JP2021181063A - Method for treating organic waste water and device for treating organic waste water - Google Patents
Method for treating organic waste water and device for treating organic waste water Download PDFInfo
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Abstract
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本発明は、有機性廃水の処理方法及び有機性廃水の処理装置に関する。 The present invention relates to a method for treating organic wastewater and an apparatus for treating organic wastewater.
近年、生物化学的酸素要求量（ＢＯＤ）の高い有機性廃水処理としては一般的に活性汚泥処理が用いられる場合が多い。活性汚泥処理は維持管理が容易でありランニングコストが低い。活性汚泥処理は流入原水中のＢＯＤの安定除去が可能であり、常時良好な処理水質が得られる等の利点もある。そのため、活性汚泥処理は生活廃水、工場廃水等の種々の有機性廃水処理に多く用いられている。 In recent years, activated sludge treatment is generally used as an organic wastewater treatment having a high biochemical oxygen demand (BOD). Activated sludge treatment is easy to maintain and has low running costs. Activated sludge treatment has the advantage that BOD can be stably removed from the inflowing raw water, and good treated water quality can always be obtained. Therefore, activated sludge treatment is often used for various organic wastewater treatments such as domestic wastewater and factory wastewater.
しかしながら、活性汚泥処理ではＢＯＤ除去に伴う余剰汚泥が発生することが知られている。特にＢＯＤ濃度の高い排水は余剰汚泥の発生量も多くなるため、余剰汚泥の処分に伴うコストの処理全体に占める比率が高くなってきており、余剰汚泥の削減が大きな課題となってきている。 However, it is known that excess sludge is generated by removing BOD in the activated sludge treatment. In particular, wastewater having a high BOD concentration generates a large amount of surplus sludge, so that the ratio of the cost associated with the disposal of surplus sludge to the total treatment is increasing, and the reduction of surplus sludge has become a major issue.
余剰汚泥の削減方法としては、高負荷及び低負荷を組み合わせた多段処理を行う方法がある。例えば、特開２０１０−０６９４８２号公報及び特開２００５−２１１８７９号公報には、前段の高負荷槽となる第１生物処理槽で分散菌を発生させ、後段の低負荷槽となる第２生物処理槽で原生動物や後生動物の分散菌の捕食を利用して汚泥減容を行う食物連鎖による汚泥減容化方法が開示されている。 As a method for reducing excess sludge, there is a method of performing multi-stage treatment that combines high load and low load. For example, in JP-A-2010-06482 and JP-A-2005-21179, disperse bacteria are generated in the first biological treatment tank, which is the high-load tank in the first stage, and the second biological treatment, which is the low-load tank in the latter stage. A method for reducing the volume of sludge by a food chain is disclosed, in which the volume of sludge is reduced by utilizing the predation of dispersed bacteria of protozoa and metazoans in a tank.
特許文献１及び２に記載される生物処理方法には、処理効率向上と余剰汚泥の発生量の低減を図るために第一生物処理槽と第二生物処理槽のＢＯＤ負荷及びｐＨを所定の範囲内に制御する必要があることが記載されている。この点、原水の性状が比較的安定している場合には、各生物処理槽のＢＯＤ負荷及びｐＨを制御することは比較的容易である。
In the biological treatment methods described in
しかしながら、何らかの原因により原水に大きな濃度変動が生じると、生物処理槽のＢＯＤ負荷及びｐＨを制御することが難しくなり、第一生物処理槽での分散菌の発生が不安定となる場合がある。その結果、分散菌捕食による食物連鎖の汚泥減容化の効果が十分に得られなくなる。また、原水の性状変動により第一生物処理槽で分散菌が発生しすぎて、第二生物処理槽に分散菌が残留すると、処理水質の悪化を招くリスクがある。 However, if a large concentration fluctuation occurs in the raw water for some reason, it becomes difficult to control the BOD load and pH of the biological treatment tank, and the generation of dispersed bacteria in the primary biological treatment tank may become unstable. As a result, the effect of reducing the volume of sludge in the food chain by predating dispersed bacteria cannot be sufficiently obtained. In addition, if the dispersed bacteria are generated too much in the first biological treatment tank due to the change in the properties of the raw water and the dispersed bacteria remain in the second biological treatment tank, there is a risk of deteriorating the quality of the treated water.
上記課題を鑑み、本発明は、常時安定した処理水質を維持することができ、余剰汚泥の発生量の低減が可能な有機性廃水の処理方法及び有機性廃水の処理装置を提供する。 In view of the above problems, the present invention provides an organic wastewater treatment method and an organic wastewater treatment apparatus capable of maintaining stable treated water quality at all times and reducing the amount of excess sludge generated.
上記課題を解決するために本発明者らが鋭意検討した結果、原水の性状変動が生じても常時安定した処理水質を得るためには、好気性処理を多段で行うとともに、第１好気性処理槽の総アルカリ度に着目することが有効であるとの知見を得た。 As a result of diligent studies by the present inventors to solve the above problems, in order to obtain stable treated water quality at all times even if the properties of raw water fluctuate, aerobic treatment is performed in multiple stages and the first aerobic treatment is performed. It was found that it is effective to pay attention to the total alkalinity of the tank.
以上の知見を基礎として完成した本発明の実施の形態は一側面において、有機物を含む原水を、総アルカリ度が１００〜５００ｍｇ／Ｌとなるように調整した第１好気性処理槽内で好気的に処理して第１好気性処理液を得る処理と、第１好気性処理液を、担体を保持した第２好気性処理槽内で好気的に処理して第２好気性処理液を得る処理とを有する有機性廃水の処理方法である。 One aspect of the embodiment of the present invention completed based on the above findings is that the raw water containing an organic substance is aerobic in a first aerobic treatment tank adjusted to have a total alkalinity of 100 to 500 mg / L. A treatment to obtain a first aerobic treatment liquid and an aerobic treatment of the first aerobic treatment liquid in a second aerobic treatment tank holding a carrier to obtain a second aerobic treatment liquid. It is a treatment method for organic wastewater having a treatment for obtaining.
