrates underneath.

  The overturning structure 401 includes an upstream side overpassing chamber 411 that descends vertically in order from the entrance side, and a lateral flow portion 412 that communicates with the lower bottom of the overturning chamber and that passes under the obstacle A almost horizontally. And a downstream sinking chamber 413 that communicates with the outlet of the lateral flow portion and rises vertically. The downstream water channel 403 communicates with the upper part of the downstream cover chamber 413. Further, the cross-sectional area of the transverse flow portion 412 is reduced by 20 to 30% from the upstream water channel 402. Furthermore, an under head drop ΔH corresponding to a loss head in the overhead structure is provided between the bottom surface height of the outlet of the upstream water channel 402 and the bottom surface height of the inlet of the downstream water channel 403, and the hydrostatic pressure based on this head Sewage and rainwater flow down in the overturning structure 401.

  However, the above described overturn structure 401 has the following problems. In other words, the cross-sectional areas of the vertical hollow-shaped upstream cover chamber 411 and the downstream cover chamber 413 are approximately 3 to 15 times larger than the flow path cross-sectional area of the transverse flow portion 412. Accordingly, in the upstream side cover chamber 411 and the downstream side cover chamber 413, the flow rate is reduced to 1/3 to 1/15 with respect to the flow rate of the lateral flow portion 412, so that sediment or the like is likely to settle at the bottom. . In particular, in the upstream side cover chamber 411, a vertical downward flow is caused, and accordingly, sedimentation of sediment sediment suspension is further promoted along with the settling flow of rainwater or sewage.

  In this way, when sediment or the like accumulates over time at the bottom of the upstream side cover chamber 411 or the downstream side cover chamber 413, the sediment is periodically deposited to block the flow of the lateral flow portion or the like. Etc. need to be taken out to the outside, and cleaning such earth and sand takes a large amount of equipment and labor.

  In addition, since the upstream cover chamber 411 has a large cross-sectional area and a low flow velocity as described above, floating dust such as leaves and paper flowing from the upstream water channel 402 does not reach the lateral flow portion 412, and this upstream side It tends to float and accumulate on the surface of the overhead room. In this way, floating dust accumulated on the water surface of the upstream side cover chamber 411 also causes the cover tube 401 to be blocked.

  Further, since the inside of the overturning structure 401 is always full regardless of the presence or absence of flowing water, the air permeability of the space above the water surface of the upstream side overturning chamber 411 and the downstream side overturning chamber 413 is blocked. End up. Accordingly, the floating dust accumulated on the water surface of the upstream side cover chamber 411 is likely to rot and generate odor gas, hydrogen sulfide gas, and the like.

  Here, when the upstream water channel 402 and the upstream cover chamber 411 are shielded from outside air, the generated odor gas, harmful gases such as hydrogen sulfide, etc. stay in the upstream cover chamber. . In such a state, when the water level in the upstream water channel 402 rises due to rain, odor gas, hydrogen sulfide gas, etc. staying in the upstream cover chamber 411 and the upstream water channel 402 are near the outlet of the upstream water channel. Moves to accumulate. In particular, since air containing hydrogen sulfide has a large specific gravity, the air containing hydrogen sulfide staying on the water surface of the upstream water channel 402 at a higher position is higher than the water surface of the upstream cover chamber 411 at a lower position. Move nearby.

  In this way, odor gas, hydrogen sulfide gas, etc. staying in the vicinity of the upper surface of the upstream side cover room 411 are released to the ground surface during these open inspections, and the internal inspection and repair work may be hindered. In order not to occur, a large-scale removal work is required in advance.

  In view of this, the present inventors have proposed a means of abolishing the overhang structure with a vent pipe by disposing the above-described upstream side cover room 411 and downstream side cover room 413 for the sewer system of the shunt type (Patent Document). 1).

  In particular, when the upstream channel where rainwater flows down is an open channel with no lid at the top, a large amount of floating debris such as leaves and paper will flow in. A means for preventing floating dust from flowing into the overturning structure by installing a screen is also employed.

JP 2008-163622 A

  The means described in Patent Document 1 described above is a vent comprising an underflow structure, a downward flow portion inclined downward, a lateral flow portion that penetrates under an obstacle, and an upward flow portion inclined upward. The vent pipe is connected to the upstream sewage pipe and the downstream sewage pipe in a sealed state from the outside. Accordingly, since both the sewage velocity energy and the potential energy can be used effectively, it is possible to increase the sewage flow force and prevent sediments and sediments from accumulating. However, since the vent pipe described in Patent Document 1 is intended for sewage, it is difficult to prevent sedimentation such as sediment for an underground structure that flows down a large amount of rainwater. There was found.

  That is, the channel for flowing rainwater requires a channel with a large channel area to cope with heavy rain, etc., and the pipe diameter may be 5 m or more when the overturning structure is constituted by a vent pipe. Moreover, the overall length of the overturn structure may be 500 m or more. By the way, although a large amount of earth and sand flows into the water channel through which the rainwater flows, the large amount of the earth and sand that flows in flows down along the bottom surfaces of the lateral flow portion and the upward flow portion. However, since the lateral flow portion and the upward flow portion have a large pipe diameter and are long, it is difficult to push in a large amount of earth and sand that flows in the downstream portion in the lateral flow portion or to lift the inside of the upward flow portion upward. become. For this reason, a part of the large amount of earth and sand that has flowed in easily accumulates along the bottom surface of the transverse flow portion or at the end of the transverse flow portion.

  Furthermore, the amount of water in the water channel for flowing rainwater is extremely small in fine weather, so that the inside of the vent pipe is almost still stopped. Therefore, organic waste contained in the inflowing rainwater stays in the overturning structure for a long time and is likely to rot. Here, when the upstream water channel and the downstream water channel sandwiching the overturning structure are culverts, it becomes easy for the corrupt gas to fill these interiors.

  An equivalent problem can also occur in an overturn structure comprising a vent pipe provided in a sewer channel through which a large amount of sewage flows.

  In addition, the comb-like screen described above is installed so as to cross the upstream water channel at right angles and partition the entire channel cross section, so if floating dust is caught on this screen and accumulates, the screen closes and passes. Water capacity will be hindered. Therefore, unless the floating dust accumulated on the screen is periodically removed, the water in the upstream channel overflows on the upstream side of the screen when the amount of water suddenly increases as in the so-called guerrilla heavy rain, and flooding damage occurs. There is a risk of triggering.

