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EP0701030B1 - Système de drainage sous vide - Google Patents

Système de drainage sous vide Download PDF

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Publication number
EP0701030B1
EP0701030B1 EP95113805A EP95113805A EP0701030B1 EP 0701030 B1 EP0701030 B1 EP 0701030B1 EP 95113805 A EP95113805 A EP 95113805A EP 95113805 A EP95113805 A EP 95113805A EP 0701030 B1 EP0701030 B1 EP 0701030B1
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EP
European Patent Office
Prior art keywords
vacuum
points
low
section
height profile
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Expired - Lifetime
Application number
EP95113805A
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German (de)
English (en)
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EP0701030A1 (fr
Inventor
Markus Dr. Roediger
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Aqseptence Group GmbH
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Roediger Anlagenbau GmbH
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Publication of EP0701030A1 publication Critical patent/EP0701030A1/fr
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Classifications

    • E—FIXED CONSTRUCTIONS
    • E03—WATER SUPPLY; SEWERAGE
    • E03F—SEWERS; CESSPOOLS
    • E03F1/00—Methods, systems, or installations for draining-off sewage or storm water
    • E03F1/006—Pneumatic sewage disposal systems; accessories specially adapted therefore
    • E03F1/007—Pneumatic sewage disposal systems; accessories specially adapted therefore for public or main systems
    • Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
    • Y10—TECHNICAL SUBJECTS COVERED BY FORMER USPC
    • Y10T—TECHNICAL SUBJECTS COVERED BY FORMER US CLASSIFICATION
    • Y10T137/00—Fluid handling
    • Y10T137/2931—Diverse fluid containing pressure systems
    • Y10T137/3109—Liquid filling by evacuating container
    • Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
    • Y10—TECHNICAL SUBJECTS COVERED BY FORMER USPC
    • Y10T—TECHNICAL SUBJECTS COVERED BY FORMER US CLASSIFICATION
    • Y10T137/00—Fluid handling
    • Y10T137/402—Distribution systems involving geographic features

