JP2003136088A - Sewage treatment method and apparatus in confluent type sewerage - Google Patents
Sewage treatment method and apparatus in confluent type sewerageInfo
- Publication number
- JP2003136088A JP2003136088A JP2001340431A JP2001340431A JP2003136088A JP 2003136088 A JP2003136088 A JP 2003136088A JP 2001340431 A JP2001340431 A JP 2001340431A JP 2001340431 A JP2001340431 A JP 2001340431A JP 2003136088 A JP2003136088 A JP 2003136088A
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- tank
- water
- sewage
- speed filtration
- weather
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Classifications
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- 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
- Y02W—CLIMATE CHANGE MITIGATION TECHNOLOGIES RELATED TO WASTEWATER TREATMENT OR WASTE MANAGEMENT
- Y02W10/00—Technologies for wastewater treatment
- Y02W10/10—Biological treatment of water, waste water, or sewage
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- Filtering Materials (AREA)
- Activated Sludge Processes (AREA)
- Filtration Of Liquid (AREA)
Abstract
Description
【０００１】[0001]
【発明の属する技術分野】本発明は、汚水と雨水とが合
流して処理場に流入する合流式下水道における下水処理
方法及び装置に関するものである。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a sewage treatment method and device in a combined sewer system in which sewage and rainwater merge and flow into a treatment plant.
【０００２】[0002]
【従来の技術】一般的な下水処理場は、図７に示すよう
に最初沈殿池１と反応槽２と最終沈殿池３とを備えたも
のであり、最初沈殿池１においては主としてＳＳを沈降
分離し、反応槽２では生物反応を利用して主としてＢＯ
Ｄを除去し、最終沈殿池３では生物反応により生じたフ
ロック等を沈降分離したうえ、処理水を河川や海に放流
している。2. Description of the Related Art A general sewage treatment plant is provided with a first settling tank 1, a reaction tank 2 and a final settling tank 3 as shown in FIG. It is separated, and in the reaction tank 2, mainly the BO is utilized by utilizing the biological reaction.
D is removed, and flocs and the like generated by the biological reaction are settled and separated in the final settling tank 3, and the treated water is discharged to rivers and the sea.
【０００３】下水処理場では設計水量Ｑ（晴天時におけ
る日最大流入水量）を定めており、下水処理場への流入
水量が設計水量Ｑ以下の場合には上記した通常の高級処
理を行うが、雨天時等における設計水量超過分（設計水
量Ｑを越える１〜３Ｑまでの０〜２Q分）については通
常の高級処理は不可能である。このため大部分の下水処
理場では、設計水量超過分は最初沈殿池１を通す簡易処
理を行っただけでそのままかあるいは必要に応じ塩素消
毒を行ない、放流水路４から河川や海に放流している。
このため、特に大都市に多く採用されている汚水と雨水
とが合流して処理場に流入する合流式下水道において
は、雨天時に多くの下水が未処理あるいは簡易処理のま
ま河川や海に放流されることとなり、汚濁物量の多い放
流水がウォータフロントを汚染することが社会問題とな
っている。The sewage treatment plant has set a design water amount Q (maximum daily inflow water amount in fine weather). When the inflow water amount into the sewage treatment plant is equal to or less than the design water amount Q, the normal high-grade treatment described above is carried out. Ordinary high-grade treatment is not possible for the excess design water quantity (0 to 2Q from 1 to 3Q, which exceeds the design water quantity Q) in rainy weather. For this reason, in most sewage treatment plants, the excess amount of design water is first passed through the settling basin 1 by simple treatment, or is sterilized as needed and is discharged from the discharge waterway 4 into rivers or the sea. There is.
For this reason, in the combined sewer system in which sewage and rainwater, which are often used in large cities, merge and flow into the treatment plant, a large amount of sewage is discharged to rivers or the sea without treatment or in simple treatment during rainy days. Therefore, it has become a social problem that discharged water with a large amount of pollutants pollutes the waterfront.