  Accordingly, a first object of the present invention is to provide an overturning structure that can automatically discharge earth and sand accumulated in a lateral flow section crossing under an obstacle to a downstream water channel. In addition to the first purpose, the second purpose is to provide an overturning structure that can prevent sediments and the like from accumulating at the bottom of an overturning chamber according to the prior art and depositing floating dust on the surface of the overturning chamber. It is to provide. In addition to the first and second objects, the third object is to provide an overturning structure that can forcibly discharge earth and sand accumulated in the lateral flow portion to the downstream water channel.

  In addition to the first to third objectives, the fourth objective is a sneak-up equipped with means for removing floating dust that does not cause flooding even when the amount of water suddenly increases, such as in heavy rain. To provide a structure. A fifth object is to provide an underground structure that can automatically deodorize and desulfurize the gas generated in the underground structure.

  In order to solve the above-mentioned problem, the present inventor has conducted extensive research, and as a result, the sludge pipe communicating with the outlet of the lateral flow portion in the overturning structure and the downstream side of the inlet of the downstream water channel is directed upward. By installing the sludge pipe so as to incline toward the bottom and making the cross-sectional area of the sludge pipe smaller than the cross-sectional area of the upward flow section, sediment and the like accumulated in the lateral flow section can be automatically discharged to the downstream water channel And the present invention was completed based on this.

  That is, the overturning structure according to the present invention is an undercover structure that penetrates under an obstacle in a rainwater or sewage waterway, or a waterway where rainwater and sewage meet, and communicates with an outlet of an upstream waterway and downward. A downward flowing portion that is directed toward the outlet, and an outlet of the downward flowing portion that is in communication with the transverse flow portion that crosses the obstacle, the outlet of the transverse flow portion, and the inlet of the downstream water channel. The upstream flow part which goes to, and one end part is connected to the exit of the said horizontal flow part, and the other end part is equipped with the sludge pipe | tube connected in the downstream from the inlet_port | entrance of the said downstream water channel. The said sludge pipe is inclined upwards, and the flow-path cross-sectional area is smaller than the flow-path cross-sectional area of the said upward flow part, It is characterized by the above-mentioned.

  Here, in order to make the features of the present invention easier to understand, the operation of the mud pipe will be described with reference to FIG. Now, in the overturning structure according to the present invention, the upward flow portion communicates with the outlet of the lateral flow portion and the inlet of the downstream water channel. On the other hand, one end portion of the mud pipe communicates with the outlet of the lateral flow portion in the same manner as the upward flow portion, and the other end portion communicates with the downstream side of the downstream water channel. That is, the other end portion of the mud pipe communicates with the downstream water channel at a position lower than the inlet of the downstream water channel with which the upward flow portion communicates. Therefore, even if the upward flow portion is vertical or inclined upward, the upward inclination of the drainage pipe is always gentler than that of the upward flow portion.

  By the way, it has been experimentally confirmed that the speed of the water flow required to lift up the sediment in the sludge pipe inclined upward is inversely proportional to the diameter of the sludge pipe and the upward inclination angle of the sludge pipe. Yes. For example, if the sludge pipe has an upward inclination angle of 45 degrees, the flow rate required to lift up the soil with a particle size of 5 mm is 1.20 m / sec, 200 mm when the inside diameter of the sludge pipe is 100 mm. In this case, it is 1.29 m / sec. In addition, the lower the slant pipe's upward inclination angle, the lower the amount of height required to lift the sediment in the vertical direction with respect to the same flow rate in the drain pipe. Can do.

  Therefore, as described above, if the sludge pipe is inclined more gently than the upward flow section, and the flow passage area of the sludge pipe is made smaller than the flow passage area of the upward flow section, the earth and sand are removed in the upward flow section. Even with slow water flow speeds that are difficult to rake up, the mud can be used to rake up sediment. That is, even if it is difficult to lift up the earth and sand accumulated at the outlet of the lateral flow portion in the upward flow portion, it can be lifted up by the mud drain pipe.

  In addition, rainwater and sewage waterways have a downward slope of about 5/1000 in order to allow rainwater or the like to flow down due to potential energy, and the upstream waterway and the downstream waterway have the same downward slope. However, as described above, one end portion of the sludge pipe communicates with the outlet of the lateral flow portion similarly to the upward flow portion, but the other end portion communicates with the downstream side of the downstream water channel. Accordingly, as shown in FIG. 19, the altitude at the position where the other end of the sludge pipe communicates with the downstream water channel is higher than the altitude at the position where the upward flow portion communicates with the inlet of the downstream water channel. It decreases by the downward gradient Δh. Accordingly, the water level in the downstream water channel at the position where the other end of the sludge pipe communicates is approximately Δh lower than the water level at the outlet position of the upward flow portion.

  In addition, as described above, in the overturning structure, rainwater and sewage flow down due to the difference in height between the bottom surface height of the upstream water channel outlet and the bottom surface height of the downstream water channel inlet, that is, the hydrostatic pressure based on the overhead drop ΔH. I am letting. As described above, the water level in the downstream water channel at the position where the other end of the sludge pipe communicates is substantially equal to the downstream slope Δh in the downstream water channel from the water level at the inlet of the downstream water channel, that is, the outlet of the upward flow part. Only lower. Therefore, the drop in the water level at the position where the other end portion of the mud pipe communicates with the downstream water channel is substantially larger by the downward gradient Δh in the downstream water channel than the drop in the water level at the outlet of the upward flow unit. For this reason, the flow velocity in the sludge pipe becomes faster than the flow velocity in the upward flow portion, and the soil lifting force by the sludge pipe is further enhanced.

  As described above, even when it is difficult to lift up the earth and sand accumulated at the outlet of the lateral flow portion in the upward flow portion, it can be lifted up by the mud drain pipe.

  Here, the “downward flow portion going downward” includes not only a case where the downward flow portion descends while being inclined, but also includes a case where the downward flow portion descends vertically, and also includes an upstream side overpass chamber according to the prior art. The “crossing transverse flow portion” is not limited to the case of crossing horizontally, but includes a case where a downward slope is provided toward the downstream side, and includes not only a straight pipe but also a case of forming a curved pipe. The “upward flow portion toward the upper side” includes not only a case where the upward flow portion rises while being inclined, but also includes a case where the upward flow portion rises vertically, and includes a downstream sinking chamber according to the prior art. The cross-sectional shapes of the “downward flow portion”, “lateral flow portion”, and “upward flow portion” are not limited to a circular shape, and include other cross-sectional shapes such as a rectangle and a polygon. The reason why the channel cross-sectional area of the mud pipe is made smaller than the channel cross-sectional area of the upward flow portion is to improve the lifting force of earth and sand in the mud pipe as described above.