本発明の実施の形態に係る有機性廃水の処理方法は一実施態様において、第１好気性処理槽のＢＯＤ容積負荷を５〜２０ｋｇ／ｍ3／ｄになるよう調整し、且つ、第１好気性処理槽および第２好気性処理槽で構成される好気性処理において、全槽のＢＯＤ容積負荷が１〜５ｋｇ／ｍ3／ｄとなるようにＢＯＤ容積負荷を調整する。 In one embodiment, the method for treating organic wastewater according to the embodiment of the present invention adjusts the BOD volume loading of the first aerobic treatment tank to 5 to 20 kg / m 3 / d, and is the first preferred. In the aerobic treatment composed of the aerobic treatment tank and the second aerobic treatment tank, the BOD volume load is adjusted so that the BOD volume load of all the tanks is 1 to 5 kg / m 3 / d.
本発明の実施の形態に係る有機性廃水の処理方法は別の一実施態様において、第２好気性処理槽の浮遊汚泥を原水流入水量の１０〜３００流量％となるように第１好気性処理槽へ返送する返送汚泥処理を更に有する。 In another embodiment of the method for treating organic wastewater according to the embodiment of the present invention, the first aerobic treatment is performed so that the floating sludge in the second aerobic treatment tank has a flow rate of 10 to 300% of the amount of inflow of raw water. It also has a return sludge treatment to return to the tank.
本発明の実施の形態に係る有機性廃水の処理方法は更に別の一実施態様において、第１好気性処理槽の溶存酸素濃度が２〜７ｍｇ／Ｌとなるように曝気量を調整する。 In still another embodiment of the method for treating organic wastewater according to the embodiment of the present invention, the aeration amount is adjusted so that the dissolved oxygen concentration in the first aerobic treatment tank is 2 to 7 mg / L.
本発明の実施の形態に係る有機性廃水の処理方法は更に別の一実施態様において、第２好気性処理槽内の担体充填率が５〜３０容積％となるように担体を投入する。 In still another embodiment of the method for treating organic wastewater according to the embodiment of the present invention, the carrier is charged so that the carrier filling rate in the second aerobic treatment tank is 5 to 30% by volume.
本発明の実施の形態は別の一側面において、有機物を含む原水を、好気的に処理して第１好気性処理液を得る第１好気性処理槽と、第１好気性処理槽内の原水の総アルカリ度が１００〜５００ｍｇ／Ｌとなるように調整するアルカリ度調整手段と、第１好気性処理液を、担体を用いて好気的に処理して第２好気性処理液を得る第２好気性処理槽とを備える有機性廃水の処理装置である。 In another aspect of the embodiment of the present invention, there are a first aerobic treatment tank in which raw water containing an organic substance is aerobically treated to obtain a first aerobic treatment liquid, and a first aerobic treatment tank. The alkalinity adjusting means for adjusting the total alkalinity of the raw water to 100 to 500 mg / L and the first aerobic treatment liquid are aerobicly treated with a carrier to obtain a second aerobic treatment liquid. It is an organic wastewater treatment apparatus provided with a second aerobic treatment tank.
本発明によれば、常時安定した処理水質を維持することができ、余剰汚泥の発生量の低減が可能な有機性廃水の処理方法及び有機性廃水の処理装置が提供できる。 According to the present invention, it is possible to provide an organic wastewater treatment method and an organic wastewater treatment apparatus capable of maintaining stable treated water quality at all times and reducing the amount of excess sludge generated.
以下、図面を参照しながら本発明の実施の形態を説明する。以下に示す実施の形態は、この発明の技術的思想を具体化するための装置や方法を例示するものであって、この発明の技術的思想は構成部品の構造、配置等を下記のものに特定するものではない。 Hereinafter, embodiments of the present invention will be described with reference to the drawings. The embodiments shown below exemplify devices and methods for embodying the technical idea of the present invention, and the technical idea of the present invention describes the structure, arrangement, etc. of the components as follows. It is not specific.
本発明の第１の実施の形態に係る有機性廃水の処理装置は、図１に示すように、有機物を含む原水を、好気的に処理して第１好気性処理液を得る第１好気性処理槽１ａと、第１好気性処理液を、担体を用いて好気的に処理して第２好気性処理液を得る第２好気性処理槽１ｂと、第１好気性処理槽１ａ内の原水の総アルカリ度が１００〜５００ｍｇ／Ｌとなるように調整するアルカリ度調整手段２とを備える。 As shown in FIG. 1, the organic waste water treatment apparatus according to the first embodiment of the present invention aerobicly treats raw water containing an organic substance to obtain a first aerobic treatment liquid. Inside the aerobic treatment tank 1a, the second aerobic treatment tank 1b, and the first aerobic treatment tank 1a, which aerobically treat the first aerobic treatment liquid with a carrier to obtain a second aerobic treatment liquid. It is provided with an alkalinity adjusting means 2 for adjusting the total alkalinity of the raw water to be 100 to 500 mg / L.
原水としては、有機物を含有する廃水であれば特に限定されず、例えば、生活廃水、下水、食品工場、化学工場、パルプ工場などの有機物を含有する種々の有機性廃水が用いられる。以下に限定されないが、無機性浮遊性物質（ＳＳ）が少なく（例えば、ＳＳが０〜１００ｍｇ／Ｌ程度）易分解性有機物濃度が高い（例えば、ＢＯＤ値が１０００〜２０００ｍｇ／Ｌ程度）食品・飲料系廃水や生活系廃水等のような原水が特に好適に処理される。 The raw water is not particularly limited as long as it is wastewater containing organic matter, and for example, various organic wastewater containing organic matter such as domestic wastewater, sewage, food factories, chemical factories, and pulp factories are used. Foods with a small amount of inorganic floating substances (SS) (for example, SS of about 0 to 100 mg / L) and a high concentration of easily decomposable organic substances (for example, BOD value of about 1000 to 2000 mg / L), although not limited to the following. Raw water such as beverage wastewater and domestic wastewater is treated particularly preferably.