【０００４】なお、大腸菌等を殺菌するために放流前に
次亜塩素酸ナトリウム等の消毒剤を注入することも行わ
れているが、従来の最初沈殿池１におけるＳＳ除去率は
３０％程度であるためその処理水は多くのＳＳを含有す
ることとなり、注入された次亜塩素酸ナトリウム等の消
毒剤の多くがＳＳと反応して消費され殺菌効果を弱めて
いた。このため完全に殺菌するためには多量の次亜塩素
酸ナトリウムを注入しなければならず、ランニングコス
トが嵩むという問題があった。In order to sterilize Escherichia coli, a disinfectant such as sodium hypochlorite is also injected before discharge, but the SS removal rate in the conventional first settling tank 1 is about 30%. Therefore, the treated water contains a large amount of SS, and most of the injected disinfectant such as sodium hypochlorite reacts with SS and is consumed to weaken the bactericidal effect. Therefore, in order to completely sterilize, a large amount of sodium hypochlorite must be injected, which causes a problem of high running cost.
【０００５】また、設計水量分までについては最初沈殿
池１による沈殿処理の後、反応槽２にて処理されるが、
ＳＳ除去率が上記の通り３０％と低いため、このSSを分
解するため反応槽に多くの曝気風量を要しランニングコ
ストがかさむという問題があった。Further, up to the design water amount, it is first treated in the reaction tank 2 after the sedimentation treatment in the sedimentation tank 1.
Since the SS removal rate is as low as 30% as described above, there is a problem that a large amount of aeration air is required in the reaction tank to decompose the SS, which increases running costs.
【０００６】[0006]
【発明が解決しようとする課題】本発明は上記した従来
の問題点を解決し、雨天時における放流水の汚濁物量を
大幅に減少させることができ、また次亜塩素酸ナトリウ
ム等の消毒剤を注入する場合にもその注入量を減少させ
ることができ、反応槽における曝気風量を減じることが
できる合流式下水道における下水処理方法及び装置を提
供するためになされたものである。DISCLOSURE OF THE INVENTION The present invention solves the above-mentioned conventional problems and can significantly reduce the amount of pollutants in discharged water in the case of rain, and also uses a disinfectant such as sodium hypochlorite. The present invention has been made to provide a sewage treatment method and device in a combined sewer system that can reduce the injection amount even when injecting, and can reduce the amount of aeration air in the reaction tank.
【０００７】[0007]
【課題を解決するための手段】上記の課題を解決するた
めになされた本発明の合流式下水道における下水処理方
法は、みかけ比重が０．１〜０.４で望ましくは５０％
圧縮硬さが０.１ＭＰａ以上の浮上ろ材を充填した上向
流式の高速ろ過槽に、晴天時にも雨天時にも合流式下水
を導入して夾雑物やＳＳを除去し、晴天時にはこの高速
ろ過槽の処理水を後段の反応槽と最終沈殿池に導いて順
次処理し、雨天時には高速ろ過槽の処理水のうち設計水
量分は後段の反応槽と最終沈殿池に導いて順次処理し、
設計水量超過分を反応槽及び最終沈殿池を通すことなく
放流することを特徴とするものである。なお、浮上ろ材
が発泡高分子からなるものであることが好ましく、浮上
ろ材が４〜１０mmのサイズのものであることが好まし
い。また浮上ろ材を発泡高分子のシートから打ち抜いて
成形する場合には、２ｍｍ以上のシートを用いて４〜１
０ｍｍのサイズに打ち抜き成形することが好ましい。The sewage treatment method in the combined sewer system of the present invention made to solve the above problems has an apparent specific gravity of 0.1 to 0.4, preferably 50%.
An upward flow type high-speed filtration tank filled with a floating filter medium with a compression hardness of 0.1 MPa or higher is used to introduce confluent sewage during both fine weather and rain to remove contaminants and SS. The treated water in the tank is introduced to the latter-stage reaction tank and the final settling tank for sequential treatment, and in case of rain, the designed water amount of the treated water in the high-speed filtration tank is introduced to the latter-stage reaction tank and the final settling tank for sequential treatment.
