JP4467738B2 - Wastewater treatment method - Google Patents
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- JP4467738B2 JP4467738B2 JP2000247471A JP2000247471A JP4467738B2 JP 4467738 B2 JP4467738 B2 JP 4467738B2 JP 2000247471 A JP2000247471 A JP 2000247471A JP 2000247471 A JP2000247471 A JP 2000247471A JP 4467738 B2 JP4467738 B2 JP 4467738B2
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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
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- Y02W—CLIMATE CHANGE MITIGATION TECHNOLOGIES RELATED TO WASTEWATER TREATMENT OR WASTE MANAGEMENT
- Y02W10/00—Technologies for wastewater treatment
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Description
【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。
【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。
【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。
【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。
【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、
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をこの順で備える排水処理装置を用いる排水の処理方法であって、曝気槽における溶解性ＢＯＤ容積負荷が１ｋｇ／ｍ３・日以上、第１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、かつ、第２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・日の範囲で排水を処理するものである。
【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を除去させたのち、活性汚泥槽において低汚泥負荷運転することによって汚泥の自己酸化を促進させることができ、汚泥の増殖と自己酸化とが平衡に達して余剰汚泥が発生しなくなる。また、低汚泥負荷運転により発生した微細汚泥も活性汚泥に巻き込ませて沈降性を向上させることができる。したがって、汚泥沈降性を保持したまま余剰汚泥の引き抜きが不要となる。
【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。
【０００８】
第１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の自己酸化が促進される。この槽におけるｓ−ＢＯＤ汚泥負荷は０．１ｋｇ−ＢＯＤ／ｋｇ−ＭＬＳＳ・日以下である。この槽におけるｓ−ＢＯＤ汚泥負荷は０．０５ｋｇ−ＢＯＤ／ｋｇ−ＭＬＳＳ・日以下であることがより好ましい。
【０００９】
第２の活性汚泥槽で適切な汚泥負荷運転をすることにより、担体を流動させる曝気槽や、低負荷運転の活性汚泥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。活性汚泥は適切な汚泥負荷運転をすれば粘着物を出し、フロック化することができる。第２の活性汚泥槽におけるｓ−ＢＯＤ汚泥負荷は０．１〜０．６ｋｇ−ＢＯＤ／ｋｇ−ＭＬＳＳ・日の範囲にある。このｓ−ＢＯＤ汚泥負荷は０．１５〜０．４ｋｇ−ＢＯＤ／ｋｇ−ＭＬＳＳ・日の範囲にあることがより好ましい。このような汚泥負荷で運転するために、原水の一部を２槽以上の活性汚泥槽のいずれかに流入させて、必要なＢＯＤを確保すれば良い。
【００１０】
沈殿槽で沈降した汚泥は全量が低汚泥負荷運転の活性汚泥槽に返送され、汚泥の引抜きが不要となる。ただし、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汚泥の発生量が大幅に減少する。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。
【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。
【００１２】
【実施例】
以下、実施例により、本発明を詳細に説明する。
【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、担体流動曝気槽におけるｓ−ＢＯＤ容積負荷が４ｋｇ／ｍ3・日、第１の活性汚泥槽（低汚泥負荷運転の活性汚泥槽）におけるｓ−ＢＯＤ汚泥負荷が０．０４ｋｇ−ＢＯＤ／ｋｇ−ＭＬＳＳ・日の条件で排水を処理した。第２の活性汚泥槽（通常の汚泥負荷運転の活性汚泥槽）に原水の一部を流入させ、ｓ−ＢＯＤ汚泥負荷が０．１６ｋｇ−ＢＯＤ／ｋｇ−ＭＬＳＳ・日の条件で運転した。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。
【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。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、担体流動曝気槽における溶解性ＢＯＤ容積負荷が４ｋｇ／ｍ3・日、第１の活性汚泥槽（低汚泥負荷運転の活性汚泥槽）におけるｓ−ＢＯＤ汚泥負荷が０．１５ｋｇ−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。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。
【００１５】
（比較例１）
容量が５００リットルの原水調整槽、容量が１０００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０．６７ｋｇ−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。
【００１６】
（比較例２）
容量が５００リットルの原水調整槽、容量が４０００リットルの活性汚泥槽（１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０．１７ｋｇ−ＢＯＤ／ｋｇ−ＭＬＳＳ・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１ｋｇ（乾燥重量）引抜かなければならなかった。
【００１７】
（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。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４ｋｇ／ｍ3・日以上であり、活性汚泥槽における溶解性ＢＯＤ汚泥負荷が０．１４ｋｇ−ＢＯＤ／ｋｇ−ＭＬＳＳ・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０．６ｋｇ（乾燥重量）引抜かなければならなかった。
【００１８】
（比較例４）
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。このフローを図５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。担体流動曝気槽における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０．０４ｋｇ−ＢＯＤ／ｋｇ−ＭＬＳＳ・日、第２の活性汚泥槽のｓ−ＢＯＤ汚泥負荷が０．０４ｋｇ−ＢＯＤ／ｋｇ−ＭＬＳＳ・日の条件で運転したところ、沈殿槽で汚泥が沈降しなくなり、水質が悪化した。
【００１９】
【表１】
【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。