  By the way, if the upward sloping angle of the sludge pipe is made more lenient, the ability to lift up the earth and sand increases, but the sludge pipe becomes long and takes time for excavation work and the like. Therefore, the upward inclination angle of the sludge discharge pipe is set to an appropriate angle in consideration of the upward inclination angle of the upward flow portion, the flow passage cross-sectional area described later, cost effectiveness, and the like. The upward inclination angle of the upward flow portion is 20 to 80 degrees, desirably 20 to 60 degrees, and more desirably 20 to 45 degrees.

  In addition, the channel cross-sectional area of the sludge pipe must be smaller than the channel cross-sectional area of the upward flow part, but how much it is reduced depends on the upward inclination angle of the upward flow part and the inflowing earth and sand. Based on the amount and the like, the optimum channel cross-sectional area is set. The cross-sectional area of the drainage pipe is 0.3 to 3%, preferably 0.6 to 3% of the cross-sectional area of the upward flow portion. When the cross-sectional shape of the mud pipe is circular, the inner diameter of the flow path is preferably 100 mm to 400 mm, and more preferably 150 mm to 200 mm. If it is less than 100 mm, it will be difficult to lift when large stones flow in. If it exceeds 400 mm, as mentioned above, a high flow rate is required to lift the earth and sand. This is because it is difficult to fry up. Further, when the flow path area of the upward flow portion is increased, it is also effective to provide a plurality of sludge drain pipes having a circular cross-sectional flow path with an inner diameter of 150 mm to 200 mm.

  Now, it is desirable that the flow path cross-sectional areas of the downward flow part, the lateral flow part, and the upward flow part be 0.5 to 1.0 times the flow path cross-sectional area of the upstream water channel or the upstream water channel, respectively. . As a result, it is possible to eliminate the overhead room according to the prior art that slows down the flow velocity, and therefore it is possible to prevent sediment and the like from accumulating on the bottom of the overhead room and floating dust from accumulating on the surface of the overhead room. .

  In addition, it was set as "0.5-1.0 times the flow-path cross-sectional area of an upstream water channel" because it will become difficult to flow plan water, such as rain water, if less than 0.5 times. In other words, the channel (upstream channel and downstream channel) through which rainwater and the like flow is set to a channel cross-sectional area that can flow twice as much as the planned water volume, that is, the assumed maximum water volume. If the cross-sectional area is 0.5 times or more of the upstream waterway, etc., even if the rainwater reaches the planned water volume, it is possible to prevent the flow loss in the channel of the overturning structure from exceeding the planned value. is there. On the other hand, when the width is larger than 1.0 times, the flow velocity in the channel of the overturn structure is slowed down, and floating dust, earth and sand are easily deposited, and the cost for constructing the overturn structure increases.

By the way, even if there is rainfall, if the amount of rainfall is small, the water level in the downward flow portion becomes lower than the bottom surface of the outlet of the upstream waterway, and the actual overhead drop is more than the above described overhead drop ΔH described above. In some cases, the flow rate in the sludge pipe becomes smaller than the flow rate at which the earth and sand can be sufficiently lifted up. Alternatively, there is a case where a large amount of earth and sand flows in excess of the automatic lifting capacity by the mud pipe. In such a case, when compressed air is supplied into the mud pipe in the vicinity of the inlet of the mud pipe, soil and the like can be forcibly lifted along with the air rising in the mud pipe.

  That is, the overturning structure according to such an invention includes a compressed air supply device and a compressed air supply tube, and the compressed air supply tube has one end communicating with the compressed air supply device and the other end. In the vicinity of the inlet of the mud pipe, an opening is made at the bottom of the mud pipe. The compressed air supply device supplies compressed air into the exhaust mud pipe through the compressed air supply pipe at a predetermined time.

  Here, the “compressed air supply device” is not limited to a so-called compressor that compresses air, but includes a container filled with compressed air such as a compression cylinder. Moreover, not only what is installed on the ground etc. but also what can move is included. Since the compressed air pressure is about 0.8 to 1.2 MPag and is used regularly, it is desirable to be able to move. “The compressed air supply pipe is open at the other end at the bottom of the drainage pipe.” Means that the compressed air supply pipe is provided outside the drainage pipe. The other end is not limited to the case where the bottom of the sludge pipe is open, but the compressed air supply pipe is inserted inside the sludge pipe, and the other end is the bottom of the sludge pipe. The case of opening in the vicinity is also included.

  The “predetermined time” is effective after the typhoon or the rainy season. About once or twice a year is desirable, but it may include increasing the number of times depending on the situation.

  By the way, for example, when the lateral flow portion of the overturning structure is long and the speed of the water flow in the overturning structure during rainwater is low, sediment is deposited on the bottom surface of the lateral flow portion, and the accumulated sediment is discharged. It may be difficult to flow down to the entrance of the mud pipe. In such a case, it is desirable to have a means capable of forcing the sediment accumulated on the bottom surface of the lateral flow portion to flow down to the inlet of the sludge pipe and collecting it.

  That is, the overturning structure according to such an invention includes a supply device for compressed air or pressurized water, and a supply pipe provided along the longitudinal direction at the bottom of the transverse flow portion, and the supply pipe has an upper side surface. And a plurality of ejection holes arranged in the longitudinal direction and communicating with the supply device. The supply device is characterized in that compressed air or pressurized water is ejected into the lateral flow portion through the supply pipe at a predetermined time.

  Here, the “compressed air supply device” of the “compressed air or pressure water supply device” is not limited to compressing air with a so-called compressor, but also includes a container filled with compressed air such as a compression cylinder. The “pressure water supply device” is not limited to a device that sends out pressure water using a pump or the like. For example, a device that sends out pressure water from a storage tank installed on the roof of a building using potential energy, or tap water. The thing which sends out pressure water with the water pressure which is applied is also included.

  “Supply pipe provided at the bottom of the lateral flow part” is not limited to the case where a supply pipe is provided on the inner surface of the bottom part of the lateral flow part. In the case of forming in (2), the case of loading into the wall surface of the bottom portion of the secondary lining concrete of the transverse flow portion is included. In such a case, the flow loss in the transverse flow portion can be reduced.

  The “predetermined time” is preferably immediately before the time when compressed air is supplied into the mud pipe. If there is a relatively large amount of rainfall, it is also effective to make it during the rain.

As described above, the lateral flow portion is always full. Therefore, when the supply device supplies compressed air, it is conceivable that the air jetted to the lateral flow portion gathers to form an air mass. The air mass formed in the lateral flow portion also flows into the downward flow portion and the upward flow portion, and hinders the flow of rainwater and sewage in the overlying structure. Therefore, it is desirable to provide a means for escaping the air mass to the outside.

