JP2001145894A - Waste water treatment method - Google Patents
Waste water treatment methodInfo
- Publication number
- JP2001145894A JP2001145894A JP33016699A JP33016699A JP2001145894A JP 2001145894 A JP2001145894 A JP 2001145894A JP 33016699 A JP33016699 A JP 33016699A JP 33016699 A JP33016699 A JP 33016699A JP 2001145894 A JP2001145894 A JP 2001145894A
- Authority
- JP
- Japan
- Prior art keywords
- tank
- sludge
- bod
- activated sludge
- carrier
- 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.)
- Granted
Links
Classifications
-
- 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
Landscapes
- Biological Treatment Of Waste Water (AREA)
- Activated Sludge Processes (AREA)
Abstract
Description
【０００１】[0001]
【発明の属する技術分野】本発明は余剰汚泥を発生させ
ない排水の処理方法に関する。The present invention relates to a method for treating wastewater which does not generate excess sludge.
【０００２】[0002]
【従来の技術】従来、排水処理には主として活性汚泥法
が用いられてきた。活性汚泥法によれば、沈殿槽で汚泥
を沈降させ、一部を曝気槽に返送し、一部を余剰汚泥と
して引抜くことによって、ＢＯＤ容積負荷が０．３〜
０．８ｋｇ／ｍ3・日程度の条件で定常的な運転を行う
ことが可能である。一方で、微生物を高濃度で保持する
ことができる担体の開発が進んでおり、これを用いれ
ば、２〜５ｋｇ／ｍ3・日という高いＢＯＤ容積負荷を
かけることができ、曝気槽を小型化することができる。2. Description of the Related Art Conventionally, activated sludge method has been mainly used for wastewater treatment. According to the activated sludge method, the sludge is settled in a sedimentation tank, a part of the sludge is returned to the aeration tank, and a part of the sludge is withdrawn as excess sludge.
It is possible to perform a steady operation under the condition of about 0.8 kg / m 3 · day. On the other hand, a carrier capable of holding microorganisms at a high concentration has been developed. If this is used, a high BOD volume load of 2 to 5 kg / m 3 · day can be applied, and the size of the aeration tank can be reduced. can do.
【０００３】[0003]
【発明が解決しようとする課題】従来の活性汚泥法で
は、ＢＯＤ容積負荷が０．３〜０．８ｋｇ／ｍ3・日程
度の条件で運転しなければならず、大きな曝気槽を用い
なければならない。また、余剰汚泥を引抜く必要が生
じ、これを処分しなければならないという問題が生じ
る。これに対し、担体を用いる方法（以下、これを「担
体法」と記す。）では、高負荷をかけることが可能であ
ることから、曝気槽を小型化することができる反面、沈
降分離しない微細汚泥が発生し、凝集沈殿法を併用しな
ければならない。この場合、凝集剤のランニングコスト
がかかる上、凝集沈殿した沈殿物を処分しなければなら
ないという問題が生じる。In the conventional activated sludge method, the operation must be performed under the condition that the BOD volume load is about 0.3 to 0.8 kg / m 3 · day, and a large aeration tank must be used. No. In addition, there is a need to pull out excess sludge, which causes a problem that the sludge must be disposed of. On the other hand, in the method using a carrier (hereinafter, referred to as a “carrier method”), a high load can be applied, so that the size of the aeration tank can be reduced. Sludge is generated, and coagulation sedimentation must be used together. In this case, there is a problem that running cost of the coagulant is increased and that the sediment that has coagulated and settled must be disposed of.
【０００４】上記の課題に鑑みてなされた本発明は、槽
を小型化することが可能で、しかも余剰汚泥を発生させ
ない排水の処理方法を提供することを目的とする。[0004] The present invention has been made in view of the above problems, and has as its object to provide a method for treating wastewater that can reduce the size of a tank and does not generate excess sludge.