The feature is that the excess design water is discharged without passing through the reaction tank and the final settling tank. The floating filter medium is preferably made of a foamed polymer, and the floating filter medium is preferably 4-10 mm in size. When the floating filter material is punched out from a foamed polymer sheet to be molded, a sheet of 2 mm or more is used, and 4-1.
It is preferable to perform punching and molding to a size of 0 mm.
【０００８】また本発明の合流式下水道における下水処
理装置は、みかけ比重が０.１から０.４で望ましくは５
０％圧縮硬さが０.１ＭＰａ以上の浮上ろ材が充填さ
れ、設計水量Ｑの１〜３倍までの合流式下水を受け入れ
る上向流式の高速ろ過槽と、高速ろ過槽の処理水を設計
水量Ｑまで受け入れる反応槽および最終沈殿池とからな
ることを特徴とするものである。The sewage treatment apparatus for combined sewerage according to the present invention has an apparent specific gravity of 0.1 to 0.4, and preferably 5
Designed as an upflow type high-speed filtration tank that is filled with a floating filter medium with a 0% compression hardness of 0.1 MPa or more and that accepts confluent sewage up to 1 to 3 times the design water quantity Q, and treated water of the high-speed filtration tank. It is characterized by comprising a reaction tank for receiving up to a water amount Q and a final settling tank.
【０００９】このように本発明によれば、従来の最初沈
殿池をみかけ比重が０．１〜０.４で望ましくは５０％
圧縮硬さが０.１ＭＰａ以上の浮上ろ材を充填した上向
流式の高速ろ過槽に置き換えたので、晴天時にも雨天時
にも合流式下水道からの流入水中に含まれるＳＳを、７
０％以上除去することができる。雨天時にはこの高速ろ
過槽の処理水のうち設計水量超過分は従来と同様に反応
槽及び最終沈殿池を通すことなく放流されるが、従来よ
りも放流水中の汚濁物質は大幅に減少する。またＳＳが
減少するため、放流水に添加される次亜塩素酸の量も少
なくて済み、ランニングコストの低減を図ることができ
る。また実情は消毒のためには上記のように次亜塩素酸
ナトリウムを用いるが、臭素等の他の消毒剤を用いる場
合にも同様に添加量を少なくすることが可能である。さ
らに、晴天時においても従来よりＳＳの少ない水を反応
槽に供することが可能であり、反応槽における曝気風量
を低減してランニングコストの抑制を図ることができ
る。As described above, according to the present invention, the apparent specific gravity of the conventional first sedimentation tank is 0.1 to 0.4, and preferably 50%.
Since it was replaced with an upflow type high-speed filtration tank filled with a floating filter medium with a compression hardness of 0.1 MPa or more, SS contained in the inflow water from the combined sewer system was used in both fine weather and rainy weather.
It can be removed by 0% or more. In case of rain, the excess design water of the treated water in the high-speed filtration tank is discharged without passing through the reaction tank and the final settling tank as in the conventional case, but the pollutants in the discharged water are significantly reduced as compared with the conventional case. Further, since SS is reduced, the amount of hypochlorous acid added to the discharged water can be small and the running cost can be reduced. Actually, sodium hypochlorite is used for disinfection as described above, but the amount of addition can be reduced similarly when other disinfectants such as bromine are used. Further, even in fine weather, water having less SS than before can be supplied to the reaction tank, and the amount of aeration air in the reaction tank can be reduced to reduce the running cost.