第１好気性処理槽１ａおよび第２好気性処理槽１ｂとしては、好気性処理槽１内に流入する原水中の有機物（ＢＯＤ）を分解可能な細菌、細菌を捕食する微生物等を含む活性汚泥が内部に収容され、曝気により原水を好適に処理して好気性処理液を得る装置であれば特に限定されないが、例えば、曝気槽や流動担体槽が利用できる。
The first aerobic treatment tank 1a and the second aerobic treatment tank 1b include activated sludge containing bacteria capable of decomposing organic substances (BOD) in raw water flowing into the
第１好気性処理槽１ａで処理された第１好気性処理液は、第２好気性処理槽１ｂへ導入され、更に処理されて処理水を得る。第１好気性処理槽１ａでは、微生物を増殖させるために重要なＢＯＤ容積負荷、ＤＯ、ｐＨの諸条件を適切に維持することが極めて重要である。特に、原水の濃度、流量等の変動を考慮した有機性廃水の処理を行うためには、第１好気性処理槽１ａとの処理条件との関係において一定の条件を満たすように、原水流入水量および第１好気性処理槽１ａの総アルカリ度を調整することが重要である。 The first aerobic treatment liquid treated in the first aerobic treatment tank 1a is introduced into the second aerobic treatment tank 1b and further treated to obtain treated water. In the first aerobic treatment tank 1a, it is extremely important to appropriately maintain various conditions of BOD volume loading, DO, and pH, which are important for the growth of microorganisms. In particular, in order to treat organic wastewater in consideration of fluctuations in raw water concentration, flow rate, etc., the amount of raw water inflow so as to satisfy certain conditions in relation to the treatment conditions with the first aerobic treatment tank 1a. And it is important to adjust the total alkalinity of the first aerobic treatment tank 1a.
第１好気性処理槽１ａの役割としては、第１好気性処理槽１ａで分散性細菌等を増殖させ、ＢＯＤを除去したのちに、第２好気性処理槽１ｂにおいて生息する微生物によって汚泥を捕食させて汚泥減容化を図ることにある。その際、第１好気性処理槽１ａ内の総アルカリ度を一定の条件で維持させることで、緩衝作用によるｐＨの安定化が行われるため、常時安定した処理水質を維持でき、かつ余剰汚泥の発生量の低減可能とできる。 The role of the first aerobic treatment tank 1a is to grow dispersible bacteria and the like in the first aerobic treatment tank 1a, remove BOD, and then prey on sludge by microorganisms living in the second aerobic treatment tank 1b. The purpose is to reduce the volume of sludge. At that time, by maintaining the total alkalinity in the first aerobic treatment tank 1a under certain conditions, the pH is stabilized by the buffering action, so that stable treated water quality can be maintained at all times and excess sludge can be maintained. It is possible to reduce the amount of generation.
第１の実施形態では、第１好気性処理槽１ａの総アルカリ度が１００〜５００ｍｇ／Ｌとなるように、アルカリ剤を適宜添加することにより、第１好気性処理槽１ａ内に流入した原水の総アルカリ度を調整する。第１好気性処理槽１ａ内の原水の総アルカリ度は、１００〜４００ｍｇ／Ｌに調整することが好ましく、２００〜３００ｍｇ／Ｌに調整することが更に好ましい。 In the first embodiment, raw water flowing into the first aerobic treatment tank 1a by appropriately adding an alkaline agent so that the total alkalinity of the first aerobic treatment tank 1a is 100 to 500 mg / L. Adjust the total alkalinity of. The total alkalinity of the raw water in the first aerobic treatment tank 1a is preferably adjusted to 100 to 400 mg / L, more preferably 200 to 300 mg / L.
第１好気性処理槽１ａのｐＨに変動が生じた場合、好気性処理槽内微生物の菌叢が変化し、処理水質の不安定化および汚泥減容効果の低下を招く要因となる。例えばアルカリ添加が過少な場合、第１好気性処理槽１ａにおいて真菌が発生し酸生成を行うことでｐＨが低下し、分散性細菌の優先的増殖が進行しないことが懸念される。一方でアルカリ添加が過剰な場合は、第１好気性処理槽１ａのｐＨが高くなり、汚泥が分散しやすい状態となる。これにより担体への汚泥付着が進行しづらい状況となることから、処理水質の悪化や汚泥減容効果が失われる。加えて、アルカリ度が過少または過剰な場合、処理水のｐＨが放流基準値の範囲外となるため、放流前にｐＨ調整を行う必要が生じる。これにより酸やアルカリなどの薬品コストがかかることになる。すなわち、汚泥削減効果および安定水質の維持の観点から、第１好気性処理槽１ａにおけるｐＨ変動が生じないように、総アルカリ度を調整してｐＨ緩衝作用を維持することが重要であるといえる。 When the pH of the first aerobic treatment tank 1a fluctuates, the bacterial flora in the aerobic treatment tank changes, which causes destabilization of the treated water quality and deterioration of the sludge volume reduction effect. For example, when the addition of alkali is too small, there is a concern that fungi are generated in the first aerobic treatment tank 1a to generate acid, which lowers the pH and prevents the preferential growth of dispersible bacteria. On the other hand, when the addition of alkali is excessive, the pH of the first aerobic treatment tank 1a becomes high, and sludge is easily dispersed. As a result, it becomes difficult for sludge to adhere to the carrier, so that the quality of treated water deteriorates and the sludge volume reduction effect is lost. In addition, if the alkalinity is too low or too high, the pH of the treated water will be out of the discharge reference value, and it will be necessary to adjust the pH before discharge. This increases the cost of chemicals such as acids and alkalis. That is, from the viewpoint of sludge reduction effect and maintenance of stable water quality, it can be said that it is important to adjust the total alkalinity to maintain the pH buffering action so that the pH does not fluctuate in the first aerobic treatment tank 1a. ..
第１好気性処理槽１ａのＢＯＤ容積負荷は、５〜２０ｋｇ／ｍ3／ｄとなるように水槽の容積を決定し、流量を調整することが好ましい。更に、第１好気性処理槽１ａおよび第２好気性処理槽１ｂを含む好気性処理槽１全体（全槽）でのＢＯＤ容積負荷が、１〜５ｋｇ／ｍ3／ｄとなるように、第２好気性処理槽１ｂのＢＯＤ容積負荷を調節することが好ましく、その際、例えば、第２好気性処理槽１ｂの溶解性ＢＯＤ容積負荷を０．２〜１．０ｋｇ／ｍ3／ｄとなるように、第１好気性処理槽１ａのＢＯＤ除去に関する処理条件を制御することが効果的である。 It is preferable to determine the volume of the water tank so that the BOD volume load of the first aerobic treatment tank 1a is 5 to 20 kg / m 3 / d, and adjust the flow rate. Further, the BOD volume load in the entire aerobic treatment tank 1 (all tanks) including the first aerobic treatment tank 1a and the second aerobic treatment tank 1b is 1 to 5 kg / m 3 / d. 2 It is preferable to adjust the BOD volume load of the aerobic treatment tank 1b, and at that time, for example, the soluble BOD volume load of the second aerobic treatment tank 1b is 0.2 to 1.0 kg / m 3 / d. As described above, it is effective to control the treatment conditions related to the removal of BOD in the first aerobic treatment tank 1a.