【図面の簡単な説明】
【図１】実施例１のフローを模式的に表した図である。
【図２】実施例２のフローを模式的に表した図である。
【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。
【図４】比較例３のフローを模式的に表した図である。
【図５】比較例４のフローを模式的に表した図である。[0001]
BACKGROUND OF THE INVENTION
The present invention relates to a wastewater treatment method that does not generate excess sludge.
[0002]
[Prior art]
Conventionally, the activated sludge method has been mainly used for wastewater treatment. According to the activated sludge method, the BOD volumetric load is 0.3 to 0.8 kg / m 3 · by sinking sludge in a sedimentation tank, returning a part thereof to an aeration tank and extracting a part as excess sludge. Steady operation can be performed under conditions of about a day. On the other hand, the development of a carrier capable of holding microorganisms at a high concentration is progressing. By using this, a high BOD volume load of 2 to 5 kg / m 3 · day can be applied, and the aeration tank is downsized. can do.
[0003]
[Problems to be solved by the invention]
In the conventional activated sludge method, the BOD volume load must be operated under conditions of about 0.3 to 0.8 kg / m 3 · day, and a large aeration tank must be used. Moreover, it becomes necessary to draw out excess sludge, which causes a problem that it must be disposed of. On the other hand, in the method using a carrier (hereinafter referred to as “carrier method”), it is possible to apply a high load. Sludge is generated and coagulation sedimentation must be used. In this case, there is a problem that the running cost of the flocculant is increased and the precipitate that has been agglomerated and precipitated must be disposed of.
[0004]
An object of the present invention made in view of the above problems is to provide a wastewater treatment method that can reduce the size of a tank and that does not generate excess sludge.
[0005]
[Means for Solving the Problems]
The wastewater treatment method of the present invention that solves the above problems is as follows.
A wastewater treatment method using a wastewater treatment apparatus comprising an aeration tank , a first activated sludge tank, a second activated sludge tank, and a settling tank in this order, in which the carrier has a soluble BOD volume load in the aeration tank 1 kg / m 3 · day or more, the first activated sludge solubility BOD sludge load definitive the tank 0.1kg-BOD / kg-MLSS · day or less, solubility BOD sludge load definitive to the second activated sludge tank Waste water is treated in the range of 0.1 to 0.6 kg-BOD / kg-MLSS · day.
[0006]
In the present invention, since the carrier method is used, the aeration tank can be made compact. And after removing most of the soluble BOD, it is possible to promote the self-oxidation of sludge by operating with a low sludge load in the activated sludge tank. Will not occur. Moreover, the fine sludge generated by the low sludge load operation can also be entrained in the activated sludge to improve the sedimentation property. Accordingly, it is not necessary to extract excess sludge while maintaining sludge settling.
[0007]
DETAILED DESCRIPTION OF THE INVENTION
An example of a system for the wastewater treatment method of the present invention is shown in FIGS. In this system, in order to miniaturize as much as possible aeration tank, soluble BOD volume load in the aeration tank Ru der 1 kg / m 3 · day or more. Here, the soluble BOD is a BOD measured after being filtered through a 0.45 μ filter, and means a BOD excluding microorganisms (hereinafter abbreviated as “s-BOD”). The larger the s-BOD volume load, the smaller the aeration tank can be made. It is possible to operate at 2 kg / m 3 · day or more or 5 kg / m 3 · day or more by appropriately selecting the type and filling rate of the carrier.
