WO2013046930A1 - 海水の浸透ろ過方法及び浸透取水ユニット - Google Patents

海水の浸透ろ過方法及び浸透取水ユニット Download PDF

Info

Publication number
WO2013046930A1
WO2013046930A1 PCT/JP2012/070002 JP2012070002W WO2013046930A1 WO 2013046930 A1 WO2013046930 A1 WO 2013046930A1 JP 2012070002 W JP2012070002 W JP 2012070002W WO 2013046930 A1 WO2013046930 A1 WO 2013046930A1
Authority
WO
WIPO (PCT)
Prior art keywords
layer
water
seawater
sand
pipe
Prior art date
Application number
PCT/JP2012/070002
Other languages
English (en)
French (fr)
Japanese (ja)
Inventor
英幸 新里
井上　隆之
浩成 荒井
清和 向井
等 三村
Original Assignee
日立造船株式会社
株式会社ナガオカ
Priority date (The priority date 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 date listed.)
Filing date
Publication date
Application filed by 日立造船株式会社, 株式会社ナガオカ filed Critical 日立造船株式会社
Priority to US14/347,499 priority Critical patent/US20140224746A1/en
Priority to CN201280036424.2A priority patent/CN103702731B/zh
Priority to AU2012318208A priority patent/AU2012318208B2/en
Priority to ES201490021A priority patent/ES2490565B2/es
Publication of WO2013046930A1 publication Critical patent/WO2013046930A1/ja

Links

Images

Classifications

    • E—FIXED CONSTRUCTIONS
    • E03—WATER SUPPLY; SEWERAGE
    • E03B—INSTALLATIONS OR METHODS FOR OBTAINING, COLLECTING, OR DISTRIBUTING WATER
    • E03B3/00—Methods or installations for obtaining or collecting drinking water or tap water
    • E03B3/04—Methods or installations for obtaining or collecting drinking water or tap water from surface water
    • B—PERFORMING OPERATIONS; TRANSPORTING
    • B01—PHYSICAL OR CHEMICAL PROCESSES OR APPARATUS IN GENERAL
    • B01D—SEPARATION
    • B01D61/00—Processes of separation using semi-permeable membranes, e.g. dialysis, osmosis or ultrafiltration; Apparatus, accessories or auxiliary operations specially adapted therefor
    • B01D61/02—Reverse osmosis; Hyperfiltration ; Nanofiltration
    • B01D61/04—Feed pretreatment
    • C—CHEMISTRY; METALLURGY
    • C02—TREATMENT OF WATER, WASTE WATER, SEWAGE, OR SLUDGE
    • C02F—TREATMENT OF WATER, WASTE WATER, SEWAGE, OR SLUDGE
    • C02F1/00—Treatment of water, waste water, or sewage
    • C02F1/001—Processes for the treatment of water whereby the filtration technique is of importance
    • C02F1/004—Processes for the treatment of water whereby the filtration technique is of importance using large scale industrial sized filters
    • C—CHEMISTRY; METALLURGY
    • C02—TREATMENT OF WATER, WASTE WATER, SEWAGE, OR SLUDGE
    • C02F—TREATMENT OF WATER, WASTE WATER, SEWAGE, OR SLUDGE
    • C02F1/00—Treatment of water, waste water, or sewage
    • C02F1/44—Treatment of water, waste water, or sewage by dialysis, osmosis or reverse osmosis
    • C02F1/441—Treatment of water, waste water, or sewage by dialysis, osmosis or reverse osmosis by reverse osmosis
    • B—PERFORMING OPERATIONS; TRANSPORTING
    • B01—PHYSICAL OR CHEMICAL PROCESSES OR APPARATUS IN GENERAL
    • B01D—SEPARATION
    • B01D2311/00—Details relating to membrane separation process operations and control
    • B01D2311/04—Specific process operations in the feed stream; Feed pretreatment
    • B—PERFORMING OPERATIONS; TRANSPORTING
    • B01—PHYSICAL OR CHEMICAL PROCESSES OR APPARATUS IN GENERAL
    • B01D—SEPARATION
    • B01D2311/00—Details relating to membrane separation process operations and control
    • B01D2311/26—Further operations combined with membrane separation processes
    • B01D2311/2649—Filtration
    • C—CHEMISTRY; METALLURGY
    • C02—TREATMENT OF WATER, WASTE WATER, SEWAGE, OR SLUDGE
    • C02F—TREATMENT OF WATER, WASTE WATER, SEWAGE, OR SLUDGE
    • C02F2103/00—Nature of the water, waste water, sewage or sludge to be treated
    • C02F2103/08—Seawater, e.g. for desalination
    • 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
    • Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
    • Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
    • Y02A20/00—Water conservation; Efficient water supply; Efficient water use
    • Y02A20/124—Water desalination
    • Y02A20/131—Reverse-osmosis