  That is, in the overturning structure according to such an invention, the supply device ejects compressed air into the transverse flow portion, and further, air is provided along the longitudinal direction on the upper side portion of the transverse flow portion. A discharge pipe is provided, and the air discharge pipe has a plurality of longitudinally arranged air intake holes that open on the lower surface thereof, and communicates with the upstream water channel, the downstream water channel, or the outside air. It is characterized by. The air discharge pipe is not limited to the case where it is disposed on the inner side surface of the upper part of the lateral flow part, but includes the case where it is filled in the wall surface of the upper part of the lateral flow part as described above. Further, as described above, the lateral flow portion is often provided with a downward slope. In such a case, the air mass generated in the transverse flow portion moves to the inlet side of the transverse flow portion. Therefore, the air discharge pipe is not limited to the case where it is provided over the entire length of the transverse flow portion, but it is also effective to provide a certain length from the inlet side to the downstream side.

  By the way, when a groove or the like having a concave cross section is formed along the longitudinal direction on the bottom surface of the lateral flow portion, earth and sand are easily collected in the groove or the like. Therefore, if a supply pipe for ejecting compressed air or pressurized water is provided in the groove or the like, the earth and sand can be more effectively flowed down to the outlet of the lateral flow portion and accumulated. That is, in the overturning structure according to such an invention, a sediment accumulation pit having a concave cross section is formed along the longitudinal direction at the bottom of the transverse flow portion, and the supply pipe is configured to accumulate the sediment. It is provided in the pit.

  Here, the “earth and sand accumulation pit having a concave cross section” has, for example, a groove having a concave cross section formed on the bottom surface of a transverse cross section having a circular cross section or a rectangular cross section. The bottom surface of the lateral flow portion is inclined downward from both side surfaces of the lateral flow portion toward the central portion, or from one side surface toward the other side surface, in the vicinity of the lowest central portion or the other side surface. What formed the groove | channel which has a concave cross section is also contained. Further, the “sediment accumulation pit” is not limited to being formed over the entire length of the lateral flow portion, but includes a case where it is formed for a certain length from the outlet of the lateral flow portion toward the upstream side.

  If at least a part of the upstream waterway is an open waterway, a large amount of floating waste such as fallen leaves and paper flows into the upstream waterway, and these floating wastes overlie and block the flow path in the structure. There is a fear. Therefore, it is necessary to provide a screen or the like that prevents the floating dust from flowing into the underlay structure, but as described above, the floating dust accumulates on the screen or the like. It is necessary not to block.

  Therefore, in the overturning structure according to such an invention, at least a part of the upstream water channel is an open water channel, and is provided with a means for removing floating dust upstream from the outlet of the upstream water channel. The removing means includes a first water-permeable screen that partitions the upstream water channel diagonally and a stock yard that opens to a side surface of the upstream water channel. The first water-permeable screen includes a vertical shaft provided at a predetermined interval in the lateral direction, a rotary member provided rotatably on the vertical shaft, and a floating portion floating on water. One water-permeable screen has a vertical width of 20 to 50 cm, and its upper end surface floats above the water surface of the upstream water channel by the floating portion.

  The stock yard has an inflow port for floating dust that is captured on the first water-permeable screen and is swept to the downstream side, a second water-permeable screen that captures the inflowing floating dust, And an outlet through which water that has passed through the second water-permeable screen flows out to the upstream water channel.

  Here, the shape of the “rotating member” is not limited. For example, a spherical shape, a cylindrical shape, or an abacus ball shape is applicable. The “floating part” is not limited to the case where the floating member is provided separately from the “rotating member”, but the “floating member” may have a floating property by making the “rotating member” hollow or using a material that floats on water. Including. The reason why the first water-permeable screen has a vertical width of 20 to 50 cm is that the levitated garbage is caught not only on the water surface but also flows below the water surface, so that it is less than 20 cm. This is because it becomes difficult to sufficiently capture floating dust flowing down the position below the water surface. Further, when the size is larger than 50 cm, even when the amount of water increases due to heavy rain or the like, even if the first water permeable screen floats, the area under which only water can flow is reduced by opening under the first water permeable screen. Because it becomes.

  The “second water-permeable screen” means a member having a through-hole that can capture floating dust of a certain size or more, for example, a steel grid or a steel plate in which slits are arranged.

  Here, the operation of the floating dust removing means will be described. That is, the first water-permeable screen that divides the upstream water channel diagonally has a vertical width of 20 to 50 cm, and floats as the water level rises by the floating portion. A flow path that is not partitioned by the screen opens below the screen. Therefore, when a large amount of water such as concentrated heavy rain flows in, the first water-permeable screen rises as the water level rises, and traps dust floating near the water surface. On the other hand, most of the rainwater flowing down from the vicinity of the surface of the water with little contamination of floating dust can pass under the first water-permeable screen. Therefore, even if floating dust accumulates temporarily and the water flow capacity of the first water-permeable screen decreases, it is possible to prevent rainwater and the like from overflowing from the upstream water channel.

  Further, the first water-permeable screen is provided with a rotating member that is provided so as to be movable in the vertical direction on a vertical axis that is partitioned by crossing the upstream water channel obliquely, and further provided with a predetermined interval in the horizontal direction. As a result, the floating dust captured by the rotating member of the first water-permeable screen is pushed by the force of the water flow and moves obliquely downstream, and flows into the stock yard from the inlet. Accordingly, floating dust does not accumulate on the first water-permeable screen, so that the water-passing capacity of the first water-permeable screen is maintained.

  In the stock yard, the floating dust flowing in is captured by the second water permeable screen, and the water that has passed through the second water permeable screen is returned from the outlet to the upstream water channel. Here, a stock yard having a sufficient area can be easily provided on the side surface of the upstream water channel. Therefore, even if floating dust is captured by the second water-permeable screen, it is possible to avoid a significant decrease in water-passing capacity for a considerable period. That is, it is possible to easily prevent the water flow capacity of the second water-permeable screen from being significantly reduced within a period in which heavy rain continues.

  Now, as mentioned above, the inside of the overturning structure is always full regardless of the presence or absence of running water. Odor gas, hydrogen sulfide gas, etc. are generated easily, and these harmful gases stay in the space on the water surface of the upstream water channel or the downward flow part. Therefore, a means for removing these harmful gases while discharging them outside is desired.