【０００５】[0005]
【課題を解決するための手段】上記の課題を解決する本
発明の排水の処理方法は、排水原水を、担体を流動させ
る曝気槽、第１の活性汚泥槽、第２の活性汚泥槽および
沈殿槽の順で流し、沈殿槽で沈降した汚泥の全量を第１
の活性汚泥槽に返送することを特徴とする。According to the present invention, there is provided a method for treating waste water, comprising the steps of: supplying raw waste water to an aeration tank, a first activated sludge tank, a second activated sludge tank, and a sediment tank for flowing a carrier; In the order of the tank, the total amount of sludge settled in the settling tank
And returned to the activated sludge tank.
【０００６】本発明では、担体法を用いていることか
ら、曝気槽をコンパクトにすることができる。そして、
大部分の溶解性ＢＯＤを除去し、発生する微細汚泥を活
性汚泥に巻き込ませて沈降させ、後段の活性汚泥槽（第
２の活性汚泥槽）で汚泥を自己酸化させ、余剰汚泥の引
き抜きを不要とする。In the present invention, since the carrier method is used, the aeration tank can be made compact. And
Most of the soluble BOD is removed, the fine sludge generated is entrained in the activated sludge and settled, and the sludge is auto-oxidized in the second activated sludge tank (second activated sludge tank), eliminating the need to pull out excess sludge. And
【０００７】[0007]
【発明の実施の形態】本発明の排水処理方法のためのシ
ステムの一例を図１および図２に示す。このシステムに
おいて、曝気槽を可能な限り小型化するために、曝気槽
における溶解性ＢＯＤ容積負荷は１ｋｇ／ｍ3・日以上
であることが好ましい。ここで、溶解性ＢＯＤとは、
０．４５μのフィルタでろ過した後に測定したＢＯＤの
ことであり、微生物を除いたＢＯＤを意味する（以下、
これを「ｓ−ＢＯＤ」と略記する。）。ｓ−ＢＯＤ容積
負荷が高いほど、曝気槽を小型化することができる。担
体の種類や充填率を適宜選択することにより、２ｋｇ／
ｍ3・日以上あるいは５ｋｇ／ｍ3・日以上で運転するこ
とも可能である。1 and 2 show an example of a system for a wastewater treatment method according to the present invention. In this system, in order to make the aeration tank as small as possible, it is preferable that the volume load of the soluble BOD in the aeration tank is 1 kg / m 3 · day or more. Here, the soluble BOD is
BOD measured after filtering through a 0.45μ filter, which means BOD excluding microorganisms (hereinafter, BOD)
This is abbreviated as “s-BOD”. ). The higher the s-BOD volume load, the smaller the aeration tank can be. By appropriately selecting the type and filling rate of the carrier, 2 kg /
It is also possible to operate in m 3 · day or more, or 5 kg / m 3 · day or more.
【０００８】第１の活性汚泥槽により、曝気槽で発生し
た微細汚泥が巻き込まれ、沈降性が高められる。汚泥を
分散化し、効率的に微細汚泥の巻き込み、沈降を起こさ
せるためには、上記第１の活性汚泥槽におけるｓ−ＢＯ
Ｄ汚泥負荷が０．１〜０．６ｋｇ−ＢＯＤ／ｋｇ−ＭＬ
ＳＳ・日の範囲にあることが好ましく、０．１５〜０．
５ｋｇ−ＢＯＤ／ｋｇ−ＭＬＳＳ・日の範囲にあること
がより好ましい。第１の活性汚泥槽におけるｓ−ＢＯＤ
汚泥負荷の値は、曝気槽におけるｓ−ＢＯＤ除去後の残
存ｓ−ＢＯＤ量と、第１の活性汚泥槽におけるＭＬＳＳ
に応じて調節される。曝気槽でのｓ−ＢＯＤ除去率が高
く、第１の活性汚泥槽に必要なｓ−ＢＯＤが不足する場
合には、原水等の一部を第１の活性汚泥槽に流入させ
て、必要なｓ−ＢＯＤを確保するという方法も考えられ
る。[0008] The first activated sludge tank entrains the fine sludge generated in the aeration tank and enhances the sedimentation. In order to disperse the sludge and efficiently entrain and settle the fine sludge, the s-BO in the first activated sludge tank is required.