Definitions

  • the present invention relates to a filtration method for taking seawater permeating through a sand layer on the seabed, and organisms or suspensions deposited on the surface layer of the sand layer and incorporated into an intermediate layer in order to carry out this filtration method.
  • the present invention relates to an osmotic water intake unit having a reverse cleaning pipe that removes substances and prevents clogging.
  • a direct water intake method in which seawater is taken from a water intake 1 provided on the seabed through a water conduit 2 is currently used.
  • 3 in FIG. 14 is a pump for taking in seawater
  • 4 is a reverse osmosis membrane apparatus.
  • the direct water intake method collects all waste, suspended matter, living organisms, etc. at the same time as seawater, so when the jellyfish or red tide is abnormal, when oil spills occur, or when turbidity increases due to high waves, the intake is stopped You may have to.
  • the direct water intake method has a strong adherence of marine organisms such as barnacles and mussels to water intakes and conduits, so regular cleaning, addition of anti-adhesion chemicals (such as chlorine), and biological attachment in all pipes It is necessary to increase the pipe diameter in consideration of cost.
  • the indirect water intake method is drawing attention.
  • the seabed is excavated offshore several hundred meters from the shoreline and a depth of several tens of meters, and the excavation part is composed of supporting gravel layers 5a and 5b and filtered sand 5c as shown in FIG.
  • This is a method of taking in the seawater that has been filtered and permeated and purified from the intake pipe 6 installed in the supporting gravel layer 5a by refilling the bottom of the seabed again while forming the sand filtration layer 5.
  • this indirect water intake method does not cause any problems of the direct water intake method, the spread of the water is delayed due to the high initial cost and the problem of a decrease in water intake due to clogging on the infiltration surface.
  • Patent Document 1 proposes a method that can be removed and can ensure stable water intake.
  • the seawater permeation flow rate expressed in the sand filtration layer on the seabed is 1 to 8 m / day
  • the water depth of the sand filtration layer is the surface layer portion of the sand filtration layer. It is characterized by being deeper than the full movement limit water depth where sand moves 50 cm or more and shallower than the surface layer movement limit water depth where sand moves 1 cm or more.
  • Patent Document 1 has a very slow filtration rate of 1 to 8 m / day for the seawater osmotic water intake. It requires a vast area and the construction scale becomes large (Problem 1).
  • the infiltration method proposed in Patent Document 1 is installed in a sea area where optimum seawater flow is promoted in order to prevent clogging of the sand filtration layer due to silt deposited on the surface. Necessary and limited to places where seawater flows due to waves (Problem 2).
  • the applicant significantly reduced the required infiltration area by increasing the seawater infiltration speed, and a seawater infiltration filtration method that can significantly reduce the construction scale. Proposed.
  • the upper limit is 400 m / day or less as a practical speed that can be adopted.
  • the applicant has proposed an osmotic filtration method for seawater in which clogging is prevented by artificially removing organisms or suspended substances taken into the surface of the sand filtration layer. Further, in order to remove the suspended matter or the like taken into the surface layer of the sand filtration layer, the applicant must install, for example, a mechanical type, air type or jet water type device on the surface of the sand filtration layer. A clogging prevention device was proposed. As a result, the sand filtration layer can be installed, for example, in a calm sea area where there is no tidal current or wave water particle velocity.
  • the seawater permeation rate is as high as possible at 400 m / day or less, so that the amount of water intake in a short period of time becomes large, and water intake is in comparison with the conventional method.
  • the area can be reduced.
  • a clogging prevention device is installed on the surface of the sand filtration layer, it is not necessary to install it in a sea area where optimum seawater flow is promoted, and water can be taken near the seawater desalination plant. Therefore, the construction scale and the intake facility scale can be remarkably reduced, and accordingly, the influence during construction on the surrounding environment can be alleviated.
  • the method of using seawater flow or the method of ejecting water from the clogging prevention device installed on the surface of the sand filtration layer can only remove suspended substances deposited on the surface of the sand filtration layer.
  • the seawater permeation rate is as high as possible at 400 m / day or less, clogging also tends to proceed in the intermediate layer of the sand filtration layer, and the frequency of clogging increases. For this reason, the seawater infiltration rate may be reduced only by removing suspended substances and the like deposited on the surface of the sand filtration layer.
  • a support gravel layer 5a is formed in an excavation part excavating the seabed, and an intake pipe 6 is buried, and a support gravel layer 5b and a filtration sand 5c are formed above the support gravel layer 5a. Since all the work to refill the same seabed while forming the sea is done at the seafloor site, the installation work becomes large-scale. In addition, when a problem occurs in a part of the intake pipe 6 after the start of operation, it is necessary to excavate the bottom of the sea again to repair the failed part of the intake pipe 6.
  • the problem to be solved by the present invention is that the conventional osmotic water intake method is a seawater flow and washing by a clogging prevention device installed on the surface of the sand filtration layer, so that the organism taken into the intermediate layer of the sand filtration layer Alternatively, suspended solids cannot be removed, and the seawater infiltration rate may be reduced.
  • the conventional seepage water intake method requires a large scale of installation work, and if a malfunction occurs in part of the intake piping after the start of operation, it is necessary to excavate the bottom of the sea to repair the faulty part. It is a bad point.
  • the present invention solves the above problems and can remove not only organisms or suspended matter deposited on the surface of the sand filtration layer but also organisms or suspended matter taken up in the intermediate layer, and is installed on the seabed.
  • the purpose of the present invention is to provide a seawater osmotic filtration method and an osmotic intake unit that can reduce the construction scale and facilitate maintenance.
  • An infiltration water intake unit is formed in advance by embedding intake pipes in the gravel layer to form the deep sand filtration layer and embedding the backwash pipe in the sand layer to form the intermediate layer and surface layer of the sand filtration layer.