第１好気性処理槽１ａの溶存酸素濃度（ＤＯ）は、２〜７ｍｇ／Ｌとなるように曝気風量を調整することが望ましく、更に望ましくは４〜６ｍｇ／Ｌとなるように調整することがより効果的である。第２好気性処理槽１ｂのＤＯは２〜７ｍｇ／Ｌとなるように調整することが好ましく、更に好ましくは３〜５ｍｇ／Ｌ程度に調整すると良い。ＤＯは好気性処理槽内の菌叢に影響を与えており、ＤＯ制御により余剰汚泥削減に効果的な菌叢の維持および安定した処理水質の維持が可能となる。なお、第１好気性処理槽１ａのｐＨは６．０〜８．５であることが好ましく、より好ましくは７．０〜８．０である。第１好気性処理槽１ａのＭＬＳＳは１０００〜４０００ｍｇ／Ｌとすることができ、より典型的には１０００〜２０００ｍｇ／Ｌとすることができる。 The dissolved oxygen concentration (DO) of the first aerobic treatment tank 1a is preferably adjusted so that the aerated air volume is 2 to 7 mg / L, and more preferably 4 to 6 mg / L. It is more effective. The DO of the second aerobic treatment tank 1b is preferably adjusted to 2 to 7 mg / L, more preferably to about 3 to 5 mg / L. DO affects the flora in the aerobic treatment tank, and DO control makes it possible to maintain the flora effectively for reducing excess sludge and maintain stable treated water quality. The pH of the first aerobic treatment tank 1a is preferably 6.0 to 8.5, more preferably 7.0 to 8.0. The MLSS of the first aerobic treatment tank 1a can be 1000 to 4000 mg / L, and more typically 1000 to 2000 mg / L.
第２好気性処理槽１ｂ内の担体充填率を５〜３０容積％となるように担体を投入することが好ましく、更に好ましくは１５〜３０容積％とすることが好ましい。微生物担体として、ポリエチレングリコール（ＰＥＧ）、ポリビニルアルコール（ＰＶＡ）、ポリアクリルアミド、光硬化性樹脂等の合成高分子、カラギーナン、アルギン酸ソーダ等の高分子を用いたゲル担体、ポリエチレンやポリウレタン、ポリプロピレン等からなる流動担体が挙げられる。担体の形状としては球形、四角形、円筒形の何れも使用可能であり、その有効径は第２好気性処理槽１ｂの出口に設けられるスクリーンより安定して分離できる径が好ましい。また、第２好気性処理槽１ｂの処理液に対し、必要に応じてさらに固液分離を行うことも可能である。固液分離手段として沈殿池や膜分離、凝集沈殿のいずれも有効である。 It is preferable to add the carrier so that the carrier filling rate in the second aerobic treatment tank 1b is 5 to 30% by volume, and more preferably 15 to 30% by volume. As a microbial carrier, from synthetic polymers such as polyethylene glycol (PEG), polyvinyl alcohol (PVA), polyacrylamide, and photocurable resin, gel carriers using polymers such as carrageenan and sodium alginate, polyethylene, polyurethane, polypropylene, etc. A fluid carrier such as As the shape of the carrier, any of spherical, rectangular, and cylindrical shapes can be used, and the effective diameter thereof is preferably a diameter that can be separated more stably than the screen provided at the outlet of the second aerobic treatment tank 1b. Further, it is also possible to further perform solid-liquid separation on the treatment liquid in the second aerobic treatment tank 1b, if necessary. Sedimentation basins, membrane separation, and coagulation sedimentation are all effective as solid-liquid separation means.
担体を投入する際には、事前に担体を市水や好気性処理水に浸漬したものを使用することで、担体表面を親水化することができ、投入後に速やかに流動させ、短期間で担体に活性汚泥等の微生物を付着させることが可能となる。 When loading the carrier, the surface of the carrier can be made hydrophilic by using a carrier soaked in city water or aerobic treated water in advance, and the carrier can be rapidly flowed after loading, and the carrier can be charged in a short period of time. It becomes possible to attach microorganisms such as activated sludge to the surface.
第２好気性処理槽１ｂのＨＲＴは８〜３０時間、より好ましくは１２〜２４時間とすることができ、必要に応じてＭＬＳＳが１０００〜４０００ｍｇ／Ｌ、更には２０００〜４０００ｍｇ／Ｌとするように処理することが好ましい。 The HRT of the second aerobic treatment tank 1b can be 8 to 30 hours, more preferably 12 to 24 hours, and the MLSS can be 1000 to 4000 mg / L, and further 2000 to 4000 mg / L, if necessary. It is preferable to process it.
アルカリ度調整手段２としては、具体的構成は特に限定されないが、例えば、アルカリ剤を収容した貯槽（不図示）と、第１好気性処理槽１ａ内の原水の総アルカリ度を１００〜５００ｍｇ／Ｌに調整するために、第１好気性処理槽１ａ内へアルカリ剤を添加するための配管及びポンプ等を備えたアルカリ添加手段（不図示）と、アルカリ添加手段によるアルカリ剤の供給制御を行う制御装置（不図示）等を備えることができる。例えば、第１好気性処理槽１ａ内には、第１好気性処理槽１ａ内に収容された原水の総アルカリ度を測定する測定手段等が設けられていてもよく、測定手段による測定結果に基づいて、第１好気性処理槽１ａ内の原水の総アルカリ度が適正な範囲となるように調整されてもよい。 The specific configuration of the alkalinity adjusting means 2 is not particularly limited, but for example, the total alkalinity of the raw water in the storage tank (not shown) containing the alkaline agent and the first aerobic treatment tank 1a is 100 to 500 mg / In order to adjust to L, an alkali addition means (not shown) provided with a pipe, a pump, etc. for adding an alkali agent into the first aerobic treatment tank 1a, and an alkali addition means are used to control the supply of the alkali agent. A control device (not shown) or the like can be provided. For example, the first aerobic treatment tank 1a may be provided with a measuring means or the like for measuring the total alkalinity of the raw water contained in the first aerobic treatment tank 1a, and the measurement result by the measuring means may be provided. Based on this, the total alkalinity of the raw water in the first aerobic treatment tank 1a may be adjusted to be within an appropriate range.