Definitions

  • the invention relates to a vacuum drainage system after the preamble of claim 1.
  • Corresponding plants or systems are e.g. used in areas where a low settlement density prevails, none for conventional free-level drainage there is sufficient natural gradient where only temporary Dirty water accumulates, e.g. in holiday settlements, or where water protection areas too are traversing.
  • an application has proven itself where the subsurface conditions are unfavorable, e.g. in areas with high groundwater levels.
  • Vacuum drainage systems are mainly used as pure sewage systems used, i.e. Rainwater is usually not discharged into it. As a result, the daily amount of dirty water is approximately the same as the daily Water consumption.
  • the dirty water usually flows freely from connected buildings in wastewater collection rooms.
  • the volume of these collecting rooms is sufficient large to serve as an emergency storage space in case the operation of the vacuum drainage system is interrupted.
  • the collection rooms are with the vacuum duct connected via normally closed suction valves.
  • activated Level transmitter a control that opens the valve for a certain period.
  • the Charge of waste water and an air volume that is normally several times larger than the waste water batch becomes a vacuum channel through the opened shut-off valve sucked in.
  • the air can be either with or after the dirty water be sucked in.
  • Dirty water and air flow through the vacuum duct along to a vacuum tank of a vacuum station.
  • In the vacuum tank is at least one vacuum source, e.g. a vacuum pump, a certain one Maintain negative pressure. Controlled by the level of the dirty water in the The dirty water is removed from the container, e.g. to a wastewater treatment plant. Dirty water pumps are usually used for this.
  • Vacuum channels are laid according to a certain height profile, being systematic Highs and lows are arranged. If no air flows, i.e. if that System is at rest, dirty water collects at the low points. If upstream If a suction valve is opened, air flows in the direction of the vacuum channel Vacuum station and overdrive accumulations of dirty water from the low points the next high points.
  • the height profile should be designed so that a good Impulse transmission from the air flow to the dirty water is achieved. That impulse serves the dirty water with sufficient speed in the vacuum channel to promote so that solid deposits are whirled up by turbulent flow will. A minimum speed of 0.7 m / s must be reached from time to time will. The air overtakes the dirty water in downward sloping sections of the Vacuum channel and drives the dirty water, which is at the next lowest point has accumulated over the next high point.
  • a pressure gradient forms along the vacuum channel, on the one hand hydrostatically due to water closures at the low points and secondly hydrodynamic due to acceleration and friction forces.
  • the total length and the geodetic height difference of vacuum channels is due to that between the upstream End of pressure and the vacuum station available pressure difference limited. This is usually on the order of 40 kPa.
  • a high air / water ratio is required a correspondingly high performance of the vacuum generator in the Vacuum station and large diameter of the vacuum channels and requires one high energy consumption. Vacuum drainage systems should therefore be planned this way be that the pressure drops remain low.
  • a vacuum drainage system of the type mentioned is from AU-B-412 297 known. 12 and 13 is a height profile with a large and a small Volume for wastewater accumulation can be found in the low points.
  • a line in flat terrain with an inner diameter D of 100 mm are considered, with the distance between high points and subsequent ones Low points about 15 m and the distance between the low points and subsequent ones High points about 10 m and the height difference H is 15 cm.
  • the maximum volume of dirty water accumulations at the lowest points is approximately 90 l, which corresponds to a full line length of just under 12 m.
  • the energy that is required to deal with this waste water accumulation Accelerate volume of 90 l to a speed of 1 m / s and increase it by 15 cm is about 180 J.
  • This energy corresponds to the isothermal expansion energy, which is released when 360 l of air from a pressure of 70 kPa to 69.5 kPa is relaxed, which corresponds to a standard volume of 250 Nl.
  • the vacuum systems mainly used in Germany are usually operated with air / water ratios below 15: 1. With a waste water batch of 10 l of air sucked in is less than 150 Nl. Usually it is even in the range between 30 and 100 Nl. If a system is flooded, consequently The speeds that can be reached are too low to prevent sludge deposits whirl up. In addition, these slow speeds prevent rapid Recovery from flooded systems. In particular, the recovery is lengthy if suction valves are used where the air / water ratio is very high becomes low or even zero when the collection rooms are filled with water.
  • ATV worksheet A 116 specifies a maximum string length of 2 km, a maximum nominal diameter of 150 mm and a maximum number of 500 inhabitants per main line.
  • the other height profile is mainly used in the USA and is in the manual No. 625 / 1-91 / 024 of the EPA (Environmental Protection Agency).
  • it is a sawtooth-shaped height profile. Between the high points and the lowest point is at least 0.2%. Between the lows and at the high points, the slope is usually 100% and the climb height H between 30 and 60 cm.
  • the maximum volume of wastewater accumulations in one Vacuum channel with an inner diameter D of 100 mm is 200 l, which corresponds approximately to a fully filled cable length of 25 m.
  • Batch volumes of approx. 40 l of dirty water are carried out with every suction process Suction valves with a diameter of approx. 75 mm are sucked in.
  • the energy that is needed to accelerate 200 l to 1 m / s and 30 cm above the following Lifting the high point is approx. 700 J.