  • a seawater that forms a sand filtration layer by combining a required number of the permeate intake units at the installation location, and introduces seawater that has naturally permeated through the sand filtration layer from the sea into the intake pipe.
  • An osmotic filtration method of The seawater penetration speed is 400 m / day or less,
  • the organism or suspended matter taken into the intermediate layer is stirred by jetting water or air from the backwash tube, and rolled up with the organism or suspended matter deposited on the surface layer above the surface layer.
  • the main feature is to prevent clogging of the sand filter layer.
  • the organism or suspended substance taken into the intermediate layer of the sand filtration layer is agitated by water or air ejected from the backwash pipe, and sand filtered together with the suspended substance present in the surface layer.
  • Rolled up above the layer Suspended substances and the like wound in the sea above the sand filtration layer are diffused to the outside of the sand filtration layer by seawater flow caused by tidal currents and waves.
  • the sand filtration layer can be easily formed by combining pre-formed permeate intake units at the installation location on the seabed.
  • a malfunction occurs in a part of the intake pipe after the start of operation, it is not necessary to excavate the seabed and repair the failed part. it can.
  • an infiltration water intake unit Preliminarily forming an infiltration water intake unit further installed with a water absorption pipe above the sand layer, and combining the required number of the infiltration water intake units at the installation location on the sea floor to form the sand filtration layer,
  • the organism or suspended matter taken into the intermediate layer is stirred by jetting water or air from the backwash tube, and wound up with the organism or suspended matter deposited on the surface layer above the surface layer, What is necessary is just to prevent clogging of the said sand filtration layer by suck
  • the present invention clogging is prevented by removing organisms or suspended solids accumulated in the surface layer of the sand filtration layer and taken into the intermediate layer, and the seawater permeation rate is maintained as high as possible at 400 m / day or less.
  • High-speed filtration can be carried out continuously.
  • the construction scale at the time of installation is remarkably reduced, and after the start of operation, the osmotic intake unit including the failed part is separated in units. Since it can be exchanged, maintenance becomes easy.
  • FIG. 5 is a view showing an example of a case where the osmotic intake unit used in the seawater osmotic filtration method of the present invention has a size that can be loaded on a truck, (a) is a diagram showing a cross section taken along the line AA ′ of the plan view; (B) is a diagram showing a cross section taken along line BB ′ of the plan view, and (c) is a diagram viewed from the plane direction.
  • FIG. 1 is a view showing an embodiment of an osmotic intake unit of the present invention using a drain pipe, wherein (a) is a view showing a cross section taken along the line AA ′ of the plan view, and (b) is a view showing BB ′ of the plan view.
  • the figure which showed the cross section in a line, (c) is the figure seen from the direction of the plane.
  • FIG. 1 is a view showing an embodiment of an osmotic intake unit according to the present invention in which a water absorption pipe and a drain pipe are not provided
  • (a) is a view showing a cross section taken along the line AA ′ in the plan view
  • (b) is B in the plan view.
  • (c) is the figure seen from the direction of the plane.
  • the present invention aims to prevent clogging of the sand filtration layer in an intermediate layer of the sand filtration layer in order to continuously carry out high-speed filtration with the seawater permeation rate maintained as high as possible at 400 m / day or less.
  • Water absorption provided above the sand layer so that clogging substances contained in organisms or suspended matter rolled up above the sand filter layer do not adversely affect the environment surrounding the sand filter layer. It is desirable to collect by a tube.
  • FIG. 1 is a diagram showing an example of an osmotic intake unit 11 used in the seawater osmotic filtration method of the present invention.
  • reference numeral 12 denotes a gravel layer for forming a deep layer of a sand filtration layer on the sea floor, comprising a main pipe 12a and a plurality of branch pipes 12b branched in a direction intersecting the main pipe 12a.
  • 13 shows a water intake pipe embedded in the tank.
  • a backwash pipe 14 including a main pipe 14a and a plurality of branch pipes 14b branched in a direction intersecting the main pipe 14a is embedded. ing.
  • reference numeral 16 denotes a water absorption pipe composed of a main pipe 16a and a plurality of branch pipes 16b.
  • the main pipe 16a is installed between the side surfaces 17a and 17c of the housing 17 facing each other.
  • the ends of the plurality of branch pipes 16b branched in the direction intersecting with the main pipe 16a are supported by side surfaces 17b and 17d of the housing 17, as shown in FIG.
  • tube 16 is installed above the sand layer 15 in the state which left the fixed space
  • the osmotic water intake unit 11 of the present embodiment is, for example, an intermediate position in the height direction of a gravel layer 13 having a height of 0.5 m inside a casing 17 having a size of 10 m long ⁇ 2.5 m wide ⁇ 2.5 m high.
  • the water absorption pipe 16 installed above 15 is accommodated. Therefore, the permeate water intake unit 11 can be transported by a truck having a loading platform capable of loading the luggage of the above size, and transportation on land becomes easy.
  • an optimal material can be selected from, for example, FRP, concrete, metal, and the like according to the water quality of the sea area where the sand filtration layer is installed, the components of substances contained in the seawater, and the like.
  • FIG. 2 shows an example of each pipe of the infiltration water intake unit 11, and is a view of each pipe seen from the plane direction.
  • the lower side of the page shows the land side where the seawater desalination plant is installed, and the upper side of the page shows the ocean side.
  • the branch pipe 16b of the water absorption pipe 16 has a large number of jet holes 16ba and 16bb arranged in a row on the land side and the ocean side.
  • both the land-side suction hole 16ba and the ocean-side suction hole 16bb are opened in parallel with the longitudinal direction of the main pipe 16a, and when installed on site, the ejection angle of the ejection holes is parallel to the horizontal plane. It is trying to become the direction.
  • the land side of the main pipe 16a is connected to a water collection pump of a seawater desalination plant. Suspended water sucked from the suction holes 16ba and 16bb is collected from the branch pipes 16b to the main pipe 16 and collected by the seawater desalination plant.