【００１０】[0010]
【発明の実施の形態】以下に本発明の実施形態を示す。
図１に示すように、本発明の下水処理装置は高速ろ過槽
１０と、この高速ろ過槽１０の後段に設けられた反応槽
１１と最終沈殿池１２とからなるものである。この高速
ろ過槽１０は一般には設計水量Ｑの３倍までの合流式下
水を受け入れることができるものであり、反応槽１１と
最終沈殿池１２とは高速ろ過槽１０の処理水を設計水量
Ｑまで受け入れることができるものである。高速ろ過槽
１０は例えば図２に示すように、上部を共通処理水槽１
６とした槽内部を複数の水槽１４に区画し、各水槽１４
の内部に高さ０.５〜３ｍ層厚となるように浮上ろ材１
５を充填した上向流式のものである。原水は原水供給水
路１３を通じて各水槽１４の下部に供給されて上向流ろ
過が行われ、処理水は上部の共通処理水槽１６から取り
出される。浮上ろ材１５の充填層の上面は、流出防止用
のスクリーン１７で覆われている。BEST MODE FOR CARRYING OUT THE INVENTION Embodiments of the present invention will be described below.
As shown in FIG. 1, the sewage treatment apparatus of the present invention comprises a high-speed filtration tank 10, a reaction tank 11 and a final settling tank 12, which are provided at the subsequent stage of the high-speed filtration tank 10. This high-speed filtration tank 10 is generally capable of receiving combined sewage up to 3 times the design water quantity Q, and the reaction tank 11 and the final settling tank 12 treat the treated water of the high-speed filtration tank 10 up to the design water quantity Q. It can be accepted. As shown in FIG. 2, for example, the high-speed filtration tank 10 has a common treated water tank 1 at the top.
The inside of the tank 6 is divided into a plurality of water tanks 14, and each water tank 14
Floating filter medium with a height of 0.5 to 3 m inside the filter
It is an up-flow type in which 5 is filled. Raw water is supplied to the lower part of each water tank 14 through the raw water supply water channel 13 to perform upward flow filtration, and the treated water is taken out from the upper common treated water tank 16. The upper surface of the filling layer of the floating filter material 15 is covered with a screen 17 for preventing outflow.
【００１１】浮上ろ材１５は図３、図４、図５に示され
るような形状のもので、みかけ比重が０．１〜０.４で
望ましくは５０％圧縮硬さが０.１ＭＰａ以上のもので
ある。このような特性の浮上ろ材１５は、ポリプロピレ
ン、ポリスチレン、ポリエチレン等の発泡高分子により
製造することができる。特に発泡度を制御された独立気
泡型の発泡ポリエチレンは、耐熱性、耐薬品性、耐候性
にも優れるものである。The floating filter material 15 has a shape as shown in FIGS. 3, 4 and 5, and has an apparent specific gravity of 0.1 to 0.4 and desirably a 50% compression hardness of 0.1 MPa or more. Is. The floating filter material 15 having such characteristics can be manufactured from a foamed polymer such as polypropylene, polystyrene, or polyethylene. In particular, closed-cell type foamed polyethylene having a controlled degree of foaming has excellent heat resistance, chemical resistance, and weather resistance.
【００１２】みかけ比重を０．１〜０.４としたのは、
これよりも小さいと望ましい圧縮硬さを得ることができ
ないとともに、逆洗時におけるろ材層の膨張がうまく行
えないためである。逆にみかけ比重が０．４を越えると
水との密度差が小さくなって逆洗の際に流出してしまう
おそれがある。また望ましくは５０％圧縮硬さを０.１
ＭＰａ以上としたのは、これよりも硬さが低いと雨天時
等の高速ろ過の際に圧密されてしまい、多量のＳＳを捕
捉できなくなり、ろ過継続時間が減少するためである。
なお５０％圧縮硬さとは、ろ材粒子あるいはろ材粒子を
成形するために用いる高分子シートを高さが５０％にな
るまで押しつぶすに要する圧力を意味する。The apparent specific gravity is 0.1 to 0.4,
This is because if it is smaller than this, a desired compression hardness cannot be obtained and the expansion of the filter medium layer during backwashing cannot be performed well. On the other hand, if the apparent specific gravity exceeds 0.4, the difference in density with water becomes small, and there is a risk that it will flow out during backwashing. Also, 50% compression hardness is preferably 0.1
The reason why the pressure is set to MPa or higher is that if the hardness is lower than this, it will be compacted during high-speed filtration such as in rainy weather, a large amount of SS cannot be captured, and the filtration continuation time will be reduced.