D Sludge load is 0.1-0.6kg-BOD / kg-ML
SS / day, preferably in the range of 0.15-0.
More preferably, it is in the range of 5 kg-BOD / kg-MLSS-day. S-BOD in the first activated sludge tank
The value of the sludge load is determined by the amount of s-BOD remaining after s-BOD removal in the aeration tank and the MLSS in the first activated sludge tank.
It is adjusted according to. When the s-BOD removal rate in the aeration tank is high and the s-BOD required for the first activated sludge tank is insufficient, a part of the raw water or the like is caused to flow into the first activated sludge tank and the required A method of securing the s-BOD is also conceivable.
【０００９】第２の活性汚泥槽において、低負荷で曝気
することにより汚泥が自己酸化される。上記第２の活性
汚泥槽における溶解性ＢＯＤ汚泥負荷が０．１ｋｇ−Ｂ
ＯＤ／ｋｇ−ＭＬＳＳ・日以下であることが好ましく、
０．０５ｋｇ−ＢＯＤ／ｋｇ−ＭＬＳＳ・日以下である
ことがより好ましい。通常、このような低い汚泥負荷で
運転した場合には、汚泥が分散化し沈降しにくくなると
いう問題が生じるが、本発明のように沈殿槽からの汚泥
を前段の活性汚泥槽（第１の活性汚泥槽）に返送するこ
とにより、第１の活性汚泥槽の汚泥と第２の活性汚泥槽
の汚泥とが共通となり、第２の活性汚泥槽での良好な汚
泥沈降性が確保される。In the second activated sludge tank, sludge is auto-oxidized by aeration at a low load. The soluble BOD sludge load in the second activated sludge tank is 0.1 kg-B
OD / kg-MLSS · day or less,
More preferably, it is 0.05 kg-BOD / kg-MLSS-day or less. Usually, when the operation is performed at such a low sludge load, there is a problem that the sludge is dispersed and it is difficult to settle. However, as in the present invention, the sludge from the sedimentation tank is transferred to the former activated sludge tank (first activated sludge tank) By returning the sludge to the second activated sludge tank, the sludge of the first activated sludge tank and the sludge of the second activated sludge tank become common, and good sludge sedimentation in the second activated sludge tank is ensured.
【００１０】沈殿槽で沈降した汚泥は全量が第１の活性
汚泥槽に返送され、汚泥の引抜きが不要となる。汚泥の
中には無機のＳＳ成分が含まれるケースがあるので、若
干の汚泥の引き抜きが必要な場合もあるが、その場合で
も従来の方法に比べると大幅に発生量は減少する。すな
わち、本発明でいう全量を返送するとは、ＳＳ成分を排
除するため、若干量の汚泥を引き抜き、残りを返送する
態様も含まれる。本発明の実施のために排水処理設備を
新設しても良いが、現有の排水処理設備の改造によって
にも実施できる。[0010] The entire amount of the sludge settled in the settling tank is returned to the first activated sludge tank, so that it is not necessary to pull out the sludge. Since there is a case where the inorganic SS component is contained in the sludge, it may be necessary to extract a little sludge. However, even in such a case, the amount of generation is significantly reduced as compared with the conventional method. That is, the term “returning the entire amount” in the present invention also includes a mode in which a small amount of sludge is drawn out and the rest is returned in order to eliminate SS components. Although a wastewater treatment facility may be newly provided for carrying out the present invention, the present invention can be implemented by remodeling the existing wastewater treatment facility.