  • the problem underlying the present invention is a vacuum drainage system of the type mentioned above so that they with respect improved operational safety, economy and energy requirements will. Flooded systems should be able to recover quickly.
  • the maximum length of vacuum channels and the maximum number of connectable per main line Inhabitants are said to be well over 2 km or 500. Permanent sludge accumulation in the vacuum channels should also be prevented if the waste water batch volume, the suction valves and / or the air / water ratio are small is.
  • the maximum volume of wastewater accumulation is in the first section at least about 3 times, preferably at least 6 times smaller than that in second section.
  • the height profile I is formed in the first section in such a way that the wastewater accumulation at the lowest points is a maximum of 1 to 3 m extend upstream from the low point, whereas the wastewater portions in the second section can extend more than 5 m upstream from the low points.
  • the height profile II corresponds to the known and previously described sawtooth profile.
  • the basic idea of the invention is that there is a fundamental difference makes whether in vacuum channels a batchwise or a continuous Funding takes place. Batch-wise funding takes place even in the case of peak dirty water at the upstream ends of the vacuum channels where upstream only a few residents are connected. There are breaks between opening times of the suction valves. A continuous flow occurs at least when there is a build-up of dirty water where a sufficient number of residents are connected upstream or where air is sucked in periodically over longer periods, e.g. if a Aeration valve is connected upstream and is periodically opened.
  • the first sections of the vacuum channels extend at their upstream Ends, whereas the second sections connect to the vacuum source.
  • the dirty water is released in batches from the low points over the Promoted high points, whereas dirty water and air in the second sections flow more or less continuously, at least when there is a build-up of dirty water.
  • the first height profile I is used in the first sections, in the proximity of the upstream strand ends of the vacuum channels; in those first Sections in which air and wastewater are normally pumped suddenly are, the height profile is designed such that there are only small maximum volumes Can collect dirty water at the low points when the system is at rest (i.e. state without flow);
  • the second height profile II is in second sections used, downstream of the first sections towards the vacuum station, where Dirty water and air more or less, at least in the case of peak dirty water flow continuously; this height profile II is designed such that it is at rest can form large accumulations of dirty water at the lowest points.
  • the wastewater accumulation at the low points of the second section can be very be long and extend far upstream from the lows.
  • a Pipe with an inner diameter D of 100 mm a gradient of 0.2% between High point and subsequent low point and a rise H of over 100 mm the wastewater portions can be up to 50 m long and a volume of approx. 200 Reach 1. This entire volume is boosted with small air thrusts not possible. Small bursts of air can only generate small waves and thus Do not prevent sludge deposits. Therefore, the height profile II is only then suitable where there is a continuous flow of air or where there is a large flow Air bursts are generated, e.g. via ventilation valves.
  • the total length of a vacuum drainage system according to the invention is not limited to 2 km as required in the aforementioned ATV worksheet A 116.
  • the hydrostatic losses are relative high and usually larger than that to achieve a sufficient flow rate required hydrodynamic losses
  • the maximum volume of dirty water accumulations at the Section I troughs between 5 and 50 l.
  • an energy of 17.5 to 175 J is required.
  • an air volume of 8.5 Nl to 85 Nl must be relaxed from 70 kPa to 68 kPa will.
  • the dirty water batch volume is 10 1 an air / water ratio of 0.9: 1 to 9: 1 is required.
  • height profile I is formed such that the Low point in a U-shaped pipe section with two legs of different lengths lies, with the longer leg the low point with the subsequent high point and the shorter leg the lowest point with the upstream vacuum channel connects.
  • Both legs preferably have an incline or inclination of at least 3% and has the vacuum channel between the upstream high point and the connection to the shorter leg has a gradient of at least 0.2%, the sole at the transition to the shorter leg approximately level with the Is at its apex. If the climbing height H between the low point and high point Is 30 cm and the inner diameter D of the line is 100 mm, the length of the 0.2% inclined vacuum channel section 100 m.
  • the upstream short leg falls by approx. 10 cm.
  • the height profile II is also proposed in the second section form such that the vacuum channel in flat terrain between the High points and the respective downstream low points a gradient of at least 0.2% and between the low points and the subsequent high points has a gradient of at least 3%.
  • the rise heights H are preferably in the range between one and three times the inner diameter D.
  • the gradient is preferably only 0.2% and the climbing height is 10 to 30 cm.
  • the length of the inclined section is 100 m. If the low and high points by bending straight tubes with a ratio of Bending radius to be produced with a diameter of 50: 1, the distance between the Rise between low point and subsequent high point about 3 m and the middle Gradient approx. 6.7%.
  • the climbs in Section II are S-shaped with only one turning point between the low and high point. Of course, the climbs can also be made angled instead of bent pipe pieces.
  • Peak flow rate (which is approximately an empty tube velocity of air of 1 m / s corresponds) should exceed the available pressure difference.