The 50% compression hardness means the pressure required to crush the filter particles or the polymer sheet used for forming the filter particles until the height becomes 50%.
【００１３】浮上ろ材１５は、４〜１０mmのサイズのも
のであることが好ましい。これよりも小さいと相互間に
形成される空隙が小さくなって高速ろ過により閉塞し易
くなり、逆にこれよりも大きいとＳＳの捕捉率が低下す
るためである。The floating filter material 15 preferably has a size of 4 to 10 mm. This is because if it is smaller than this, the voids formed between each other become small and it is easy to be blocked by high-speed filtration, whereas if it is larger than this, the capture rate of SS is lowered.
【００１４】なお本発明で用いられる浮上ろ材１５は、
球状や直方体状とするよりも、図３、図４に示すように
外表面に突起１８を備えたものや、図５に示すように沈
殿部１８ａを備えたものであることが好ましい。このよ
うな異形状とすることにより、充填時に相互間に形成さ
れる間隙が直線的にならず、沈殿効果やろ過効果を高め
てＳＳ捕捉効果が向上するとともに、相互間に形成され
る間隙が大きくなって多量のＳＳを捕捉することができ
る効果を生ずる。実用的には、図３や図４のような形状
とする場合、２〜１０mmの発泡樹脂シートを図６に示す
ようにジグソーパズル状に打ち抜けば、材料に無駄がな
く安価に浮上ろ材１５を製造することができる。The floating filter material 15 used in the present invention is
It is preferable that the outer surface is provided with a protrusion 18 as shown in FIGS. 3 and 4, or the precipitation portion 18a is provided as shown in FIG. 5, rather than a spherical shape or a rectangular parallelepiped shape. Due to such a different shape, the gaps formed between each other at the time of filling are not linear, the precipitation effect and the filtration effect are enhanced to improve the SS trapping effect, and the gaps formed between each other are increased. The effect is that it becomes large and a large amount of SS can be captured. Practically, when the foamed resin sheet of 2 to 10 mm is punched out in a jigsaw puzzle shape as shown in FIG. 6 when the shape is as shown in FIG. 3 or FIG. It can be manufactured.
【００１５】さて上記のように浮上ろ材１５が充填され
た高速ろ過槽１０には、図１に示すように晴天時にも雨
天時にも合流式下水が導入される。高速ろ過槽１０に流
入した下水は図２に示すように浮上ろ材１５の充填層中
を上向流で通過する間にＳＳが浮上ろ材１５によって除
去される。ろ過速度は１００〜１０００ｍ／日の高速で
あり、ＳＳ捕捉率は７０％に達する。夾雑物を主体に除
去する場合には、ろ過速度は１６００ｍ/日までの高速
ろ過で対応することが可能である。そして晴天時にはこ
の高速ろ過槽１０の処理水を後段の反応槽１１と最終沈
殿池１２に導いて順次処理し、次亜塩素酸ナトリウム等
の消毒剤を加えて殺菌したうえで放流する。Now, as shown in FIG. 1, the combined sewage is introduced into the high-speed filtration tank 10 filled with the floating filter medium 15 as described above, both in fine weather and in rainy weather. The sewage that has flowed into the high-speed filtration tank 10 is removed by the floating filter medium 15 while passing through the packed bed of the floating filter medium 15 in an upward flow as shown in FIG. The filtration speed is high from 100 to 1000 m / day, and the SS capture rate reaches 70%. When impurities are mainly removed, high-speed filtration up to 1600 m / day can be applied. When the weather is fine, the treated water in the high-speed filtration tank 10 is introduced into the reaction tank 11 and the final settling tank 12 in the subsequent stage and sequentially treated, and a disinfectant such as sodium hypochlorite is added for sterilization and then discharged.