  That is, the overturning structure according to such an invention includes the upstream water channel, which is a culvert, and includes a deodorization and desulfurization device, and a ventilation path that communicates with the deodorization and desulfurization device and the upstream water channel. When the water level in the upstream water channel rises, the gas staying in is deodorized and desulfurized by being pushed out to the deodorization desulfurization device via the ventilation passage. In the above-mentioned overturn structure, the staying gas is pushed out to the deodorization desulfurization device due to the fluctuation of the water level in the underdrain. However, a suction fan is provided so that the staying gas is forcibly sent to the deodorization desulfurization device. Good.

  First, the sludge pipe having a channel cross-sectional area smaller than the channel cross-sectional area of the upward flow portion is communicated between the outlet of the lateral flow portion and the downstream side of the downstream water channel while being inclined upward. Thus, the earth and sand accumulated in the lateral flow portion can be automatically discharged to the downstream water channel. Second, the flow passage cross-sectional area of the downward flow portion, the cross flow portion, and the upward flow portion constituting the overhang structure is set to be equal to or smaller than the flow passage cross-section area of the upstream water channel, etc. It is possible to prevent floating dust and earth and sand from accumulating on the surface.

  Thirdly, by supplying compressed air in the vicinity of the inlet of the mud pipe, earth and sand can be forcibly lifted and discharged to the downstream water channel. Fourth, a supply pipe of compressed air or pressure water is provided along the longitudinal direction at the bottom of the cross flow section, and the compressed air or pressure water is ejected from the supply pipe, thereby depositing at the bottom of the cross flow section. The accumulated sediment can be accumulated at the outlet of this lateral flow part, that is, the inlet of the sludge pipe, so that the sediment deposited in this lateral flow part is more effectively lifted up and discharged to the downstream channel. It becomes possible to do.

  Fifth, when the supply pipe ejects compressed air, an air discharge pipe is provided along the longitudinal direction on the upper side of the lateral flow portion, thereby generating air generated by the compressed air ejected from the supply pipe. Since the lump can be easily discharged out of the underlying structure, it is possible to prevent the underlying structure from being blocked by this air mass. Sixth, a sediment accumulation pit having a further concave cross section is formed along the longitudinal direction at the bottom of the transverse flow portion, and the supply pipe is provided in the sediment accumulation pit. It is possible to more effectively accumulate sediment and the like deposited on the inlet of the sludge pipe.

Seventh, when at least a part of the upstream water channel is an open water channel, a first water-permeable screen is provided to partition the upstream side obliquely across the upstream side from the outlet of the upstream water channel. The vertical width of the screen is set to 20 to 50 cm, and the screen is configured to float along with the fluctuation of the water level in the upstream water channel. Most of the rainwater and the like with little contamination can go under the screen and flow down. Therefore, it is possible to prevent the upstream waterway from overflowing even in the case of torrential rain.

  In addition, the first water-permeable screen is configured by using a rotating member, and a stock yard is provided on the side surface of the upstream water channel, and floating dust captured by the first water-permeable screen is placed in the stock yard. By letting it flow automatically, it is possible to prevent floating dust from accumulating on the first water-permeable screen. Therefore, since the water flow capability of the first water flow screen is maintained, it is possible to more effectively prevent the upstream water channel from overflowing even in the case of a heavy rain. Floating garbage trapped in the stockyard can be removed safely and quickly when the torrential rain stops and the water level drops.

  Eighth, when the upstream water channel is a culvert, a gas that stays in the upstream water channel when the water level of the upstream water channel rises by providing a deodorization desulfurization device that communicates with the upstream water channel. Can be automatically extruded to a deodorizing and desulfurizing apparatus for deodorization and desulfurization.

It is a longitudinal cross-sectional view which shows the whole overturn structure. It is a partial longitudinal cross-sectional view which shows the entrance vicinity of a sludge drain pipe. It is a partial longitudinal view which shows the entrance vicinity of another drainage pipe. It is a partial longitudinal cross-sectional view which shows the entrance vicinity of another drainage pipe. It is a partial longitudinal cross-sectional view which shows the attachment part to the exhaust pipe of a compressed air supply pipe. It is a partial longitudinal cross-sectional view which shows the supply pipe | tube and air discharge pipe | tube of compressed air. It is a cross-sectional view showing a compressed air supply pipe and an air discharge pipe. It is a partially expanded longitudinal cross-sectional view of the supply pipe | tube of compressed air. It is a partially expanded longitudinal cross-sectional view of an air discharge pipe. It is an expanded cross-sectional view of the earth and sand accumulation pit. It is an expanded cross-sectional view of another earth and sand accumulation pit. It is an expanded cross-sectional view of another earth and sand accumulation pit. It is explanatory drawing of the water level of a sludge pipe and a sludge manhole. It is a top view of a floating dust removal means. It is a partial expansion perspective view of a floating dust removal means. It is a side view of a floating dust removal means. It is a partial longitudinal cross-sectional view which shows the deodorization desulfurization apparatus periphery. It is a longitudinal cross-sectional view which shows the whole overturn structure by a prior art. It is explanatory drawing which shows the water level of an upward flow part and a mud pipe.

  The underlay structure according to the present invention will be described with reference to FIGS. First, referring to FIG. 1, the overall structure of the underlay structure 1 according to the present invention will be described. The underlay structure 1 is a structure that penetrates under an obstacle A in a rainwater channel, and a vertical section thereof is formed of a U-shaped vent pipe. That is, the overturning structure 1 communicates with the outlet of the upstream water channel 2, and communicates with the downward flow portion 11 that goes downward, and the lateral flow portion that crosses under the obstacle A while communicating with the outlet of the downward flow portion. 12 is connected to the outlet of the lateral flow portion and the inlet of the downstream water channel 3, and one end portion is connected to the upward flow portion 13 that is directed upward and the outlet of the lateral flow portion, and the other end portion is And a drainage pipe 4 communicating downstream from the inlet of the downstream water channel.

  In order to perform maintenance inspection and cleaning of the overturn structure 1, an upstream manhole B and a downstream manhole C are provided at the outlet of the upstream water channel 2 and the inlet of the downstream water channel 3, respectively. In addition, a depression drop ΔH is provided between the bottom surface of the outlet of the upstream water channel 2 and the bottom surface of the inlet of the downstream water channel 3.