アルカリ剤としては、炭酸水素ナトリウム、炭酸ナトリウム、水酸化ナトリウム、水酸化マグネシウム、水酸化カルシウム等が用いられる。中でも特に、炭酸水素ナトリウムを利用することで、ｐＨ変動が少なく、装置をより小型化しながら第１好気性処理槽１ａ内の処理を安定化できる。 As the alkaline agent, sodium hydrogen carbonate, sodium carbonate, sodium hydroxide, magnesium hydroxide, calcium hydroxide and the like are used. Above all, by using sodium hydrogen carbonate, the pH fluctuation is small, and the treatment in the first aerobic treatment tank 1a can be stabilized while making the apparatus smaller.
（処理方法）
第１の実施の形態に係る有機性廃水の処理方法は、まず、原水を第１好気性処理槽１ａ内へ供給し、第１好気性処理槽１ａにおいて原水を好気的に処理する。第１好気性処理槽１ａでは、以下に限定されないが、例えば、ＨＲＴが５時間、ＤＯが２〜７ｍｇ／Ｌ、総アルカリ度が２００ｍｇ／Ｌ、ＭＬＳＳが２０００ｍｇ／Ｌ、ＢＯＤ容積負荷を５〜２０ｋｇ／ｍ3／ｄとして原水を好気的に処理して第１好気性処理液を得る。
(Processing method)
In the method for treating organic wastewater according to the first embodiment, first, raw water is supplied into the first aerobic treatment tank 1a, and the raw water is aerobically treated in the first aerobic treatment tank 1a. In the first aerobic treatment tank 1a, for example, HRT is 5 hours, DO is 2 to 7 mg / L, total alkalinity is 200 mg / L, MLSS is 2000 mg / L, and BOD volume loading is 5 to 5. The raw water is aerobically treated at 20 kg / m 3 / d to obtain a first aerobic treatment liquid.
続いて第１好気性処理槽１ａで得られた第１好気性処理液を第２好気性処理槽１ｂ内へ供給し、第２好気性処理槽１ｂにおいて第１好気性処理液を更に好気的に処理する。第２好気性処理槽１ｂでは、以下に限定されないが、例えば、ＨＲＴが２２時間、ＤＯが１〜７ｍｇ／Ｌ、担体充填率が１５容積％、ＭＬＳＳが１０００ｍｇ／Ｌとして第１好気性処理液を好気的に処理して第２好気性処理液を得る。 Subsequently, the first aerobic treatment liquid obtained in the first aerobic treatment tank 1a is supplied into the second aerobic treatment tank 1b, and the first aerobic treatment liquid is further aerobic in the second aerobic treatment tank 1b. Process. In the second aerobic treatment tank 1b, for example, the first aerobic treatment liquid has HRT of 22 hours, DO of 1 to 7 mg / L, carrier filling rate of 15% by volume, and MLSS of 1000 mg / L. Is aerobically treated to obtain a second aerobic treatment liquid.
本発明の第１の実施の形態に係る有機性廃水の処理方法によれば、第１好気性処理槽１ａのＢＯＤ容積負荷を高くし、また好気性処理槽１全体のＢＯＤ容積負荷を適切な条件で維持することにより、ＢＯＤを除去する活性汚泥と活性汚泥を捕食する微生物を一定量、かつ、それぞれが活性の高い状態で第１好気性処理槽１ａ内に維持することができる。また、ＢＯＤを除去する活性汚泥が常に一定量、高活性で第１好気性処理槽１ａ内に維持されるため、原水の水量・濃度変動によってＢＯＤ容積負荷が変動しても安定した好気性処理が可能である。
According to the method for treating organic wastewater according to the first embodiment of the present invention, the BOD volume load of the first aerobic treatment tank 1a is increased, and the BOD volume load of the entire
ＢＯＤの除去量によって処理水中の余剰汚泥の発生量も変動するが、本発明の第１の実施の形態に係る有機性廃水の処理方法及び有機性廃水の処理装置によれば、活性汚泥を捕食する微生物も一定量、高活性で維持されているため、原水の水量・濃度変動によって余剰汚泥の発生量が変動しても安定した汚泥減容が可能となる。その結果、原水の性状変動が生じても第１好気性処理槽１ａ内における処理を安定化することができ、常時安定した処理水質を維持しながら余剰汚泥の発生量の低減が可能となる。 The amount of excess sludge generated in the treated water varies depending on the amount of BOD removed, but according to the organic wastewater treatment method and the organic wastewater treatment apparatus according to the first embodiment of the present invention, activated sludge is preyed on. Since a certain amount of sludge is maintained at high activity, stable sludge volume reduction is possible even if the amount of excess sludge generated fluctuates due to fluctuations in the amount and concentration of raw water. As a result, even if the properties of the raw water fluctuate, the treatment in the first aerobic treatment tank 1a can be stabilized, and the amount of excess sludge generated can be reduced while maintaining stable treatment water quality at all times.
第１好気性処理槽１ａの容積は、ＢＯＤ−ＳＳ負荷で設定されるが、第１の実施の形態によれば、第１好気性処理槽１ａの容積が、第２好気性処理槽１ｂの容積の約１／３〜１／１０で程度済むため、小型の第１好気性処理槽１ａを配置するだけで、装置全体の大型化を抑制しながら廃水処理を安定して効率良く処理することができる。 The volume of the first aerobic treatment tank 1a is set by the BOD-SS load, but according to the first embodiment, the volume of the first aerobic treatment tank 1a is the volume of the second aerobic treatment tank 1b. Since the volume is about 1/3 to 1/10, it is possible to treat wastewater stably and efficiently while suppressing the increase in size of the entire device by simply arranging a small first aerobic treatment tank 1a. Can be done.
（第２の実施の形態）
本発明の第２の実施の形態に係る有機性廃水の処理装置は、図２に示すように、第２好気性処理槽１ｂの浮遊汚泥を引き抜いて第１好気性処理槽１ａへ返送する浮遊汚泥返送手段３を更に有する点が、第１の実施の形態に係る有機性廃水の処理装置と異なる。
(Second embodiment)
As shown in FIG. 2, the organic wastewater treatment apparatus according to the second embodiment of the present invention draws out the floating sludge from the second aerobic treatment tank 1b and returns it to the first aerobic treatment tank 1a. The sludge returning means 3 is further provided, which is different from the organic wastewater treatment apparatus according to the first embodiment.