【００１６】また雨天時には、高速ろ過槽１０の処理水
のうち設計水量Ｑまでは晴天時と同様に反応槽１１と最
終沈殿池１２に導いて通常通り処理するが、設計水量Ｑ
を超過した分（Ｑ〜（２〜３）Ｑ）については反応槽１
１及び最終沈殿池１２を通すことなく、次亜塩素酸ナト
リウム等の消毒剤を加えて殺菌したうえで放流管路１９
から河川や海に放流する。このように既存の土木設備を
利用して本発明を実施する場合には、下水処理場への流
入量は２〜３Ｑまでに制限されているのが普通であるた
め、大雨で流入水量が２〜３Ｑを超えたような場合に
は、本発明においても特別な処理は行われない。しかし
新規の設備として本発明を構築する場合には、流入量を
（２〜３）Ｑに制限する必要はなく、従来直接放流して
いた（２〜３）Ｑ超過分を受け入れ高速ろ過する処理と
することが可能である。In rainy weather, up to the design water quantity Q of the treated water in the high-speed filtration tank 10, the water is guided to the reaction tank 11 and the final settling tank 12 as in the case of fine weather and treated as usual.
For the amount exceeding (Q to (2 to 3) Q), the reaction tank 1
1 and the final settling tank 12, without passing through, disinfectant such as sodium hypochlorite is sterilized, and then the discharge conduit 19
Discharged into rivers and sea. When the present invention is carried out by using the existing civil engineering equipment as described above, the inflow amount to the sewage treatment plant is usually limited to 2 to 3Q, so that the inflow amount is 2 due to heavy rain. In the case of exceeding 3Q, no special processing is performed in the present invention. However, when the present invention is constructed as a new facility, it is not necessary to limit the inflow amount to (2 to 3) Q, and a process for receiving (2 to 3) Q excess which has been discharged directly in the past and performing high-speed filtration. It is possible to
【００１７】このように本発明によれば、高速ろ過槽１
０により流入水中のＳＳを７０％程度除去することがで
きるため、雨天時における放流水中の汚濁物質は従来よ
りも大幅に減少し、ウォータフロントの汚染が抑制され
る。また晴天時にも雨天時にも放流水に添加された次亜
塩素酸がＳＳによって無駄に消費される割合が少なくな
り、次亜塩素酸の注入量を減少させても十分な殺菌が可
能となるため、ランニングコストを削減することができ
る。Thus, according to the present invention, the high-speed filtration tank 1
Since the SS in the inflow water can be removed by about 70% by 0, the pollutants in the effluent water in rainy weather are significantly reduced as compared with the conventional one, and the contamination of the waterfront is suppressed. In addition, the ratio of wasted hypochlorous acid added to the discharge water is wasted by SS in both fine weather and rainy weather, and sufficient sterilization is possible even if the injection amount of hypochlorous acid is reduced. , Running cost can be reduced.
【００１８】なお、高速ろ過槽１０の浮上ろ材１５の充
填層はろ過の進行により次第にＳＳが蓄積されてくるた
め、図２に示される複数の水槽１４を順次逆洗する。槽
下部の逆洗配管の弁２０を開けば、上部の共通処理水槽
１６から処理水が下向流となって流下し、浮上ろ材１５
の充填層が逆洗される。前記したように浮上ろ材１５の
みかけ比重は０．１〜０.４と小さいため、下部にスク
リーンを張っておかなくても逆洗水とともに浮上ろ材１
５が流失することはない。逆洗排水は洗浄排水槽２１に
取り出されポンプ２２で排水される。Since the SS of the floating filter material 15 of the high-speed filtration tank 10 is gradually accumulated as the filtration progresses, the plurality of water tanks 14 shown in FIG. 2 are sequentially backwashed. When the valve 20 of the backwash pipe at the bottom of the tank is opened, the treated water flows downward from the common treated water tank 16 at the upper portion, and the floating filter material 15
The back-filled bed is backwashed. As mentioned above, since the apparent specific gravity of the floating filter medium 15 is as small as 0.1 to 0.4, the floating filter medium 1 can be used together with the backwash water even if the screen is not placed below.