  • the hydrostatic Pressure loss is the hydrodynamic pressure loss at peak flow not exceed, the rise heights H in height profile II can be greater than that Inner diameter D of the pipeline.
  • the height profile I is preferably used where the probability that at least one of the upstream suction valves in the event of peak dirty water is open, is less than 90%. If this probability were greater, it would be Flow almost continuously and preferably height profile II was used because whose hydrostatic pressure drops are lower. Height profile II is preferred used where this probability is over 50%. With a probability between 50 and 90% both height profiles can be used.
  • height profile I is preferably used where the maximum hourly Dirty water flow is less than 1 l / s, and height profile is preferred used where this flow is greater than 0.5 l / s. This corresponds to the above Probabilities e.g. when 10 l dirty water and 100 Nl air per opening cycle of a 50 mm suction valve with a duration of 10 s.
  • height profile I is preferably used where less than 125 inhabitants are connected upstream, and height profile II is preferably used there, where more than 60 residents are connected upstream. Under the Assuming a peak dirty water volume of 0.008 l / (E * s) this is equivalent to a flow rate of 1 Vs or 0.5 l / s.
  • the first sections of the vacuum channels with height profile I preferably have an inner diameter D of maximum 125 mm. Assuming a batch volume of 10 l of dirty water and 100 Nl of air, a suction time of 10 s and one Pressure in the vacuum channel of 70 kPa is the speed in the vacuum channel approx.1.25 m / s.
  • the minimum diameter of section II is preferably 70 mm. Assuming a peak flow of 0.5 l / s, an air / water ratio of 4: 1 and a pressure of 60 kPa, this corresponds to a speed of over 1 m / s.
  • ventilation valves are preferably on the Transition points from height profile I to height profile II or with extensions of the Arranged inside diameter of the vacuum channels. These ventilation valves can timed to open the downstream vacuum channel with high Flush flow rate of over 0.7 m / s. This allows the use of the Elevation profile II even if the peak flow is insufficient Flow rate is ensured, e.g. if the dirty water accumulation is seasonal fluctuates strongly, e.g. in holiday areas, or where only long vacuum channels few residents are to be connected. In other words, aeration valves allow the use of height profile II even where the dirty water throughput can be small.
  • Sections of the vacuum channel each having a low point and include the following high point, made from thermoformed plastic pipes. Since the bending radius of plastic lines is limited at the bottom, this requires Making short climbs usually connecting pipe bends or -angles. By using thermoformed pipes, such connections can be made can be avoided, reducing the cost and risk of leakage will.
  • the hot deformation is usually carried out in a hot liquid immersed pipes. To avoid buckling during hot forming, the pipes are filled with sand or an internal overpressure is applied.
  • Fig. 1 shows one first section (10) with height profile I, which is arranged in the vicinity of the strand ends.
  • Fig. 2 shows a second section (100) with height profile II, the downstream of the first section is arranged in the direction of the vacuum station.
  • Both sections (10) and (100) contain a low point (12) or (112) and a high point (14) or, (114).
  • the maximum hydrostatic Pressure loss with height profile I (10) corresponds to the maximum height difference the water surfaces (20) and (22), which is equal to the height difference h between the tube sole (24) at the high point (14) and the apex (26) at the low point (12).
  • the maximum height of the water surface (20) can only are slightly higher than the pipe crown (26) at the low point (12). Another Rise in the water level (20) would be between the low point (12) and the previous high point enclosed air volume (18) are compressed.
  • the Pressure difference of the air before and after the low point (12) is limited to the height difference of the water levels (22) and (20), which maximally reach the value h can.
  • the vacuum channel (28) immediately exhibits a steep gradient the low point (12).
  • the water accumulation (16) can be up to a maximum Extend point (30) upstream of low point (12).
  • the point (30) is approximately level with the apex (26) at the low point (12).
  • the distance between the Points (30) and (12) are shorter, the steeper the vacuum channel to the lowest point (12) drops.
  • the length of the first sections of vacuum channels with height profile I (10) must therefore be significantly shorter than 2 km if the total length of the vacuum channels 2 km should exceed.
  • second sections with height profile II (100) are arranged between the first sections with height profile I (10) and the Vacuum station.
  • elevation profile II (100) are the increases between the low points (112) and the High points (114) preferably short and steep.
  • the gap between the high points (114) and the low points (112) is gentle and their distance is large.
  • the length of the slope sections (132) is 500 * H.
  • the waste water accumulation (116) in the height profile II (100) extends to a maximum to point (130), which is the same height as the apex of the low point (112).
  • the first section with height profile (10) 1 km and its second section with height profile II (100) is 3 km long, is Sum of the maximum hydrostatic pressure losses in the first section 20 kPa and 15 kPa in the second section. So that the total maximum hydrostatic Pressure losses of 35 kPa less than the available pressure difference from usual 40 kPa.
  • the average air / water ratio must be at least 3: 1 in the second section amount, so that there the hydrodynamic pressure losses at one to whirl up Sludge deposits sufficient conveying speed of approx. 1 m / s lower remain as the maximum hydrostatic pressure drops.