  • a large number of ejection holes 14ba are arranged in a row on the top side when installed on site.
  • the ejection angle of the ejection hole 14ba is set to be 90 degrees with respect to the horizontal plane.
  • the land side of the main pipe 14a is connected to a water supply pump or an air compressor of a seawater desalination plant. Water or air supplied from the main pipe 14a to each branch pipe 14b is ejected from the ejection hole 14ba in the vertical direction toward the top.
  • the ejection hole 14ba is provided in the direction toward the top when installed on site, but the ejection hole 14ba of the backwash pipe 14 is directed downward, for example, when installed on site. You may comprise.
  • the branch pipe 12b of the intake pipe 12 is provided with a large number of intake holes over the entire surface (not shown in FIG. 2C).
  • the land side of the main pipe 12a is connected to a water collection pump of a seawater desalination plant. Seawater that has naturally permeated through the sand filtration layer is introduced into the branch pipe 12b through the water intake hole, and taken into the seawater desalination plant through the main pipe 12a.
  • the osmotic intake unit 11 as described above is previously formed on land, and a sand filtration layer is formed by combining the required number of osmotic intake units 11 at the installation location of the seabed.
  • a seawater osmotic filtration method in which seawater that has naturally permeated through the sand filtration layer from the sea is introduced into the water pipe 12 to take in seawater, and the seawater permeation rate is 400 m / day or less. .
  • the organisms or suspended substances taken into the intermediate layer 15b above the reverse cleaning pipe 14 are supplied with water or air from the ejection holes 14ba of the reverse cleaning pipe 14 in a horizontal plane. For example, it is stirred by jetting upward at an angle of +90 degrees or downward at an angle of -90 degrees, and is rolled up into the sea above the sand filtration layer together with organisms or suspended matter deposited on the surface of the sand filtration layer After that, agitation water containing organisms or suspended matter is absorbed by the water absorption pipe 16 installed above the surface layer of the sand filtration layer. By doing in this way, since the living thing or suspended matter rolled up above the sand filtration layer is recovered without being deposited again on the surface of the sand filtration layer, clogging of the sand filtration layer can be surely prevented.
  • the organisms or suspended substances rolled up above the sand filtration layer contain components such as silt that cause clogging and do not cause clogging. Also included are particles of suitable particle size to maintain the seawater filtration effect in the bed.
  • the clogging of the clogging to be inhaled is made using the difference in the sedimentation rate of the organism or suspended matter rolled up in the sea above the sand filtration layer by the water or air ejected from the backwash pipe 14.
  • the stirring water is sucked from the water suction pipe 16 at the timing when the causative substance settles on the sand filtration layer. Therefore, in the present embodiment, only substances that cause clogging can be sucked and substances useful for maintaining the filtration effect can be left in the sand filtration layer.
  • FIG. 3 is a view showing an arrangement example of the intake pipe 12 of the osmotic intake unit 11.
  • seven intake pipes 12 are arranged side by side to constitute an intake pipe block 120.
  • the intake pipe block 120 is connected to the water collecting pump by combining the five intake pipe blocks 120 into one using the common pipe 18, for example, as shown in FIG.
  • the intake pipe block 120 may be individually connected to the water collection pump pit 19.
  • FIG. 4 is a diagram showing an example of connection of the reverse cleaning pipe 14 of the osmotic intake unit 11.
  • the reverse cleaning pipe block 140 is configured by arranging seven back cleaning pipes 14 side by side.
  • water is spouted from the backwash pipe 14 in order to stir the organism or suspended matter that has accumulated in the surface layer of the sand filtration layer and taken up in the intermediate layer and wind it up into the sea above the sand filtration layer.
  • air may be ejected.
  • the backwash pipe block 140 is connected with the water supply pump 20.
  • FIG. On the other hand, when using the structure which ejects air, as shown in FIG.4 (b), the backwash pipe block 140 is connected with the air compressor 21.
  • FIG. 5 is a diagram showing an example of the dimensions and arrangement of the permeate intake unit 11.
  • the permeate water intake block 110 is configured by arranging 8 or 9 permeate water intake units 11 whose main pipes 12a, 14a, and 16a have a length of 10 m in the longitudinal direction side by side. Four more 110 are arranged side by side to form a water intake area 1100 having a size of 10 m ⁇ 105 m (not including the thickness of the casing).
  • the seawater infiltration rate is 400 m / day or less. However, if the seawater infiltration rate is 100 m / day and the infiltration area per unit of the infiltration water intake unit 11 is 30 m 2 , the infiltration water intake unit 11 The amount of water collected per unit is 3000 m 3 / day. As in the example of FIG. 5A, in the case of a water intake area 1100 composed of about 35 permeate water intake units 11, the total water collection amount is about 100,000 t / day. This is the same level of water intake as “Mamizu Pier” currently installed in Fukuoka Prefecture.
  • the water intake area 1100 shown in FIG. 5 (a) is arranged as shown in FIG. 5 (b) or (c), for example. 4 areas should be provided.
  • the water intake area 1100 shown in FIG. 5 (a) is arranged as shown in FIG. 5 (b) or (c), for example. 4 areas should be provided.
  • the water intake area 1100 shown in FIG. 5 (a) is arranged as shown in FIG. 5 (b) or (c), for example. 4 areas should be provided.
  • FIG. 5B 25 m ⁇ about 270 m
  • 210 m ⁇ about 25 m a water intake area that is much smaller than the conventional permeation water intake method, 400,000 a day A water intake of t is obtained.
  • positioning is selected according to the topography of an installation sea area. be able to. Further, by changing the number of units to be combined as described above, it is possible to cope with the required water intake amount per day.
  • FIG. 6 is a diagram showing an example of the osmotic water intake unit of the present invention when a drain pipe is used as a means for removing organisms or suspended substances rolled up in the sea. In the following description, only differences from the configuration of the embodiment of FIG.
  • 22 indicates a drain pipe comprising a main pipe 22a and a plurality of branch pipes 22b.
  • the main pipe 22a is installed between the side surfaces 17a and 17c of the housing 17 facing each other.
  • the ends of the plurality of branch pipes 22b branched in the direction intersecting with the main pipe 22a are supported on the side faces 17b and 17d of the housing 17, as shown in FIG. 6B.