5 will never be washed away. The backwash drainage is taken out to the wash drainage tank 21 and drained by the pump 22.
【００１９】[0019]
【発明の効果】以上に説明したように、本発明によれば
雨天時における放流水中の汚濁物質を従来よりも大幅に
減少させることができ、合流式下水道が採用されている
大都市部のウォータフロントの汚染を抑制することがで
きる。また雨天時においてはＱ超過分に注入する消毒剤
の注入量を減少させることができ、ランニングコストを
削減することができる。As described above, according to the present invention, it is possible to significantly reduce the pollutants in the discharged water in rainy weather, and it is possible to significantly reduce the amount of pollutants in the water discharged from the water in a large urban area where the combined sewer system is adopted. It is possible to suppress contamination of the front. Also, in case of rain, the amount of disinfectant injected into the excess Q can be reduced, and the running cost can be reduced.
【００２０】さらに雨天時にＱを越えた分は高速ろ過後
にオーバーフローさせて放流させればよいため、晴天時
と雨天時との運転切り替えも特別な操作はなく、容易で
ある。しかも高速ろ過槽は既設の最初沈殿池のスペース
を利用して容易に設置できるうえ、新設の場合において
はろ過速度を１００〜１０００ｍ／日の高速ろ過が行な
えるので、高速ろ過槽は最初沈殿池に比べてはるかに小
型化することができ、建設コストも安価となる等の多く
に利点がある。Further, in rainy weather, the amount exceeding Q may be overflowed after high-speed filtration and discharged, so that there is no special operation to switch between fine weather and rainy weather, and it is easy. Moreover, the high-speed filtration tank can be easily installed using the space of the existing first settling tank, and in the case of a new installation, the high-speed filtration tank can perform high-speed filtration with a filtration speed of 100 to 1000 m / day. There are many advantages, such as a much smaller size and a lower construction cost.
【図１】本発明の下水処理装置を示す概略的な平面図で
ある。FIG. 1 is a schematic plan view showing a sewage treatment apparatus of the present invention.
【図２】高速ろ過槽の垂直断面図である。FIG. 2 is a vertical sectional view of a high-speed filtration tank.
【図３】浮上担体の斜視図である。FIG. 3 is a perspective view of a floating carrier.
【図４】浮上担体の斜視図である。FIG. 4 is a perspective view of a floating carrier.
【図５】浮上担体の斜視図である。FIG. 5 is a perspective view of a floating carrier.
【図６】シートからの浮上担体の打ち抜き状態を示す平
面図である。FIG. 6 is a plan view showing a punched state of a floating carrier from a sheet.
【図７】従来の下水処理装置を示す概略的な平面図であ
る。FIG. 7 is a schematic plan view showing a conventional sewage treatment apparatus.