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  • Life Sciences & Earth Sciences (AREA)
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Claims (9)

  1. Système de drainage sous vide, en particulier pour le drainage de lotissements, comprenant une conduite sous vide, à laquelle peuvent être raccordées d'un côté au moins une source de vide et d'un autre côté des zones de production d'eau boueuse pour l'aspiration par vagues d'eaux usées et d'air par l'intermédiaire de vannes d'aspiration, la conduite sous vide (28) présentant des premières et des deuxièmes sections (10, 100) avec des premiers et des deuxièmes profils longitudinaux différents les uns des autres avec des points supérieurs (14, 114) ainsi que des points inférieurs (12, 112) permettant l'accumulation (16, 116) d'eau boueuse, formées de sorte que le volume maximal des accumulations d'eau (16) dans la zone des points inférieurs (12) de la première section (10) soit inférieur au volume maximal des accumulations d'eau (116) dans la zone des points inférieurs (112) de la deuxième section (100),
    caractérisé en ce que
    au moins une première section (10) de la conduite sous vide (28) s'étend d'une extrémité amont de la conduite sous vide vers l'aval en direction de la source de vide et en ce que, sur la première section, un nombre suffisamment faible d'habitants est raccordé de sorte que l'eau boueuse dans la zone de la première section (10) soit transportée par vagues des points inférieurs (12) en passant par des points supérieurs (14) même en cas de pointe de débit d'eau boueuse, et en ce que une deuxième section (100) de la conduite sous vide (18) raccordée à la première section (10) s'étend vers l'aval en direction de la source de vide et en ce que, sur la deuxième section (100) un nombre suffisamment élevé d'habitants est raccordé de sorte que l'eau boueuse dans la zone de la deuxième section (100) soit au moins transportée de façon à peu près continue de points inférieurs (112) en passant par des points supérieurs (114) au moins en cas de pointe de débit d'eau boueuse ou lorsqu'une vanne d'aération située en amont est ouverte.
  2. Système de drainage sous vide selon la revendication 1,
    caractérisé en ce que
    le volume maximal de l'accumulation d'eau boueuse (116) dans la zone des points inférieurs (112) de la deuxième section (100) de la conduite sous vide (28) est au moins deux fois et de préférence plus de dix fois plus important que le volume maximal de l'accumulation d'eau boueuse (16) dans la zone des points inférieurs (12) de la première section (10) de la conduite sous vide.
  3. Système de drainage sous vide selon au moins l'une des revendications précédentes,
    caractérisé en ce que
    la première section (10) de la conduite sous vide (28) présente dans la zone des points inférieurs (12) et des points supérieurs (14) un profil longitudinal I formé de sorte que l'accumulation maximale d'eau boueuse (16) s'étende au repos vers l'amont sur 5 m au maximum, de préférence sur moins de 3 m à partir du point inférieur (12), et/ou en ce que la deuxième section (100) de la conduite sous vide (28) présente dans la zone des points inférieurs (112) et des points supérieurs (114) un profil longitudinal II formé de sorte que l'accumulation maximale d'eau boueuse (116) puisse s'étendre vers l'amont sur au moins 5 m, de préférence sur 10 à 100 m à partir du point inférieur (112).
  4. Système de drainage sous vide selon au moins l'une des revendications précédentes,
    caractérisé en ce que
    le volume des accumulations d'eau boueuse (16) dans la zone des points inférieurs (12) du profil longitudinal I (10) s'élève au repos à 100 l au maximum, de préférence à 10 à 50 l et/ou en ce que le volume des accumulations d'eau boueuse (116) dans la zone des points inférieurs (112) du profil longitudinal II(100) puisse s'élever au repos à au moins 50 1, de préférence à plus de 100 l.
  5. Système de drainage sous vide selon au moins l'une des revendications précédentes,
    caractérisé en ce que
    des premières sections avec profil longitudinal I (10) sont placées là où la probabilité qu'au moins une vanne d'aspiration est ouverte en amont en cas de pointe de production d'eau boueuse s'élève au maximum à 90 %, et en ce que des deuxièmes sections avec profil longitudinal II (100) sont placées là où la probabilité qu'au moins une vanne d'aspiration est ouverte en amont en cas de pointe de production d'eau boueuse s'élève au moins à 50 %.
  6. Système de drainage sous vide selon au moins l'une des revendications précédentes,
    caractérisé en ce que
    le profil longitudinal I(10) des premières sections des conduites sous vide présente des sections tubulaires en forme de U avec des points inférieurs (12) et à chaque fois deux branches de longueurs différentes, les longues branches reliant les points inférieurs (12) aux points supérieures consécutifs (14) et les courtes branches s'étendant vers l'amont à partir des points inférieurs (12) et/ou en ce que le profil longitudinal II (100) des deuxièmes sections des conduites sous vide présente des sections tubulaires en forme de S comprenant à chaque fois un point inférieur (112) et un point supérieur consécutif (114), et en ce que les sections tubulaires comprenant à chaque fois un point inférieur (12, 112) et un point supérieur consécutif (14,114) sont de préférence des tubes de matière plastique matricés à chaud.
  7. Système de drainage sous vide selon au moins l'une des revendications précédentes,
    caractérisé en ce que
    sur le profil longitudinal I (10), des hauteurs de remontée H entre des points inférieurs (12) et des points supérieurs (14) consécutifs sont égales à 1 à 5 fois le diamètre intérieur de la conduite sous vide (28) dans cette zone et/ou en ce que sur le profil longitudinal II (100), des hauteurs de remontée H entre des points inférieurs (112) et des points supérieurs consécutifs (114) sont égales à 0,6 à 3 fois le diamètre intérieur de la conduite sous vide (28) dans cette zone, les deux profils longitudinaux (10, 100) présentant de préférence des hauteurs de remontée H de 10 à 60 cm.
  8. Système de drainage sous vide selon au moins l'une des revendications précédentes,
    caractérisé en ce que
    dans un terrain plat, la conduite sous vide (28) présente en aval des points supérieurs (14, 114) des sections (32, 132) de faible pente d'au moins 0,2 % et monte entre les points inférieurs (12, 112) et les points supérieurs consécutifs (14,114) avec une pente moyenne d'au moins 3 %, et en ce que sur le profil longitudinal I (10), la section (32) se termine à un point (30) pour lequel la base de la conduite est à peu près à la même hauteur que le sommet (26) du point inférieur (12), et en ce que ]a conduite sous vide entre le point (30) et le point inférieur (12) présente une pente moyenne d'au moins 3 % et s'abaisse d'à peu près un diamètre intérieur de la conduite sous vide dans cette zone, et en ce que sur le profil longitudinal II (100), la section (132) s'étend jusqu'au point inférieur (112).
  9. Système de drainage sous vide selon au moins l'une des revendications précédentes,
    caractérisé en ce que
    pour produire périodiquement des vitesses élevées d'écoulement vers l'aval, des vannes d'aération sont disposées à proximité de zones de transition entre les premières sections (10) et les deuxièmes sections (100) des conduites sous vide (28) ou à proximité d'élargissements de conduites.
EP95113805A 1994-09-03 1995-09-02 Système de drainage sous vide Expired - Lifetime EP0701030B1 (fr)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
DE4431486A DE4431486A1 (de) 1994-09-03 1994-09-03 Unterdruck-Abwasseranlage
DE4431486 1994-09-03