  The underlay structure 1 includes a movable compressed air supply device 6 placed on the ground above the downstream water channel 3 and a compressed air supply pipe 5. One end of the compressed air supply pipe 5 communicates with the compressed air supply device 6 through an air valve provided in the hand hole D opened to the ground, and the other end of the compressed air supply pipe 5 is an inlet of the mud pipe 4. It is in the vicinity and is open at the bottom of the mud pipe. A compressed air supply pipe 7 is provided at the bottom of the transverse flow portion 12 along the longitudinal direction. One end of the supply pipe 7 communicates with the compressed air supply device 6 via an air valve provided in the hand hole E opened to the ground. As will be described later, a sediment accumulation pit 12a having a concave cross section is formed along the longitudinal direction at the bottom of the lateral flow portion 12, and the supply pipe 7 is provided in the sediment accumulation pit. is there. Further, an air discharge pipe 8 is provided along the longitudinal direction on the upper side of the lateral flow section 12, and this air discharge pipe communicates with the upstream manhole B provided at the outlet of the upstream water channel 2. . The handholes D and E may be replaced by downstream manholes C, respectively.

  When at least a part of the upstream water channel 2 is an open water channel, floating dust removing means 9 is provided upstream from the outlet of the upstream water channel. When the upstream water channel 2 is a culvert, a deodorization desulfurization device 10 is embedded in the upper part of the upstream water channel. The details of floating dust removal means 9 and deodorization desulfurization apparatus 10 will be described later.

  Here, the inner diameters of the upstream water channel 2 and the downstream water channel 3 are each formed to be 2300 mm, and the downward flow portion 11, the lateral flow portion 12 and the upward flow portion 13 constituting the overhang structure 1 are shielded. Etc., each having a circular channel cross-sectional shape with an inner diameter of 2000 mm. Therefore, the cross-sectional area of the overturning structure 1 is formed to be as thin as 0.76 times the cross-sectional area of the upstream water channel 2 and the like. The inclination angle of the downward flow portion 11 and the upward flow portion 13 is set to 45 degrees. Further, the laterally flowing portion 12 has a downward slope of 1/1000 to 6/1000.

  The drainage pipe 4 is a steel pipe having a circular cross section and has a diameter of 150 mm to 200 mm. Further, as shown in FIG. 2, one end portion of the mud discharge pipe 4 communicates with the bottom surface of the outlet of the transverse flow portion 12, that is, the rear wall surface of the lowermost end of the upward flow portion 13. In addition, as shown in FIG. 3, you may form the hollow 12b in the bottom face of the exit of the crossflow part 12, and may provide the one end part of the sludge pipe | tube 4 so that it may connect with the rear end of this hollow. In addition, as shown in FIG. 4, the sludge pipe 404 may be provided in the existing downstream side cover chamber 413. That is, one end portion of the sludge pipe 404 is opened at the bottom position of the outlet of the existing lateral flow portion 412, and the other end is communicated with the bottom portion on the downstream side from the inlet of the downstream water channel 403.

  As shown in FIG. 1, the other end of the sludge pipe 4 communicates with the downstream water channel 3 on the downstream side of the outlet of the upward flow portion 13, so that the sludge pipe must be inclined. Furthermore, the upward flow portion becomes gentler than the upward inclination. Note that the inner diameter and the upward inclination angle of the mud pipe 4 are appropriately selected according to the inner diameter and the upward inclination angle of the upward flow portion 13. In the embodiment of the present invention, the upward inclination angle of the mud pipe 4 is set to approximately 30 degrees. Further, a plurality of the mud pipes 4 may be provided.

  As shown in FIG. 5, a lower end portion of the compressed air supply pipe 5 communicates with 100 mm to 300 mm above the inlet of the mud pipe 4. That is, the compressed air supply pipe 5 includes a vinyl chloride pipe 51 having a nominal diameter of 13 mm and an elbow pipe 52 joined to the lower end. The elbow pipe 52 is inserted into an opening hole drilled in the bottom of the mud pipe 4 through a bushing 55. Inside the compressed air supply pipe 5, a urethane hose 53 having an inner diameter of 6 mm and an outer diameter of 10 mm is loaded, and compressed air is supplied through this urethane hose. Further, the tip of the elbow pipe 52 is directed toward the downstream side of the mud pipe 4, and a valve 54 is provided on the inner diameter of the tip. The valve 54 opens when compressed air pressure is applied, and blows out the compressed air toward the downstream side of the sludge pipe 4 and closes when the compressed air pressure is not applied to prevent rainwater from entering. The opening / closing function of the valve 54 may be replaced by the air valve in the hand hole D described above.

  When the mud pipe 4 is thick, the compressed air supply pipe 5 may be provided inside the mud pipe, and the compressed air may be ejected toward the downstream side at the bottom of the mud pipe. Further, a non-corrosive steel pipe having an inner diameter of 6 mm and an outer diameter of 10 mm may be used as the compressed air supply pipe 5, and compressed air may be supplied directly through the compressed air supply pipe without loading the urethane hose 53. .

  As shown in FIGS. 6 and 7, a compressed air supply pipe 7 made of a polyethylene pipe having a nominal diameter of 13 mm is loaded along the longitudinal direction of the transverse flow section 12 at the bottom of the transverse flow section 12. In addition, an air discharge pipe 8 made of a polyethylene pipe having a nominal diameter of 13 mm is loaded on the upper side of the lateral flow section 12.

  As shown in FIG. 7, the upper outer surface of the compressed air supply pipe 7 is substantially flush with the bottom surface of the lateral flow portion 12, and an increase in the flow loss of rainwater flowing through the lateral flow portion is suppressed. Further, as shown in FIG. 8, an injection valve 72 is provided on the upper side wall of the compressed air supply pipe 7 approximately every 60 cm. The injection valve 72 has an elbow shape whose tip is directed toward the downstream side of the lateral flow portion 12, and a valve 73 that is opened by compressed air pressure is inserted into the inner diameter of the tip, and when compressed air is not applied, Close to prevent rainwater from entering. The opening / closing function of the valve 73 may be replaced by the air valve in the hand hole E described above.

  Further, as shown in FIG. 9, the lower outer surface of the air discharge pipe 8 is also substantially flush with the upper inner surface of the lateral flow portion 12, thereby suppressing an increase in the flow loss of rainwater flowing through the lateral flow portion. . An air intake hole 81 is opened on the lower surface of the air discharge pipe 8 every 180 cm, which is approximately twice the interval of the injection valve 72 provided in the compressed air supply pipe 7 described above. Therefore, the air mass F generated by the compressed air injected from the compressed air supply pipe 7 enters the air discharge pipe 8 from the air intake hole 81 due to the difference in specific gravity with the rainwater flowing in the laterally flowing portion 12 in a full state. Then, as shown in FIG. 1, it is discharged into the upstream manhole B. Similarly to the compressed air supply pipe 5 described above, a urethane hose may be loaded in the compressed air supply pipe 7 and the compressed air may be supplied through this urethane hose.