【００１１】本発明における担体として、公知の各種の
担体を使用することができるが、ゲル状担体、プラスチ
ック担体および繊維状担体から選ばれた１種類の担体、
あるいはこれらの担体の２種類以上を組み合せた担体を
使用することが好ましい。中でも、処理性能の高さや流
動性の点から、ポリビニルアルコール架橋ゲル担体が好
ましい。担体の充填率としては、処理効率と流動性の点
から、槽容積の５％以上５０％以下であることが好まし
く、さらに１０％以上３０％以下であることがより好ま
しい。As the carrier in the present invention, various known carriers can be used, and one type of carrier selected from a gel carrier, a plastic carrier and a fibrous carrier,
Alternatively, it is preferable to use a carrier obtained by combining two or more of these carriers. Among them, a polyvinyl alcohol crosslinked gel carrier is preferred from the viewpoint of high processing performance and fluidity. The filling rate of the carrier is preferably 5% or more and 50% or less, more preferably 10% or more and 30% or less of the tank volume from the viewpoint of processing efficiency and fluidity.
【００１２】[0012]
【実施例】以下、実施例により、本発明を詳細に説明す
る。Hereinafter, the present invention will be described in detail with reference to examples.
【００１３】（実施例１）容量が５００リットルの原水
調整槽、容量が５００リットルの担体流動曝気槽、容量
がいずれも５００リットルの２つの活性汚泥槽および容
量が１０００リットルの沈殿槽からなる排水試験装置を
用いて本発明を実施した。上記の曝気槽にはポリビニル
アルコール架橋ゲル担体（直径約４ｍｍ）を５０リット
ル投入した。この実施例1におけるフローを図1に模式的
に示す。運転の条件および運転開始1ヵ月経過時点での
結果を表１に示す。本発明に基づき、曝気槽におけるｓ
−ＢＯＤ容積負荷が８ｋｇ／ｍ3・日、第１の活性汚泥
槽におけるｓ−ＢＯＤ汚泥負荷が０．２２ｋｇ−ＢＯＤ
／ｋｇ−ＭＬＳＳ・日、第２の活性汚泥槽におけるｓ−
ＢＯＤ汚泥負荷が０．０５ｋｇ−ＢＯＤ／ｋｇ−ＭＬＳ
Ｓ・日の条件で運転したところ、処理水は良好であり、
汚泥を引抜かずに運転を継続することができた。(Example 1) Wastewater comprising a raw water regulating tank having a capacity of 500 liters, a carrier flowing aeration tank having a capacity of 500 liters, two activated sludge tanks having a capacity of 500 liters, and a sedimentation tank having a capacity of 1000 liters. The present invention was implemented using a test apparatus. 50 liters of a polyvinyl alcohol crosslinked gel carrier (about 4 mm in diameter) was charged into the aeration tank. FIG. 1 schematically shows a flow in the first embodiment. Table 1 shows the operating conditions and the results one month after the start of operation. According to the present invention, s
-BOD volume load is 8 kg / m 3 · day, s-BOD sludge load in the first activated sludge tank is 0.22 kg-BOD
/ Kg-MLSS-day, s- in the second activated sludge tank
BOD sludge load is 0.05kg-BOD / kg-MLS
When operated under S / day conditions, the treated water was good,
The operation could be continued without removing the sludge.