Publications (2)

Publication Number Publication Date
EP0701030A1 EP0701030A1 (fr) 1996-03-13
EP0701030B1 true EP0701030B1 (fr) 1998-05-20

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EP95113805A Expired - Lifetime EP0701030B1 (fr) 1994-09-03 1995-09-02 Système de drainage sous vide

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US (1) US5673723A (fr)
EP (1) EP0701030B1 (fr)
JP (1) JPH0874311A (fr)
AT (1) ATE166413T1 (fr)
DE (2) DE4431486A1 (fr)

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* Cited by examiner, † Cited by third party
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US6467497B1 (en) * 1999-04-21 2002-10-22 Evac International Oy Buffer box for use in a vacuum drainage system
US6305403B1 (en) * 1999-09-16 2001-10-23 Evac International Oy Aeration apparatus for a vertical riser in a vacuum drainage system
US6318395B1 (en) * 1999-11-10 2001-11-20 Aquaflow Technologies, Llc Method and apparatus for sewer system flow control to reduce wastewater treatment electrical costs
US6655402B1 (en) * 2002-06-13 2003-12-02 U.S. Environmental Protection Agency System and method for vacuum flushing sewer solids
SE525913C2 (sv) * 2002-12-20 2005-05-24 Seco Tools Ab Skär, verktyg samt metod för montering av skär där skäret kan orienteras i önskad position
US6990993B2 (en) * 2003-10-06 2006-01-31 Acorn Engineering Company Vacuum drainage system
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US10001787B2 (en) 2014-06-02 2018-06-19 Aqseptence Group, Inc. Controller for vacuum sewage system
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DE4431486A1 (de) 1996-03-07
EP0701030A1 (fr) 1996-03-13
DE59502234D1 (de) 1998-06-25
JPH0874311A (ja) 1996-03-19
US5673723A (en) 1997-10-07
ATE166413T1 (de) 1998-06-15

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