  As shown in FIG. 10, the bottom surface of the lateral flow portion 12 is provided with earth and sand accumulation pits 12a having a concave cross section substantially over the entire length of the lateral flow portion, and the compressed air supply pipe 7 described above is provided. Is provided in the sediment accumulation pit. If the sediment accumulation pit 12a is provided on the lowermost surface of the lateral flow portion 12 in this way, the sediment deposited in the lateral flow portion can be easily accumulated in the concave groove of the sediment accumulation pit. Further, as described above, the lateral flow portion 12 has a downward slope of 1/1000 to 6/1000, so that the sediment accumulated in the sediment accumulation pit 12a is easily caused by rainwater flowing down the lateral flow portion 12. To the inlet of the sludge pipe 4.

  When the cross-sectional shape of the lateral flow portion is rectangular, earth and sand accumulation pits 112a and 212a are provided as shown in FIGS. 11 and 12, respectively. Here, the lateral flow portion 112 shown in FIG. 11 is a case where the lateral width is 1.2 m or more. That is, since the lateral width of the lateral flow portion 112 has a margin, a downward slope of about 1/10 is provided on the bottom surface from both side surfaces toward the central portion, and earth accumulation pits 112a are provided in the central portion of the bottom surface. It is desirable that the length of the sediment accumulation pit 112a is at least 90 m downstream from the inlet of the lateral flow portion 112 to the outlet of the lateral flow portion.

  On the other hand, the lateral flow portion 212 shown in FIG. 12 is a case where the lateral width is less than 1.2 m. That is, since there is no margin in the lateral width of the lateral flow portion 112, when it is difficult to provide sediment accumulation pits in the center of the bottom surface, a downward slope of approximately 1/10 from the one side surface to the other wall surface is formed on the bottom surface. The earth and sand accumulation pit 212a is provided at the lowest point of the bottom surface. In such a case, it is desirable that the length of the sediment accumulation pit 212a is at least about 5 to 10 times the diameter of the lateral flow portion 212 and is provided upstream from the outlet of the lateral flow portion 212.

  By the way, when there is another undercover structure on the downstream side of the overturning structure 1, the earth and sand which has been swept up by the sludge pipe 4 of the overturning structure and flowed down to the downstream side waterway 3 is separated from this. It flows into the overturned structure. When this another overhang structure is based on the prior art, etc., it is desirable to discharge the earth and sand scraped up by the mud pipe 4 in the upstream underfloor structure 1 without flowing down to the downstream water channel 3. .

  In such a case, as shown in FIG. 13, a drainage manhole G is provided in the middle of the flow path of the drainage pipe 304, and earth and sand are deposited on the bottom of the drainage manhole. Flow down. The sediment deposited on the bottom of the mud manhole G is taken out to the ground regularly or when compressed air is supplied to the mud pipe 304. In other words, on the side slightly downstream from the inlet of the downstream water channel 303, a mud manhole G is provided on the side slightly away from the downstream water channel, and the mud pipe 304 is connected to the upstream mud pipe 341 and the downstream mud pipe. Divide into 342 and 2. The upstream side mud pipe 341 communicates with the front side wall surface of the mud manhole G, and the downstream side mud pipe 342 communicates with the rear side wall surface of the mud manhole G.

  Here, the outlet surface of the upstream side mud pipe 341, that is, the inner bottom surface of the upstream side mud pipe at a position communicating with the mud manhole G, is equal to or lower than the altitude of the inner bottom surface at the outlet position of the upward flow portion 313. Set. In addition, the inner bottom surface of the downstream side sludge pipe at the inlet of the downstream side sludge pipe 342, that is, the position communicating with the sludge manhole G is equal to or lower than the altitude of the bottom surface of the inner wall at the outlet position of the upstream side sludge pipe 341. Set. Further, the outlet of the downstream mud pipe 342, that is, the inner bottom surface of the downstream mud pipe at a position communicating with the downstream water channel 303 is equal to or lower than the altitude of the inner bottom face at the inlet position of the downstream mud pipe. It is set.

  Here, the water level at the outlet position of the upstream side mud pipe 341, the mud manhole G, and the outlet position of the downstream side mud pipe 342 will be described. That is, as shown in FIG. 13, if the water level in the drainage manhole G does not become higher than the water level of this downstream water channel at the outlet position of the downstream side drainage pipe 342, the rainwater that has flowed into this drainage manhole is It does not flow out to this downstream water channel through this downstream drainage pipe. That is, the water level in the mud manhole G is substantially equal to the water level in the downstream water channel at the outlet position of the downstream mud pipe 342.

  However, since the downstream water channel 303 has a downward slope of about 5/1000 as described above, the water level in the sludge manhole G is the water level at the outlet position of the upstream portion 313 as shown in FIG. Thus, the downward gradient Δb is lowered. Here, the water level at the outlet position of the upward flow portion 313 is lower by Δa than the water level of the upstream water channel 302 (not shown) based on the above-described overhead drop ΔH, but the water level in the waste mud manhole G is It is lower than Δa by Δb. Therefore, since the upstream side sludge pipe 304 can increase the flow velocity by the drop Δb from the upward flow portion 313, the earth and sand can be swept up into the sludge manhole G more strongly.

  Since the cross-sectional area of the drainage manhole G can be larger than that of the upstream side drainage pipe 304, a flow path equal to the outer diameter of the upstream side drainage pipe 304 is formed in the longitudinal direction in the drainage manhole. The channel is dug deeply into a sediment pit. Therefore, it is possible to deposit the earth and sand that has been lifted up in the mud manhole G, and to prevent most of the earth and sand from being discharged downstream. The sediment deposited on the bottom of the mud manhole G is taken out to the ground regularly or when compressed air is supplied to the upstream mud pipe 304.

  The upstream side mud pipe 341 and the downstream side mud pipe 342 may be connected in the mud manhole G with a connecting pipe, and an openable / closable lid may be provided above the connecting pipe. If such a configuration is adopted, the lid provided on the upper portion of the connecting pipe is only provided when compressed air is supplied from the compressed air supply pipe 5 to the upstream side mud pipe 341 and a large amount of earth and sand is forcedly lifted up. Opening and scooping up only the flowing sediment can prevent a large amount of sediment from flowing into the downstream channel, and more sediment than expected can accumulate at the bottom of the drainage manhole G. Closing the tube 342 can also be avoided.

  Now, when at least part of the upstream water channel 2 is an open channel, the floating dust removing means 9 that does not impede the water flow ability shown in FIGS. 14 to 16 is provided in front of the entrance of the overturning structure 1. . As shown in FIG. 14, the floating dust removing means 9 includes a first water-permeable screen 91 that partitions the upstream water channel 2 across the downstream side at an angle of approximately 60 degrees, and the upstream water channel. And a stock yard 93 opened on the side surface.