第２好気性処理槽１ｂの浮遊汚泥は、ＤＯが高く、高活性であることが特徴として挙げられる。そのため、第２好気性処理槽１ｂの浮遊汚泥を第１好気性処理槽１ａへ返送することにより、第１好気性処理槽１ａ内の微生物活性をさらに高い活性状態に維持することが可能となり、これにより安定した処理水質の維持および余剰汚泥削減に効果的な菌叢の維持が行われることが期待される。第１好気性処理槽１ａへの原水流入水量に対する浮遊汚泥返送流量の流量比（浮遊汚泥返送流量／原水流入水量）は、１０〜３００流量％、より好ましくは１０〜３０流量％、更には１０〜２０流量％となるように調整することが好ましい。 The floating sludge in the second aerobic treatment tank 1b is characterized by having a high DO and high activity. Therefore, by returning the suspended sludge from the second aerobic treatment tank 1b to the first aerobic treatment tank 1a, it becomes possible to maintain the microbial activity in the first aerobic treatment tank 1a in a higher active state. It is expected that this will maintain stable treated water quality and maintain a bacterial flora that is effective in reducing excess sludge. The flow rate ratio of the floating sludge return flow rate (floating sludge return flow rate / raw water inflow water amount) to the raw water inflow rate to the first aerobic treatment tank 1a is 10 to 300 flow rate%, more preferably 10 to 30 flow rate%, and further 10 It is preferable to adjust the flow rate to be about 20%.
第１好気性処理槽１ａのＢＯＤ容積負荷を５〜２０ｋｇ／ｍ3／ｄになるよう調整し、且つ、第１好気性処理槽１ａおよび第２好気性処理槽１ｂとで構成される好気性処理槽１において、全槽のＢＯＤ容積負荷が１〜５ｋｇ／ｍ3／ｄとなるように、各処理槽１ａ、１ｂのＢＯＤ容積負荷を調整することが好ましい。これにより、第１好気性処理槽１ａで分散性細菌等を優先的に増殖させ、ＢＯＤを除去したのちに、第２好気性処理槽１ｂにおいて主に担体表面に生息する微生物によって汚泥を捕食させて余剰汚泥の発生量を低減させる効果を有する。他は、第１の実施の形態に係る有機性廃水の処理装置と実質的に同様であるので説明を省略する。
The BOD volume load of the first aerobic treatment tank 1a is adjusted to be 5 to 20 kg / m 3 / d, and the aerobic condition is composed of the first aerobic treatment tank 1a and the second aerobic treatment tank 1b. In the
第２の実施の形態に係る有機性廃水の処理方法及び処理装置によれば、第２好気性処理槽１ｂの浮遊汚泥を第１好気性処理槽１ａへ返送することにより、第１好気性処理槽１ａ内の微生物活性を更に適性な状態に維持することができる。これにより、原水の性状変動によらず、常時安定した処理水質を維持することができ、余剰汚泥の発生量の低減が可能な有機性廃水の処理方法及び有機性廃水の処理装置が提供できる。 According to the organic wastewater treatment method and treatment apparatus according to the second embodiment, the first aerobic treatment is performed by returning the suspended sludge from the second aerobic treatment tank 1b to the first aerobic treatment tank 1a. The microbial activity in the tank 1a can be maintained in a more suitable state. This makes it possible to provide an organic wastewater treatment method and an organic wastewater treatment apparatus capable of maintaining stable treated water quality at all times and reducing the amount of excess sludge generated regardless of changes in the properties of raw water.
本発明は第１及び第２の実施の形態によって記載したが、この開示の一部をなす論述及び図面はこの発明を限定するものであると理解すべきではない。この開示から当業者には様々な代替実施の形態が導出でき、実施段階においては、その要旨を逸脱しない範囲において変形し具体化し得る。 Although the present invention has been described by the first and second embodiments, it should not be understood that the statements and drawings that form part of this disclosure are limiting the invention. From this disclosure, various alternative embodiments can be derived to those skilled in the art, and at the implementation stage, they can be deformed and embodied within a range that does not deviate from the gist.
以下に本発明の実施例を比較例と共に示すが、これらの実施例は本発明及びその利点をよりよく理解するために提供するものであり、発明が限定されることを意図するものではない。 Examples of the present invention are shown below together with comparative examples, but these examples are provided for a better understanding of the present invention and its advantages, and are not intended to limit the invention.
（実施例１）
有機物（ＢＯＤ）濃度が２０００ｍｇ／Ｌの有機性廃水を原水とし、図１に示す有機性廃水の処理装置を使用して、表１に示す基本処理条件で廃水処理を行った。実施例１では、第１好気性処理槽の容積を０．５Ｌ、第２好気性処理槽の容積を２Ｌ、原水の供給流量を２．５〜５Ｌ／ｄとし、第１好気性処理槽における総アルカリ度が２００ｍｇ／Ｌとなるようにアルカリ剤として炭酸水素ナトリウムを添加した。また、第１好気性処理槽においてはＢＯＤ容積負荷を５〜２０ｋｇ／ｍ3／ｄ、ＭＬＳＳ濃度１０００ｍｇ／Ｌ、ＤＯ２〜７ｍｇ／Ｌとなる条件で好気的に処理を行った。第２好気性処理槽においてはＰＥ担体を１５容積％となるように添加し、ＭＬＳＳ濃度４０００ｍｇ／Ｌ、ＤＯ２〜７ｍｇ／Ｌとなる条件で好気的に処理を行った後、スクリーンを通過させて担体を槽内に保持し、処理水を得た。この時、好気性処理槽全槽におけるＢＯＤ容積負荷は１〜５ｋｇ／ｍ3／ｄであった。
(Example 1)
Using organic wastewater having an organic matter (BOD) concentration of 2000 mg / L as raw water, wastewater treatment was performed under the basic treatment conditions shown in Table 1 using the organic wastewater treatment apparatus shown in FIG. In Example 1, the volume of the first aerobic treatment tank is 0.5 L, the volume of the second aerobic treatment tank is 2 L, the supply flow rate of raw water is 2.5 to 5 L / d, and the volume of the first aerobic treatment tank is 2.5 to 5 L / d. Sodium hydrogen carbonate was added as an alkaline agent so that the total alkalinity was 200 mg / L. Further, in the first aerobic treatment tank, the aerobic treatment was performed under the conditions that the BOD volume load was 5 to 20 kg / m 3 / d, the MLSS concentration was 1000 mg / L, and the DO was 2 to 7 mg / L. In the second aerobic treatment tank, a PE carrier was added so as to be 15% by volume, and the treatment was aerobic under the conditions of an MLSS concentration of 4000 mg / L and a DO of 2 to 7 mg / L, and then passed through a screen. The carrier was held in a tank to obtain treated water. At this time, the BOD volume load in all the aerobic treatment tanks was 1 to 5 kg / m 3 / d.