【００１４】（実施例２）容量が５００リットルの原水
調整槽、容量が５００リットルの担体流動曝気槽、容量
がいずれも５００リットルの２つの活性汚泥槽および容
量が１０００リットルの沈殿槽からなる排水試験装置を
用いて本発明を実施した。上記の曝気槽にはポリビニル
アルコール架橋ゲル担体（直径約４ｍｍ）を５０リット
ル投入した。この実施例２におけるフローを図２に模式
的に示す。このフローの場合、曝気槽出口の負荷が低い
ため、原水の一部を第１の活性汚泥槽に流入させた。運
転の条件および運転開始1ヵ月経過時点での結果を表１
に示す。本発明に基づき、曝気槽におけるｓ−ＢＯＤ容
積負荷が４ｋｇ／ｍ3・日、第１の活性汚泥槽における
ｓ−ＢＯＤ汚泥負荷が０．２２ｋｇ−ＢＯＤ／ｋｇ−Ｍ
ＬＳＳ・日、第２の活性汚泥槽におけるｓ−ＢＯＤ汚泥
負荷が０．０４ｋｇ−ＢＯＤ／ｋｇ−ＭＬＳＳ・日の条
件で運転したところ、処理水は良好であり、汚泥を引抜
かずに運転を継続することができた。(Embodiment 2) Wastewater comprising a raw water regulating tank having a capacity of 500 liters, a carrier flowing aeration tank having a capacity of 500 liters, two activated sludge tanks each having a capacity of 500 liters, and a sedimentation tank having a capacity of 1000 liters. The present invention was implemented using a test apparatus. 50 liters of a polyvinyl alcohol crosslinked gel carrier (about 4 mm in diameter) was charged into the aeration tank. FIG. 2 schematically shows a flow in the second embodiment. In the case of this flow, since the load at the outlet of the aeration tank was low, a part of the raw water was allowed to flow into the first activated sludge tank. Table 1 shows the operating conditions and the results 1 month after the start of operation.
Shown in According to the present invention, the s-BOD volume load in the aeration tank is 4 kg / m 3 · day, and the s-BOD sludge load in the first activated sludge tank is 0.22 kg-BOD / kg-M.
When the s-BOD sludge load in the second activated sludge tank was operated under the condition of 0.04 kg-BOD / kg-MLSS-day in the second activated sludge tank, the treated water was good and the operation continued without pulling out the sludge. We were able to.
【００１５】（実施例３）容量が５００リットルの原水
調整槽、容量が５００リットルの担体流動曝気槽、容量
がいずれも５００リットルの２つの活性汚泥槽および容
量が１０００リットルの沈殿槽からなる排水試験装置を
用いて本発明を実施した。上記の曝気槽にはポリビニル
アルコール架橋ゲル担体（直径約４ｍｍ）を５０リット
ル投入した。この実施例３におけるフローは図1のもの
である。運転の条件および運転開始1ヵ月経過時点での
結果を表１に示す。曝気槽におけるｓ−ＢＯＤ容積負荷
が４ｋｇ／ｍ3・日、第１の活性汚泥槽におけるｓ−Ｂ
ＯＤ汚泥負荷が０．０６ｋｇ−ＢＯＤ／ｋｇ−ＭＬＳＳ
・日、第２の活性汚泥槽におけるｓ−ＢＯＤ汚泥負荷が
０．０４ｋｇ−ＢＯＤ／ｋｇ−ＭＬＳＳ・日の条件で運
転したところ、汚泥負荷が低すぎるため、汚泥沈降性が
低下したものの、汚泥を引抜かずに運転を継続すること
ができた。(Embodiment 3) Wastewater comprising a raw water regulating tank having a capacity of 500 liters, a carrier flowing aeration tank having a capacity of 500 liters, two activated sludge tanks each having a capacity of 500 liters, and a sedimentation tank having a capacity of 1000 liters. The present invention was implemented using a test apparatus. 50 liters of a polyvinyl alcohol crosslinked gel carrier (about 4 mm in diameter) was charged into the aeration tank. The flow in the third embodiment is that of FIG. Table 1 shows the operating conditions and the results one month after the start of operation. S-BOD volume load in the aeration tank is 4 kg / m 3 · day, s-B in the first activated sludge tank
OD sludge load is 0.06kg-BOD / kg-MLSS
-When the s-BOD sludge load in the second activated sludge tank was operated under the conditions of 0.04 kg-BOD / kg-MLSS-day, the sludge load was too low, and the sludge settling property was reduced. Driving could be continued without pulling out.