  • the drain pipe 22 is installed above the sand layer 15 in a state where a certain interval is provided between the drain pipe 22 and the surface of the sand layer 15.
  • the branch pipe 22b has a large number of jet holes arranged on the ocean side (FIG. 2 (b) is not shown because it is a view from the land side).
  • the ejection holes are opened in parallel to the longitudinal direction of the main pipe 22a, and the ejection angle of the ejection holes is set to be parallel to the horizontal plane when installed on site.
  • the land side of the main pipe 22a is connected to a water supply pump of a seawater desalination plant, and the water supplied from the main pipe 22a to each branch pipe 22b is ejected horizontally from the ejection hole to the ocean side.
  • the organism or suspended substance taken in the intermediate layer of the sand filtration layer is agitated by the water or air ejected from the backwash pipe 14, and the organisms deposited on the surface of the sand filtration layer or Along with the suspended substance, it is rolled up above the surface layer, and then discharged to the outside of the sand filtration layer by water ejected from the drain pipe 22.
  • FIG. 7 (a) is an explanatory view of another embodiment of the osmotic intake unit of the present invention using a drain pipe, and shows a state in which the drain pipe 23 is viewed from a plane direction.
  • the right side of the paper indicates the land side where the seawater desalination plant is provided, and the left side (the direction of the arrow) indicates the ocean side. In this embodiment, it is assumed that no other infiltration water intake unit is adjacent to the ocean side.
  • FIG. 7B is a schematic view of the branch pipe 23b of the drain pipe 23 as viewed from the direction of the cross section, and is a view for explaining the ejection angle ⁇ of water ejected from the ejection hole 23bb.
  • the ejection angle ⁇ is set in the range of 30 to 60 degrees with respect to the horizontal plane.
  • the land side of the main pipe 23a is connected to a water supply pump of a seawater desalination plant.
  • the ejection angle of the ejection hole 23bb is 45 degrees
  • the water supplied from the main pipe 23a to each branch pipe 23b is ejected from the ejection hole 23bb to the ocean side at an angle of 45 degrees upward with respect to the horizontal plane.
  • the drain pipe 23 ejects water in a direction in which no other permeate intake unit is adjacent to the drain pipe 23, and the water ejection angle is in the range of 30 to 60 degrees with respect to the horizontal plane. It was configured as follows.
  • suspended substances or the like that cause clogging discharged by the drain pipe 23 do not settle on top of the sand filtration layers of other permeate water intake units.
  • the water ejected from the ejection hole 23bb has a parabolic shape, and suspended substances or the like that cause clogging can be discharged further away.
  • FIG. 8 is a diagram showing an example of the arrangement in the height direction of the water intake pipe 12 and the backwash pipe 14 in the unit of the osmotic water intake unit 11 of the present invention.
  • the water intake pipe 12 is not too far from the bottom surface 17e of the casing 17 of the osmotic water intake unit 11 so that the filtration capacity does not decrease.
  • the COP (pipe center) height of the intake pipe 12 may be in the range of 0.75D to 1,25D upward from the bottom surface 17e.
  • the backwash pipe 14 it is advantageous to install the backwash pipe 14 at a position as deep as possible in order to backwash the suspended matter or the like deposited on the surface of the sand filtration layer and taken in the intermediate layer over a wide range. If the installation position is too deep, it is necessary to increase the water pressure, so it is necessary to consider the balance between the two. Specifically, when the outer diameter of the reverse cleaning pipe 14 is d, the COP (pipe center) height of the reverse cleaning pipe 14 is 1.0d to 5 downward from the surface 15d of the sand layer 15 of the sand filtration layer. A range of 0.0d may be used.
  • FIG. 9 is a diagram showing an example of an osmotic water intake unit of the present invention when seawater flow is used as a means for removing organisms or suspended substances rolled up in the sea.
  • the configuration of FIG. 9 is the same as the embodiment of FIG. 1 except that the water absorption pipe 16 or the drain pipe 22 does not exist.
  • the organism or suspended substance taken into the intermediate layer of the sand filtration layer is combined with the organism or suspended substance deposited on the surface of the sand filtration layer by water or air ejected from the backwash pipe 14. And is diffused to the outside of the sand filtration layer by seawater flow caused by tidal currents or waves.
  • FIG. 10 is a diagram showing an experimental flow of the seawater osmotic filtration method of the present invention.
  • 31 is a water intake pump submerged 50 cm from the sea bottom and 3.3 m from the water surface
  • 32 is a raw water tank for storing seawater pumped by the water intake pump 31. Seawater stored in the raw water tank 32 is pumped up by the raw water pump 33 and supplied to the column device 34.
  • the column device 34 is provided with a filtration layer composed of a sand layer 34 a and a gravel layer 34 b, and the filtrate water that has passed through the filtration layer is guided to a treated water tank 35.
  • the reverse feed pipe 37 provided with the reverse feed pump 36 that sends the filtrate of the treated water tank 35 back to the column apparatus 34 and the seawater supplied to the column apparatus 34 do not overflow.
  • an overflow pipe 38 for guiding the treated water tank 35 is provided.
  • the filtration layer used for this measurement is from above, a 0.45 mm sand layer (thickness 900 mm), a ⁇ 2-4 mm gravel layer (thickness 75 mm), a ⁇ 4-8 mm gravel layer (thickness 75 mm), and a ⁇ 6-12 mm gravel (Thickness 150 mm).
  • the measurement results are shown in FIG.
  • an amount of silt was added in advance so that the osmotic water intake speed in FIG. 11 (a) was the turbidity indicated by 0 m / day.
  • the turbidity and silt concentration index SDI are the same as when the permeate water intake speed is 1 to 8 m / day, and show the same treatment performance. It was confirmed.
  • the seawater infiltration flow rate expressed in the sand filtration layer on the seabed is 1 to 8 m / day, and the water depth of the sand filtration layer is 50 cm or more of the sand in the surface layer portion of the sand filtration layer. It is assumed that it is deeper than the full movement limit water depth that moves and shallower than the surface movement limit water depth that moves 1 cm or more.
  • the water depth of the sand filtration layer is deeper than the complete movement limit water depth at which the sand of the surface layer portion of the sand filtration layer moves by 50 cm or more, and
  • the reason for making it shallower than the surface layer movement limit water depth that moves 1 cm or more is as follows.