実施例１では、表１に示す様に、第１好気性処理槽の総アルカリ度を２００ｍｇ／Ｌ、原水流入水量を２．５〜５Ｌ／ｄとなるように調整し、ＢＯＤ容積負荷を５〜２０ｋｇ／ｍ3／ｄとした。 In Example 1, as shown in Table 1, the total alkalinity of the first aerobic treatment tank was adjusted to 200 mg / L, the amount of raw water inflow was adjusted to 2.5 to 5 L / d, and the BOD volume load was set to 5. It was set to ~ 20 kg / m 3 / d.
比較例１は第１好気性処理槽を設置しない図３の従来の有機性廃水の処理フローに基づいて、容積が２．５Ｌの好気性処理槽を使用し、ＰＥ担体を１２容積％となるように添加し、表１及び表２に示す条件で廃水処理を行ったものである。比較例２は第１好気性処理槽の総アルカリ度を５０ｍｇ／Ｌ、比較例３では第１好気性処理槽の総アルカリ度を６００ｍｇ／Ｌとして表１および表２に示す条件で廃水処理を行ったものである。各項目の分析は、下水試験方法（日本下水道協会２０１２年度版）に準拠して行った。 In Comparative Example 1, based on the conventional organic wastewater treatment flow of FIG. 3 in which the first aerobic treatment tank is not installed, an aerobic treatment tank having a volume of 2.5 L is used, and the PE carrier is 12% by volume. The wastewater was treated under the conditions shown in Tables 1 and 2. In Comparative Example 2, the total alkalinity of the first aerobic treatment tank was 50 mg / L, and in Comparative Example 3, the total alkalinity of the first aerobic treatment tank was 600 mg / L, and the wastewater treatment was performed under the conditions shown in Tables 1 and 2. I went there. The analysis of each item was performed in accordance with the sewage test method (Japan Sewerage Association 2012 edition).
実施例１は第１好気性処理槽の総アルカリ度が２００ｍｇ／Ｌ、第１好気性処理槽のＢＯＤ容積負荷が２０ｋｇ／ｍ3／ｄ、全槽ＢＯＤ容積負荷が３ｋｇ／ｍ3／ｄ、第１好気性処理槽のＤＯが２〜７ｍｇ／Ｌの好適な範囲に調整された場合の汚泥発生量および処理水中の溶解性ＢＯＤの分析の結果を示している。 In Example 1, the total alkalinity of the first aerobic treatment tank is 200 mg / L, the BOD volume load of the first aerobic treatment tank is 20 kg / m 3 / d, and the BOD volume load of all tanks is 3 kg / m 3 / d. The results of the analysis of the sludge generation amount and the soluble BOD in the treated water when the DO of the first aerobic treatment tank is adjusted to a suitable range of 2 to 7 mg / L are shown.
比較例１は好気性処理槽が１槽のみの従来の活性汚泥処理方式で有機性廃水の処理を行った場合の汚泥発生量および処理水中の溶解性ＢＯＤの分析結果を示している。 Comparative Example 1 shows the analysis results of the sludge generation amount and the soluble BOD in the treated water when the organic wastewater is treated by the conventional activated sludge treatment method in which only one aerobic treatment tank is used.
比較例２は第１好気性処理槽の総アルカリ度が５０ｍｇ／Ｌ、比較例３は第１好気性処
理槽の総アルカリ度が６００ｍｇ／Ｌとし、第１好気性処理槽のＢＯＤ容積負荷が２０ｋｇ／ｍ3／ｄ、全槽ＢＯＤ容積負荷が３ｋｇ／ｍ3／ｄ、第１好気性処理槽のＤＯが２〜７ｍｇ／Ｌの好適な範囲に調整された場合の汚泥発生量および処理水中の溶解性ＢＯＤの分析の結果を示している。
In Comparative Example 2, the total alkalinity of the first aerobic treatment tank is 50 mg / L, in Comparative Example 3, the total alkalinity of the first aerobic treatment tank is 600 mg / L, and the BOD volume load of the first aerobic treatment tank is The amount of sludge generated and the treated water when the DO of the first aerobic treatment tank is adjusted to a suitable range of 20 kg / m 3 / d, the total tank BOD volume load is 3 kg / m 3 / d, and the DO of the first aerobic treatment tank is 2 to 7 mg / L. The results of the analysis of the soluble BOD of the above are shown.
実施例１では、第１好気性処理槽での分散性細菌の優先的増殖および後続する第２好気性処理槽での微生物による食物連鎖が進行し、比較例１より良好な処理水質が得られ、さらに比較例１での汚泥発生量と比較して汚泥発生量は２４％削減され、良好な汚泥減容効果が得られた。 In Example 1, preferential growth of dispersible bacteria in the first aerobic treatment tank and the subsequent food chain by microorganisms in the second aerobic treatment tank proceeded, and better treated water quality than in Comparative Example 1 was obtained. Further, the sludge generation amount was reduced by 24% as compared with the sludge generation amount in Comparative Example 1, and a good sludge volume reduction effect was obtained.
比較例２では総アルカリ度が過少であることで第１好気性処理槽において真菌等の発生により酸生成を行うことでｐＨが低下し、分散性細菌の優先的増殖が進行しないため、処理水質は実施例１よりも悪化し、汚泥減容率は１９％削減となり、実施例１よりも悪化する。また、放流基準を満たしていないため、放流時にはｐＨの中和処理が必要となる。 In Comparative Example 2, since the total alkalinity is too low, the pH is lowered by acid production due to the generation of fungi and the like in the first aerobic treatment tank, and the preferential growth of the dispersible bacteria does not proceed, so that the treated water quality Is worse than that of Example 1, and the sludge volume reduction rate is reduced by 19%, which is worse than that of Example 1. In addition, since the discharge standard is not satisfied, pH neutralization treatment is required at the time of discharge.