【００１６】（比較例１）容量が５００リットルの原水
調整槽、容量が１５００リットルの活性汚泥槽および容
量が１０００リットルの沈殿槽からなる排水試験装置を
用いて排水の処理を行った。この比較例１におけるフロ
ーを図３に模式的に示す。運転の条件および運転開始1
ヵ月経過時点での結果を表１に示す。活性汚泥槽におけ
るｓ−ＢＯＤ汚泥負荷が０．８９ｋｇ−ＢＯＤ／ｋｇ−
ＭＬＳＳ・日と高いため、ＢＯＤの除去が不十分であ
り、汚泥沈降性が時間の経過とともに低下した。(Comparative Example 1) Wastewater was treated using a drainage test apparatus including a raw water adjusting tank having a capacity of 500 liters, an activated sludge tank having a capacity of 1500 liters, and a sedimentation tank having a capacity of 1000 liters. FIG. 3 schematically shows the flow in Comparative Example 1. Operation conditions and operation start 1
Table 1 shows the results after a lapse of months. The s-BOD sludge load in the activated sludge tank is 0.89 kg-BOD / kg-
Since it was as high as MLSS / day, BOD removal was insufficient, and the sludge settling property declined over time.
【００１７】（比較例２）容量が５００リットルの原水
調整槽、容量が７０００リットルの活性汚泥槽および容
量が１０００リットルの沈殿槽からなる排水試験装置を
用いて排水の処理を行った。この比較例２におけるフロ
ーは図３のものである。運転の条件および運転開始1ヵ
月経過時点での結果を表１に示す。活性汚泥槽における
ｓ−ＢＯＤ汚泥負荷を０．１９ｋｇ−ＢＯＤ／ｋｇ−Ｍ
ＬＳＳ・日で運転すると、処理水は良好であったが、余
剰汚泥を１日に２ｋｇ（乾燥重量）引抜かなければなら
なかった。(Comparative Example 2) Drainage treatment was performed using a drainage test apparatus comprising a raw water regulating tank having a capacity of 500 liters, an activated sludge tank having a capacity of 7000 liters, and a sedimentation tank having a capacity of 1000 liters. The flow in Comparative Example 2 is that of FIG. Table 1 shows the operating conditions and the results one month after the start of operation. The load of s-BOD sludge in the activated sludge tank was 0.19 kg-BOD / kg-M.
When operated at LSS / day, the treated water was good, but the excess sludge had to be withdrawn 2 kg (dry weight) per day.
【００１８】（比較例３）容量が５００リットルの原水
調整槽、容量が５００リットルの担体流動曝気槽、容量
が５００リットルの活性汚泥槽（１槽）および容量が１
０００リットルの沈殿槽からなる排水試験装置を用いて
排水の処理を行った。上記の曝気槽にはポリビニルアル
コール架橋ゲル担体（直径約４ｍｍ）を５０リットル投
入した。この比較例３におけるフローを図４に模式的に
示す。運転の条件および運転開始1ヵ月経過時点での結
果を表１に示す。曝気槽におけるｓ−ＢＯＤ容積負荷が
８ｋｇ／ｍ3・日以上であり、活性汚泥槽におけるｓ−
ＢＯＤ汚泥負荷が０．２２ｋｇ−ＢＯＤ／ｋｇ−ＭＬＳ
Ｓ・日の条件で運転したところ、処理水は良好であった
が、余剰汚泥は１日に１．２ｋｇ（乾燥重量）引抜かな
ければならなかった。Comparative Example 3 A raw water regulating tank having a capacity of 500 liters, a carrier flowing aeration tank having a capacity of 500 liters, an activated sludge tank having a capacity of 500 liters (one tank) and a capacity of 1
The wastewater was treated using a wastewater test apparatus consisting of a 2,000-liter sedimentation tank. 50 liters of a polyvinyl alcohol crosslinked gel carrier (about 4 mm in diameter) was charged into the aeration tank. FIG. 4 schematically shows the flow in Comparative Example 3. Table 1 shows the operating conditions and the results one month after the start of operation. The s-BOD volume load in the aeration tank is 8 kg / m 3 · day or more, and the s-BOD in the activated sludge tank is
BOD sludge load is 0.22kg-BOD / kg-MLS
When operated under the conditions of S. day, the treated water was good, but the excess sludge had to be extracted 1.2 kg (dry weight) per day.