  • the sand on the surface of the sand filtration layer at the depth of the surface layer movement limit depth which is the maximum water depth where it is confirmed that the sand particles on the seabed move to some extent by the waves, is to the extent that the seabed sand is washed. If it is deeper than this water depth, there is almost no movement of sand particles on the surface of the sand filtration layer.
  • the surface sand of the sand filtration layer moves 50 cm or more at the full water movement limit depth, which is the maximum water depth that is confirmed to erode the sand filtration layer on the seabed due to the action of waves, it is erosion of the sand filtration layer on the seabed. Because it will be accepted.
  • the particle size of silt particles is generally about 0.005 mm to 0.074 mm, and the flow rate of seawater at which the silt does not move, that is, the movement limit flow rate is obtained.
  • the limit actual flow rate of silt particles obtained using a graph showing the relationship between the particle size and the limit actual flow rate is 0.026 cm / s in the case of silt particles having a particle size of 0.08 mm.
  • a seawater permeation flow rate of at least 1 m / day is required.
  • the surface layer of the sand filtration layer is moderately agitated by waves and currents appearing in the sea by setting the infiltration rate of seawater to 1 to 8 m / day under the above conditions, It is said that suspended solids such as garbage and silt accumulated on the surface of the sand filtration layer can be removed, and stable water intake can be secured.
  • the upper limit of the infiltration rate of seawater defined in the invention of Patent Document 1 is a condition for preventing silt from entering or mixing into the sand filtration layer on the surface of the seabed.
  • the treatment performance is equivalent to that of the permeate water intake rate of 1 to 8 m / day. For example, when the permeate water intake speed is 400 m / day, it tends to absorb silt.
  • silt particles are very small compared to the voids in the filter sand, they take the form of so-called standard blockage.
  • intermolecular forces physical adsorption, static electricity
  • the silt component is added as shown in FIG. 11 (a)
  • the silt is almost deposited on the surface layer after 2 hours under the condition of 400 m / day, and the inside of the sand filter layer is only about 1 cm. Confirmed that it would not invade.
  • the standard blockage differs from the complete blockage that occurs even for particles larger than the void, and in order for the particles to completely seal the void pores, the void pores take time due to adsorption of silt particles as shown in FIG. Narrow. This means that pressure loss gradually occurs up to the air gap retention threshold, so that long-time penetration is possible even when silt is continuously removed. This elapsed time varies depending on the conditions of the filter medium and the seawater condition (silt concentration), and this time is an important factor for the forced cleaning interval.
  • the present invention is based on the experimental results of the inventors and the above knowledge, and is a conventional common sense, realizing a high seawater permeation rate of the filter medium, which was a taboo, and thereby significantly increasing the construction scale and intake facility scale. Is realized.
  • the seawater permeation rate is 400 m / day or less. With the speed.
  • the amount of water intake is 50 times that of the conventional seawater infiltration rate of 8 m / day, so the area of the intake area can be reduced to 1/50. it can. Further, installation in a sea area where optimum seawater flow is promoted becomes unnecessary, and as shown in FIG. 13, an infiltration water intake facility 42 can be installed near the seawater desalination plant 41, and the scale of construction and intake facilities can be increased. The scale can be significantly reduced, and the impact on the surrounding environment during construction can be alleviated.
  • the seawater osmotic filtration method of the present invention does not use the osmotic intake unit 11 and is installed on the seabed.
  • a method of forming a sand filtration layer by embedding the intake pipe 12 or the backwash pipe 14 may be used.
  • intake pipes are embedded deep in the sand filtration layer at the bottom of the sea
  • backwash pipes for jetting water or air are embedded in the intermediate layer of the sand filtration layer to naturally penetrate the sand filtration layer from the sea.
  • Seawater osmotic filtration method for introducing seawater into the intake pipe and taking seawater, The seawater penetration speed is 400 m / day or less
  • the organism or suspended substance taken in the intermediate layer is stirred by jetting water or air from the backwash tube, and is rolled up together with the organism or suspended substance deposited on the surface layer of the sand filtration layer. This is a seawater osmotic filtration method for preventing clogging of the sand filtration layer.
  • a water absorption pipe is further installed above the surface of the sand filtration layer, and the organisms or suspended substances taken into the intermediate layer of the sand filtration layer are back-washed.
  • Water or air is spouted from the pipe and stirred, and after being rolled up with the organism or suspended matter deposited on the surface of the sand filtration layer, the stirred water containing the organism or suspended matter from the water absorption pipe Inhalation of sand can prevent clogging of the sand filtration layer without adversely affecting the surrounding environment.
  • a drainage pipe is further installed above the surface of the sand filtration layer, and the organism or suspended matter taken into the intermediate layer of the sand filtration layer is stirred by jetting water or air from the backwash pipe. Rolling up the surface together with organisms or suspended matter deposited on the surface of the filtration layer, and then spraying water out of the drainage pipe prevents clogging of the sand filtration layer even in calm waters where seawater flow is low it can.
  • the structure in which the intermediate layer of the sand filtration layer is cleaned by ejecting water or air from the reverse cleaning tube 14 is disclosed, but in addition to the cleaning of the intermediate layer (sand layer) by the reverse cleaning tube 14, You may comprise so that the deep layer (gravel layer) of a sand filtration layer may be wash
  • the embodiment using the water absorption pipe 16 and the embodiment using the drain pipes 22 and 23 have been described separately. For example, switching between collecting and supplying water of a pump installed in a seawater desalination plant.
  • a single apparatus may be configured to have both the function of the water absorption pipe and the function of the drain pipe.
  • the filter medium used for the gravel layer and sand layer of the osmotic intake unit of the present invention is not limited to natural gravel and sand, and any material can be used.
  • the seawater osmotic filtration method of the present invention can significantly reduce the area of the water intake area.
  • the above-described artificial filter medium can also be easily adopted.
PCT/JP2012/070002 2011-09-30 2012-08-06 海水の浸透ろ過方法及び浸透取水ユニット WO2013046930A1 (ja)