[0008]
Oite the first activated sludge tank, autoxidation of the sludge is accelerated by aeration at low loads. The s-BOD sludge load in this tank is 0.1 kg-BOD / kg-MLSS · day or less. The s-BOD sludge load in this tank is more preferably 0.05 kg-BOD / kg-MLSS · day or less.
[0009]
By performing an appropriate sludge load operation in the second activated sludge tank, fine sludge generated in an aeration tank in which the carrier flows or an activated sludge tank in a low load operation is entrained, and sedimentation is improved. Activated sludge can produce a sticky substance and be flocked if the sludge is loaded properly. The s-BOD sludge load in the second activated sludge tank is in the range of 0.1 to 0.6 kg-BOD / kg-MLSS · day. The s- BOD sludge load is more preferably in the range of 0.15 to 0.4 kg-BOD / kg-MLSS · day. In order to operate with such a sludge load, a part of raw water may be allowed to flow into one of two or more activated sludge tanks to ensure the necessary BOD.
[0010]
The entire amount of sludge settled in the settling tank is returned to the activated sludge tank with low sludge load operation, and it becomes unnecessary to extract the sludge. However, since some sludge contains inorganic SS components, it may be necessary to extract some sludge, but even in that case, the amount of sludge generated is greatly reduced compared to conventional methods. . That is, returning the entire amount in the present invention includes a mode in which a small amount of sludge is drawn and the rest is returned in order to eliminate the SS component. A wastewater treatment facility may be newly installed for the implementation of the present invention, but can also be implemented by modifying an existing wastewater treatment facility.
[0011]
As the carrier in the present invention, various known carriers can be used. One type of carrier selected from a gel carrier, a plastic carrier and a fibrous carrier, or a carrier obtained by combining two or more of these carriers. Is preferably used. Among these, a polyvinyl alcohol crosslinked gel carrier is preferable 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]
【Example】
Hereinafter, the present invention will be described in detail by way of examples.
[0013]
Example 1
Using the drainage test apparatus comprising a 500 liter raw water conditioning tank, a 500 liter carrier flow aeration tank, two activated sludge tanks each having a capacity of 500 liters, and a sedimentation tank having a capacity of 1000 liters. Carried out. In the aeration tank, 50 liters of polyvinyl alcohol crosslinked gel carrier (diameter: about 4 mm) was charged. The flow in this Example 1 is schematically shown in FIG. Table 1 shows the operating conditions and the results after 1 month from the start of operation. Based on the present invention, the s-BOD volume load in the carrier flow aeration tank is 4 kg / m 3 · day, and the s-BOD sludge load in the first activated sludge tank (the activated sludge tank operating at low sludge load) is 0.04 kg- Waste water was treated under the conditions of BOD / kg-MLSS · day. A part of the raw water was allowed to flow into the second activated sludge tank (the activated sludge tank with normal sludge load operation), and the s-BOD sludge load was operated under the condition of 0.16 kg-BOD / kg-MLSS · day. The treated water was good and the operation could be continued without extracting sludge.
[0014]
(Example 2)
Using the drainage test apparatus comprising a 500 liter raw water conditioning tank, a 500 liter carrier flow aeration tank, two activated sludge tanks each having a capacity of 500 liters, and a sedimentation tank having a capacity of 1000 liters. Carried out. In the aeration tank, 50 liters of polyvinyl alcohol crosslinked gel carrier (diameter: about 4 mm) was charged. The flow in Example 2 is schematically shown in FIG. Table 1 shows the operating conditions and the results after 1 month from the start of operation. Based on the present invention, the soluble BOD volumetric load in the carrier flow aeration tank is 4 kg / m 3 · day, and the s-BOD sludge load in the first activated sludge tank (the activated sludge tank of low sludge load operation) is 0.15 kg- BOD / kg-MLSS · day, s-BOD sludge load in the second activated sludge tank was operated under the condition of 0.04 kg-BOD / kg-MLSS · day. The treated water was good and the operation could be continued without extracting sludge.