１ 最初沈殿池、２ 反応槽、３ 最終沈殿池、４ 放
流水路、１０ 高速ろ過槽、１１ 反応槽、１２ 最終
沈殿池、１３ 原水供給水路、１４ 縦長水槽、１５
浮上ろ材、１６ 共通処理水槽、１７ 流出防止用のス
クリーン、１８突起、１８ａ 沈殿部、１９ 放流水
路、２０ 逆洗配管の弁、２１ 洗浄排水槽、２２ ポ
ンプ1 first settling tank, 2 reaction tank, 3 final settling tank, 4 discharge channel, 10 high-speed filtration tank, 11 reaction tank, 12 final settling tank, 13 raw water supply channel, 14 vertically long water tank, 15
Floating filter material, 16 common treated water tank, 17 outflow prevention screen, 18 protrusion, 18a sedimentation part, 19 discharge water channel, 20 backwash pipe valve, 21 wash drainage tank, 22 pump
───────────────────────────────────────────────────── フロントページの続き (51)Int.Cl.7 識別記号 ＦＩ テーマコート゛(参考） Ｂ０１Ｄ 29/08 ５３０Ｃ ５４０Ａ (72)発明者 廣田 淳一 愛知県名古屋市瑞穂区須田町２番56号 日 本碍子株式会社内 Ｆターム(参考） 4D019 AA03 BA13 BB14 BB15 BD01 4D028 BA00 BC17 BD17 CA01 CB02 4D066 AB06 ─────────────────────────────────────────────────── ─── Continuation of front page (51) Int.Cl. 7 Identification code FI theme code (reference) B01D 29/08 530C 540A (72) Inventor Junichi Hirota 2-5, Sudacho, Mizuho-ku, Aichi Prefecture Nihon Insulator company F term (reference) 4D019 AA03 BA13 BB14 BB15 BD01 4D028 BA00 BC17 BD17 CA01 CB02 4D066 AB06
Claims (4)
を充填した上向流式の高速ろ過槽に、晴天時にも雨天時
にも合流式下水を導入して夾雑物やＳＳを除去し、晴天
時にはこの高速ろ過槽の処理水を後段の反応槽と最終沈
殿池に導いて順次処理し、雨天時には高速ろ過槽の処理
水のうち設計水量分は後段の反応槽と最終沈殿池に導い
て順次処理し、設計水量超過分を反応槽及び最終沈殿池
を通すことなく放流することを特徴とする合流式下水道
における下水処理方法。1. Contaminated sewage is introduced into an upward flow type high-speed filtration tank filled with a floating filter medium having an apparent specific gravity of 0.1 to 0.4 to remove foreign matters and SS during both fine weather and rainy weather. However, in fine weather, the treated water from this high-speed filtration tank is introduced to the latter-stage reaction tank and the final settling tank for sequential treatment.In rainy weather, the design water amount of the treated water in the high-speed filtration tank is sent to the latter-stage reaction tank and the final settling tank. A method for sewage treatment in a combined sewer system, which comprises guiding and sequentially treating and discharging an excess amount of design water without passing through a reaction tank and a final sedimentation tank.
る請求項１記載の合流式下水道における下水処理方法。2. The method for treating sewage in a combined sewer system according to claim 1, wherein the floating filter material is made of a foamed polymer.
ある請求項１または２記載の合流式下水道における下水
処理方法。3. The method for treating sewage in a combined sewer system according to claim 1, wherein the floating filter medium has a size of 4 to 10 mm.
が充填され、設計水量Ｑの１〜３倍までの合流式下水を
受け入れる上向流式の高速ろ過槽と、高速ろ過槽の処理
水を設計水量Ｑまで受け入れる反応槽および最終沈殿池
とからなることを特徴とする合流式下水道における下水
処理装置。4. An up-flow type high-speed filtration tank, which is filled with a floating filter medium having an apparent specific gravity of 0.1 to 0.4, and receives combined sewage up to 1 to 3 times the design water amount Q, and a high-speed filtration tank. A sewage treatment apparatus in a combined sewer system, which comprises a reaction tank that receives the treated water of 1. up to a design water amount Q and a final settling basin.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2001340431A JP2003136088A (en) | 2001-11-06 | 2001-11-06 | Sewage treatment method and apparatus in confluent type sewerage |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2001340431A JP2003136088A (en) | 2001-11-06 | 2001-11-06 | Sewage treatment method and apparatus in confluent type sewerage |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| JP2003136088A true JP2003136088A (en) | 2003-05-13 |
Family
ID=19154631
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP2001340431A Pending JP2003136088A (en) | 2001-11-06 | 2001-11-06 | Sewage treatment method and apparatus in confluent type sewerage |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP2003136088A (en) |
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