  Here, as shown in FIG. 15, the first water-permeable screen 91 includes a vertical shaft 91 b provided at a predetermined interval between an upper girder 91 a and a lower girder (not shown), A spherical rotating member 91c that is rotatably provided on the shaft is provided, and a floating portion 91d that floats on water. The floating portion 91d floating on the water is formed of a cylindrical sealed container, and is slidably inserted into steel pipe columns 92 and 92 provided on both surfaces of the upstream water channel 2. And the floating part 91d is connected with the upper girder 91a and the lower girder of the 1st water-permeable screen 91 through the vertical groove | channel 92a cut into the support | pillar 92 of a steel pipe. Therefore, as shown in FIG. 16, the first water-permeable screen 91 rises or falls as the water level of the upstream water channel 2 fluctuates.

  Here, the first water-permeable screen 91 has a vertical width of 20 to 50 cm, and the buoyancy of the floating portion 91d so that the upper frame 91a floats above the water surface of the upstream water channel 2. And the mounting position are set. As shown in FIG. 16, a mud pool pit 22 is provided on the bottom surface of the upstream water channel 2 at a position below the first water-permeable screen 91 so that heavy rocks and the like are accumulated and discharged periodically. May be. Further, the rotary member 91b may be floated by using a hollow or floating material for a fish net.

  Next, as shown in FIGS. 14 and 16, the stock yard 93 is provided with a side chamber 93 a having a trapezoidal horizontal cross-sectional shape on one side surface of the upstream water channel 2, and this side chamber is the upstream water channel. A support column 92 on the downstream side that supports the first water-permeable screen 91 is located approximately at the center of the side surface that opens to one side surface. In the side chamber 93a, the portion located on the downstream side of the downstream support column 92 has a bottom surface and a side surface opened to the upstream water channel 2 separated by second water-permeable screens 93b and 93c, respectively. In addition, the 2nd water-permeable screen 93b which partitions off the bottom face of the side chamber 93a is located 5-20 cm above the water level at the time of the fine weather in the downward flow part 11. FIG.

  Therefore, as described above, the floating dust captured by the abacus-shaped first water-permeable screen 91 is a side surface of the side chamber 93a that is open from the inflow port positioned upstream of the downstream support column 92. It flows into the yard 93 and is captured by the second water permeable screens 93b and 93c located on the downstream side of the downstream column. The rainwater passes through the second water permeable screens 93b and 93c, and flows out to the upstream water channel 2 from the side surface which the side chamber 93a opens, and from the outlet located downstream from the downstream column 92.

  Next, as shown in FIG. 17, when the upstream water channel 2 is a culvert, for example, a deodorizing / desulfurizing means 10 is provided in the vicinity of the outlet of the upstream water channel. The deodorization / desulfurization means 10 embeds a deodorization / desulfurization tank 10c in the ground in the vicinity of the upstream manhole B, and communicates the bottom of the deodorization / desulfurization tank with the upstream manhole by an air passage 10d. The lower stage 10a of the deodorization / desulfurization tank 10c is filled with scrap iron or the like as a contact agent for removing hydrogen sulfide or the like. The upper stage 10b of the deodorization / desulfurization tank 10c is filled with a soil deodorant or the like that deodorizes with soil bacteria.

  When the water level of the upstream manhole B or the upstream water channel 2 rises due to rain or the like, the air filling the upstream manhole is automatically pushed out to the bottom of the deodorization / desulfurization tank 10c through the ventilation passage 10d. . The extruded air is first desulfurized by a layer of scrap iron or the like filled in the lower stage 10a, then deodorized through a layer of soil deodorizer filled in the upper stage 10b, and released to the outside. When the water level of the upstream manhole B or the like is lowered, outside air is sucked into the upstream manhole through the deodorizing / desulfurizing tank 10c.

  If the air cannot be sufficiently pushed out to the deodorization / desulfurization tank 10c only by raising the water level of the upstream manhole B or the like, a blower fan (not shown) is attached. Moreover, you may comprise so that the motive power of this fan may be driven by the raindrop which falls from the cover part etc. of the deodorizing and desulfurization tank 10c. When the deodorization / desulfurization tank 10c becomes large, the fan is driven by solar power generation or the like, and in a region with strong constant wind, a windmill for wind speed measurement or the like may be used as the power of the fan.

  Since it is possible to prevent sediment and floating debris from accumulating in an underground structure such as rainwater, it can be widely used in industries related to the manufacture of parts and devices related to the laying of waterways such as rainwater and civil engineering work.

1,401 Overlay structure 11, 411 Downward flow section (upstream cover room)
12, 112, 212, 412 Lateral flow part 12a, 112a, 212a Sediment accumulation pit 13, 313, 413 Upward flow part (downstream sinking room)
2, 402 Upstream side water channel 3, 303, 403 Downstream side water channel 341 Upstream side mud pipe 342 Downstream side mud pipe 4, 304 Drain pipe 5 Compressed air supply pipe 6 Compressed air supply device 7, 107, 207 Supply pipe 8 Air exhaust pipe 9 Floating dust removing means 91 First water-permeable screen 91b Vertical shaft 91c Rotating member 91d Floating part 92 Column 93 Stockyard 93b, 93c Second water-permeable screen 10 Deodorization desulfurization apparatus 10c Deodorization desulfurization tank 10d Ventilation path

Claims (2)

In an overpass structure that passes under an obstacle in a rainwater or sewage waterway, or a waterway where rainwater and sewage meet,
A downward flow part that communicates with the outlet of the upstream waterway and that goes downward;
A lateral flow portion communicating with the outlet of the downward flow portion and crossing under the obstacle;
An upward flow portion that communicates with the outlet of the lateral flow portion and the inlet of the downstream water channel and is directed upward;
One end portion communicates with the outlet of the lateral flow portion, and the other end portion includes a mud pipe communicating with the downstream side from the inlet of the downstream water channel,
The Haidorokan is configured to slope gently from the upflow portion upward, the flow path cross-sectional area is rather smaller than the flow path cross-sectional area of the upflow portion,
An underlay structure characterized in that the other end of the mud pipe communicates with the bottom of the downstream water channel . A compressed air supply device and a compressed air supply pipe;
The compressed air supply pipe has one end communicating with the compressed air supply apparatus, and the other end is in the vicinity of the inlet of the mud pipe and opens at the bottom of the mud pipe,
The compressed air supply device supplies compressed air into the waste mud pipe through the compressed air supply pipe at a predetermined time.
The underlay structure according to claim 1.

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