[0015]
(Comparative Example 1)
Waste water was treated using a waste water test apparatus comprising a raw water adjusting tank having a capacity of 500 liters, an activated sludge tank having a capacity of 1000 liters, and a sedimentation tank having a capacity of 1000 liters. The flow in this comparative example 1 is typically shown in FIG. Table 1 shows the operating conditions and the results after 1 month from the start of operation. Since the s-BOD sludge load in the activated sludge tank was as high as 0.67 kg-BOD / kg-MLSS · day, the removal of BOD was insufficient, and the sludge settling property decreased with the passage of time.
[0016]
(Comparative Example 2)
Waste water was treated using a drainage test apparatus comprising a raw water adjustment tank with a capacity of 500 liters, an activated sludge tank with a capacity of 4000 liters (one tank), and a sedimentation tank with a capacity of 1000 liters. The flow in this comparative example 2 is that of FIG. Table 1 shows the operating conditions and the results after 1 month from the start of operation. When the s-BOD sludge load in the activated sludge tank was operated at 0.17 kg-BOD / kg-MLSS · day, the treated water was good, but 1 kg (dry weight) of excess sludge had to be drawn out per day. There wasn't.
[0017]
(Comparative Example 3)
Wastewater treatment using a drainage test apparatus comprising a 500 liter raw water conditioning tank, a 500 liter carrier flow aeration tank, a 500 liter activated sludge tank (one tank), and a 1000 liter sedimentation tank Went. In the aeration tank, 50 liters of polyvinyl alcohol crosslinked gel carrier (diameter: about 4 mm) was charged. The flow in this comparative example 3 is typically shown in FIG. Table 1 shows the operating conditions and the results after 1 month from the start of operation. When the s-BOD volumetric load in the aeration tank is 4 kg / m 3 · day or more and the soluble BOD sludge load in the activated sludge tank is 0.14 kg-BOD / kg-MLSS · day, the treated water is Although it was good, surplus sludge had to be drawn out 0.6 kg (dry weight) per day.
[0018]
(Comparative Example 4)
A drainage test apparatus comprising a raw water adjustment tank with a capacity of 500 liters, a carrier flow aeration tank with a capacity of 500 liters, two activated sludge tanks with a capacity of 500 liters and a sedimentation tank with a capacity of 1000 liters was used. In the aeration tank, 50 liters of polyvinyl alcohol crosslinked gel carrier (diameter: about 4 mm) was charged. This flow is schematically shown in FIG. Table 1 shows the operating conditions and the results after 1 month from the start of operation. The s-BOD volume load in the carrier flow aeration tank is 4 kg / m 3 · day, the s-BOD sludge load in the first activated sludge tank is 0.04 kg-BOD / kg-MLSS · day, and the second activated sludge tank When the s-BOD sludge load was operated under the condition of 0.04 kg-BOD / kg-MLSS · day, the sludge did not settle in the settling tank, and the water quality deteriorated.
[0019]
[Table 1]
【The invention's effect】
According to the present invention, it is possible to reduce the size of the tank and to treat the waste water without generating excess sludge.
[Brief description of the drawings]
FIG. 1 is a diagram schematically showing a flow of Example 1. FIG.
FIG. 2 is a diagram schematically showing a flow of Example 2.
FIG. 3 is a diagram schematically showing the flow of Comparative Examples 1 and 2.
4 is a diagram schematically showing the flow of Comparative Example 3. FIG.
5 is a diagram schematically showing a flow of Comparative Example 4. FIG.
Claims (3)
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| JP2000247471A JP4467738B2 (en) | 2000-08-17 | 2000-08-17 | Wastewater treatment method |
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| JP2000247471A JP4467738B2 (en) | 2000-08-17 | 2000-08-17 | Wastewater treatment method |
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| CN1984847B (en) * | 2004-07-16 | 2011-06-29 | 株式会社可乐丽 | Method of wastewater treatment with excess sludge withdrawal reduced |
| KR100953288B1 (en) * | 2004-07-16 | 2010-04-20 | 가부시키가이샤 구라레 | Wastewater treatment method with low surplus sludge discharge |
| EP1990318B1 (en) * | 2006-01-25 | 2016-09-07 | Kuraray Co., Ltd. | Method of treating drainage water using fixation support |
| JP5887874B2 (en) * | 2011-11-25 | 2016-03-16 | 栗田工業株式会社 | Biological treatment method for organic wastewater |
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