Priority Applications (4)

Application Number Priority Date Filing Date Title
US14/347,499 US20140224746A1 (en) 2011-09-30 2012-08-06 Seawater infiltration method and water infiltration intake unit
CN201280036424.2A CN103702731B (zh) 2011-09-30 2012-08-06 海水渗透过滤方法及渗透取水单元
AU2012318208A AU2012318208B2 (en) 2011-09-30 2012-08-06 Seawater infiltration method and water infiltration intake unit
ES201490021A ES2490565B2 (es) 2011-09-30 2012-08-06 Método de infiltración de agua de mar y unidad de absorción de infiltración de agua

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
JP2011-217388 2011-09-30
JP2011217388A JP5822623B2 (ja) 2011-09-30 2011-09-30 海水の浸透ろ過方法及び浸透取水ユニット

Publications (1)

Publication Number Publication Date
WO2013046930A1 true WO2013046930A1 (ja) 2013-04-04

Family

ID=47994982

Family Applications (1)

Application Number Title Priority Date Filing Date
PCT/JP2012/070002 WO2013046930A1 (ja) 2011-09-30 2012-08-06 海水の浸透ろ過方法及び浸透取水ユニット

Country Status (6)

Country Link
US (1) US20140224746A1 (es)
JP (1) JP5822623B2 (es)
CN (1) CN103702731B (es)
AU (1) AU2012318208B2 (es)
ES (1) ES2490565B2 (es)
WO (1) WO2013046930A1 (es)

Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR101365391B1 (ko) 2013-10-08 2014-02-19 박상원 해수 취수장치
AU2013358367B2 (en) * 2012-12-14 2016-12-08 Hitachi Zosen Corporation Cleaning system for sand filtration layer
CN106592737A (zh) * 2016-11-18 2017-04-26 江苏花王园艺股份有限公司 一种市政道路排水系统
CN116856908A (zh) * 2023-09-01 2023-10-10 西南石油大学 一种页岩气井携砂临界流速的实验确定方法

Families Citing this family (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP6138594B2 (ja) * 2013-06-04 2017-05-31 日立造船株式会社 海水浸透取水における移動式懸濁物質回収装置
JP6144574B2 (ja) 2013-08-23 2017-06-07 日立造船株式会社 海水淡水化システムおよび海水淡水化方法
JP2015157233A (ja) * 2014-02-21 2015-09-03 日立造船株式会社 海水浸透取水設備
JP6496577B2 (ja) * 2015-03-12 2019-04-03 日立造船株式会社 護岸壁用浸透取水システム
JP6530205B2 (ja) * 2015-03-12 2019-06-12 日立造船株式会社 浸透取水システム
US10279407B2 (en) 2015-10-30 2019-05-07 Black & Decker Inc. Circular saw blades
GB2551317A (en) * 2016-06-07 2017-12-20 Ide Technologies Ltd Environmentally friendly water intake and pretreatment system
KR102641622B1 (ko) * 2023-08-10 2024-02-28 강용대 해수 여과 효율이 향상된 자연 여과식 여과기

Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH0615110A (ja) * 1991-12-26 1994-01-25 Ishikawa Pref Gov ろ過池の洗浄装置
JP2004066217A (ja) * 2002-06-14 2004-03-04 Tadayoshi Nagaoka 水処理装置および水処理方法
WO2010125662A1 (ja) * 2009-04-30 2010-11-04 Miyazaki Toyofumi 微生物処理に優れた緩速濾過装置