【００１９】[0019]
【表１】 [Table 1]
【００２０】[0020]
【発明の効果】本発明によれば、槽を小型化することが
可能であり、しかも余剰汚泥を発生させないで排水を処
理することができる。According to the present invention, the size of the tank can be reduced, and the wastewater can be treated without generating excess sludge.
【図１】実施例１および３のフローを模式的に表した図
である。FIG. 1 is a diagram schematically illustrating a flow of Examples 1 and 3.
【図２】実施例２のフローを模式的に表した図である。FIG. 2 is a diagram schematically illustrating a flow of Example 2.
【図３】比較例１および２のフローを模式的に表した図
である。FIG. 3 is a diagram schematically illustrating the flow of Comparative Examples 1 and 2.
【図４】比較例３のフローを模式的に表した図である。FIG. 4 is a diagram schematically illustrating a flow of Comparative Example 3.
───────────────────────────────────────────────────── フロントページの続き Ｆターム(参考） 4D003 AA12 AB01 BA02 BA03 CA04 DA09 DA29 EA18 EA30 FA02 FA05 FA07 4D028 AA02 BB02 BB06 BD06 BD12 BD16 CA06 CB02 CC05 ──────────────────────────────────────────────────続 き Continued on the front page F term (reference) 4D003 AA12 AB01 BA02 BA03 CA04 DA09 DA29 EA18 EA30 FA02 FA05 FA07 4D028 AA02 BB02 BB06 BD06 BD12 BD16 CA06 CB02 CC05
Claims (4)
第１の活性汚泥槽、第２の活性汚泥槽および沈殿槽の順
で流し、沈殿槽で沈降した汚泥の全量を第１の活性汚泥
槽に返送することを特徴とする排水の処理方法。1. An aeration tank for flowing raw wastewater into a carrier,
A method for treating wastewater, comprising flowing in the order of a first activated sludge tank, a second activated sludge tank, and a sedimentation tank, and returning the entire amount of sludge settled in the sedimentation tank to the first activated sludge tank.
ＢＯＤ容積負荷が１ｋｇ／ｍ3・日以上であり、第１の
活性汚泥槽における溶解性ＢＯＤ汚泥負荷が０．１〜
０．６ｋｇ−ＢＯＤ／ｋｇ−ＭＬＳＳ・日の範囲にあ
り、第２の活性汚泥槽における溶解性ＢＯＤ汚泥負荷が
０．１ｋｇ−ＢＯＤ／ｋｇ−ＭＬＳＳ・日以下である請
求項１に記載の排水の処理方法。2. The soluble BOD volume load in the aeration tank for flowing the carrier is 1 kg / m 3 · day or more, and the soluble BOD sludge load in the first activated sludge tank is 0.1 to 3 kg / m 3 · day.
The wastewater according to claim 1, which is in the range of 0.6 kg-BOD / kg-MLSS-day and the soluble BOD sludge load in the second activated sludge tank is 0.1 kg-BOD / kg-MLSS-day or less. Processing method.
および繊維状担体からなる群から選ばれた１種類以上の
担体である請求項１または２に記載の排水の処理方法。3. The method for treating wastewater according to claim 1, wherein the carrier is at least one carrier selected from the group consisting of a gel carrier, a plastic carrier and a fibrous carrier.
体である請求項３に記載の排水の処理方法。4. The method for treating wastewater according to claim 3, wherein the carrier is a polyvinyl alcohol crosslinked gel carrier.
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| WO2007088860A1 (en) * | 2006-02-03 | 2007-08-09 | Kurita Water Industries Ltd. | Method of biologically treating organic waste water |
| US7332084B2 (en) | 2004-02-02 | 2008-02-19 | Kurita Water Industries, Ltd. | Process for biological treatment of organic wastewater and apparatus therefor |
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| JPWO2006009125A1 (en) * | 2004-07-16 | 2008-05-01 | 株式会社クラレ | Wastewater treatment method with little excess sludge extraction |
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