Family Cites Families (18)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS5748310A (en) * 1980-09-04 1982-03-19 Fuji Electric Co Ltd Method and apparatus for taking washing water of filter apparatus
JPH0379805U (es) * 1989-12-06 1991-08-15
US5112483A (en) * 1991-02-04 1992-05-12 Cluff C Brent Slow sand/nanofiltration water treatment system
JP2886723B2 (ja) * 1992-01-14 1999-04-26 日本鋼管株式会社 生物処理用連続空隙体および濾過用連続空隙体からなる取水設備用濾過器
JP2500838B2 (ja) * 1993-01-25 1996-05-29 株式会社東京久栄 濾過槽
JP2558056B2 (ja) * 1993-10-27 1996-11-27 株式会社東京久栄 濾過槽
JPH1157777A (ja) * 1997-08-25 1999-03-02 Koyama Kogyo:Kk 濾過機
JP2000186351A (ja) * 1998-12-22 2000-07-04 Kumagai Gumi Co Ltd 浸透式取水方法
JP2001129315A (ja) * 1999-11-02 2001-05-15 Toa Harbor Works Co Ltd 取水装置
JP3899788B2 (ja) * 2000-08-10 2007-03-28 株式会社大林組 海水取水システムおよび海水取水方法
JP2003245666A (ja) * 2002-02-25 2003-09-02 Kobe Steel Ltd 海水の処理法
JP3979203B2 (ja) * 2002-07-08 2007-09-19 株式会社大林組 集水用ろ過層の安定化方法
JP2005090212A (ja) * 2003-09-19 2005-04-07 Shigeki Odera 河床砂礫の間に水槽を設置する取水装置
JP2008144525A (ja) * 2006-12-12 2008-06-26 Ohbayashi Corp 海水の浸透取水システム及び海水の浸透取水方法
JP5094573B2 (ja) * 2008-06-09 2012-12-12 株式会社孝陽 緩速濾過装置
JP2011110533A (ja) * 2009-11-30 2011-06-09 Kazunori Koishi 上向きろ過装置
CN201746873U (zh) * 2010-01-22 2011-02-16 刘启龙 一种适应于农村的砂滤池
JP2012246711A (ja) * 2011-05-30 2012-12-13 Hitachi Zosen Corp 海水の浸透取水ろ過方法及び砂層表面の目詰まり防止装置

Patent Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH0615110A (ja) * 1991-12-26 1994-01-25 Ishikawa Pref Gov ろ過池の洗浄装置
JP2004066217A (ja) * 2002-06-14 2004-03-04 Tadayoshi Nagaoka 水処理装置および水処理方法
WO2010125662A1 (ja) * 2009-04-30 2010-11-04 Miyazaki Toyofumi 微生物処理に優れた緩速濾過装置

Cited By (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
AU2013358367B2 (en) * 2012-12-14 2016-12-08 Hitachi Zosen Corporation Cleaning system for sand filtration layer
KR101365391B1 (ko) 2013-10-08 2014-02-19 박상원 해수 취수장치
CN106592737A (zh) * 2016-11-18 2017-04-26 江苏花王园艺股份有限公司 一种市政道路排水系统
CN116856908A (zh) * 2023-09-01 2023-10-10 西南石油大学 一种页岩气井携砂临界流速的实验确定方法
CN116856908B (zh) * 2023-09-01 2024-02-06 西南石油大学 一种页岩气井携砂临界流速的实验确定方法

Also Published As

Publication number Publication date
CN103702731B (zh) 2016-08-17
CN103702731A (zh) 2014-04-02
AU2012318208B2 (en) 2015-08-06
ES2490565A2 (es) 2014-09-03
ES2490565R1 (es) 2014-12-29
US20140224746A1 (en) 2014-08-14
JP5822623B2 (ja) 2015-11-24
JP2013075268A (ja) 2013-04-25
ES2490565B2 (es) 2015-04-16
AU2012318208A1 (en) 2014-02-06

Similar Documents

Publication Publication Date Title
JP5822623B2 (ja) 海水の浸透ろ過方法及び浸透取水ユニット
JP5822644B2 (ja) 海水の浸透取水におけるろ過層の洗浄装置
JP6530205B2 (ja) 浸透取水システム
US10272367B2 (en) Infiltration intake system for revetment wall
US20150034569A1 (en) Integrated unit for intake and pretreatment with local backwashing
JP2012246711A (ja) 海水の浸透取水ろ過方法及び砂層表面の目詰まり防止装置
US10926201B2 (en) Integrated unit for intake and pretreatment with local backwashing
JP6084897B2 (ja) 浮体式懸濁物質回収装置及び方法
US20210002146A1 (en) Environmentally friendly sea water intake process and apparatus
JP2008144525A (ja) 海水の浸透取水システム及び海水の浸透取水方法
JP3899788B2 (ja) 海水取水システムおよび海水取水方法
JP5869375B2 (ja) 海水浸透取水装置
US20210031125A1 (en) Integrated unit for intake and pretreatment with local backwashing
JP2006523272A (ja) 塩水浸入防止システム
JP6138594B2 (ja) 海水浸透取水における移動式懸濁物質回収装置
JP2006152798A (ja) 海水取水システムおよび海水取水方法
KR20130020188A (ko) 돌적층형 수중보를 갖는 해수 취수 시스템 및 그 시공 방법
JP4858142B2 (ja) 海水浄化システム及び海水浄化方法
KR20130036975A (ko) 슬러지의 수분 및 녹조와 부유물 처리장치 그리고 이를 이용한 슬러지 수분 및 녹조와 부유물 처리방법
JP2005058957A (ja) 浮体式水域浄化処理装置
KR101007465B1 (ko) 해양 오폐수 실시간 정수 시스템 및 방법
KR101304761B1 (ko) 조수 간만의 차가 있는 해수환경에 적용되는 해수 취수 장치
CN104003535A (zh) 一种地表水源的取水和净水一体化装置
KR101127995B1 (ko) 정체수역 저면 정화장치
JP4385172B1 (ja) 河川浄化システム

Legal Events

Date Code Title Description
121 Ep: the epo has been informed by wipo that ep was designated in this application

Ref document number: 12835004

Country of ref document: EP

Kind code of ref document: A1

ENP Entry into the national phase

Ref document number: 2012318208

Country of ref document: AU

Date of ref document: 20120806

Kind code of ref document: A

WWE Wipo information: entry into national phase

Ref document number: P201490021

Country of ref document: ES

WWE Wipo information: entry into national phase

Ref document number: 14347499

Country of ref document: US

NENP Non-entry into the national phase

Ref country code: DE

122 Ep: pct application non-entry in european phase

Ref document number: 12835004

Country of ref document: EP

Kind code of ref document: A1