比較例３では、総アルカリ度が過剰であることでｐＨが高くなり、汚泥が分散しやすい状態になる。これにより担体への汚泥付着が進行しづらく、処理水質の悪化や汚泥減容効果が失われる。その結果、処理水質は実施例１よりも悪化し、汚泥減容率は１５％削減となり、実施例１よりも悪化する。また、放流基準を満たしていないため、放流時にはｐＨの中和処理が必要となる。 In Comparative Example 3, the pH becomes high due to the excessive total alkalinity, and the sludge is easily dispersed. As a result, sludge adhesion to the carrier is less likely to proceed, deterioration of treated water quality and sludge volume reduction effect are lost. As a result, the treated water quality is worse than that of Example 1, and the sludge volume reduction rate is reduced by 15%, which is worse than that of Example 1. In addition, since the discharge standard is not satisfied, pH neutralization treatment is required at the time of discharge.
このように、本開示によれば、有機性廃水を好気的に処理する第１好気性処理槽において、総アルカリ度１００〜５００ｍｇ／Ｌの条件で曝気処理を行うと、第１好気性処理槽において分散性細菌等を優勢的に増殖させ、第２好気性処理槽において微生物によってこれらを捕食させることで余剰汚泥の発生が削減される。 As described above, according to the present disclosure, when the aeration treatment is performed under the condition of total alkalinity of 100 to 500 mg / L in the first aerobic treatment tank for aerobic treatment of organic wastewater, the first aerobic treatment is performed. Dispersive bacteria and the like are predominantly grown in the tank, and the microorganisms prey on them in the second aerobic treatment tank, thereby reducing the generation of excess sludge.
（実施例２）
実施例２では、原水流入水量に対する第１好気性処理槽への返送汚泥流量比として３００流量％となるように、第１好気性処理槽へ返送汚泥を導入し、表３に示す条件になるよう調整した。
(Example 2)
In Example 2, the returned sludge is introduced into the first aerobic treatment tank so that the flow rate ratio of the returned sludge to the first aerobic treatment tank to the inflow of raw water is 300%, and the conditions shown in Table 3 are satisfied. Adjusted to.
比較例４は、第１好気性処理槽を設置しない図３の従来の標準活性汚泥処理フローに基づいて、表１及び表３に示す条件で廃水処理を行ったものである。 In Comparative Example 4, wastewater treatment was performed under the conditions shown in Tables 1 and 3 based on the conventional standard activated sludge treatment flow of FIG. 3 in which the first aerobic treatment tank was not installed.
実施例２は、原水流入水量に対する第１好気性処理槽への返送汚泥流量比が３００流量％、第１好気性処理槽のＢＯＤ容積負荷が２０ｋｇ／ｍ3／ｄ、第１好気性処理槽の総アルカリ度が２００ｍｇ／Ｌ、第１好気性処理槽のＤＯが２〜７ｍｇ／Ｌの好適な範囲に調整された場合の汚泥発生量および処理水中の溶解性ＢＯＤの分析の結果を示している。実施例２では、比較例４と比較してより安定した処理水質が得られる。 In Example 2, the ratio of the flow rate of sludge returned to the first aerobic treatment tank to the amount of inflow of raw water was 300%, the BOD volume load of the first aerobic treatment tank was 20 kg / m 3 / d, and the first aerobic treatment tank. The results of the analysis of the sludge generation amount and the soluble BOD in the treated water when the total alkalinity of the first aerobic treatment tank is adjusted to a suitable range of 2 to 7 mg / L are shown. There is. In Example 2, more stable treated water quality can be obtained as compared with Comparative Example 4.
このように、本開示によれば、有機性廃水を好気的に処理する第１好気性処理槽において、ＢＯＤ容積負荷５〜２０ｋｇ／ｍ3／ｄ、ＤＯ２〜７ｍｇ／Ｌ、総アルカリ度１００〜５００ｍｇ／Ｌの条件で曝気処理を行うと、第１好気性処理槽において分散性細菌等を優勢的に増殖させ、第２好気性処理槽において微生物によってこれらを捕食させることで余剰汚泥の発生が削減される。更に第２好気性処理槽中の浮遊汚泥を原水流入水量の１０〜３００流量％となる流量で第１好気性処理槽に導入することで、第１好気性処理槽内の活性汚泥保持量がバランスよく維持されることから、第１好気性処理槽において更なるＢＯＤ除去および活性汚泥の捕食が進行し、余剰汚泥の発生をより抑制することが可能となる。このときの返送汚泥は第２好気性処理槽の浮遊汚泥であるため、ＤＯが高いことが特徴として挙げられる。そのため、返送汚泥を第１好気性処理槽へ返送した際に第１好気性処理槽内のＤＯをより適性な状態に維持することが可能となり、安定した処理水質の維持および余剰汚泥削減に効果的な菌叢の維持が可能となる。 As described above, according to the present disclosure, in the first aerobic treatment tank for aerobicly treating organic wastewater, the BOD volume load is 5 to 20 kg / m 3 / d, DO is 2 to 7 mg / L, and the total alkalinity is 100. When aeration treatment is performed under the condition of ~ 500 mg / L, dispersive bacteria and the like are predominantly grown in the first aerobic treatment tank, and the microorganisms prey on them in the second aerobic treatment tank to generate excess wastewater. Is reduced. Further, by introducing the suspended sludge in the second aerobic treatment tank into the first aerobic treatment tank at a flow rate of 10 to 300% of the amount of inflow of raw water, the amount of activated sludge retained in the first aerobic treatment tank can be increased. Since the balance is maintained, further BOD removal and predation of activated sludge proceed in the first aerobic treatment tank, and it becomes possible to further suppress the generation of excess sludge. Since the returned sludge at this time is the floating sludge in the second aerobic treatment tank, it is characterized by a high DO. Therefore, when the returned sludge is returned to the first aerobic treatment tank, the DO in the first aerobic treatment tank can be maintained in a more appropriate state, which is effective in maintaining stable treated water quality and reducing excess sludge. It is possible to maintain a specific flora.
１…好気性処理槽
１ａ…第１好気性処理槽
１ｂ…第２好気性処理槽
２…アルカリ度調整手段
３…浮遊汚泥返送手段
1 ... Aerobic treatment tank 1a ... 1st aerobic treatment tank 1b ... 2nd
Claims (6)
前記第１好気性処理液を、担体を保持した第２好気性処理槽内で好気的に処理して第２好気性処理液を得る処理と
を有することを特徴とする有機性廃水の処理方法。 A treatment for obtaining a first aerobic treatment liquid by aerobically treating raw water containing an organic substance in a first aerobic treatment tank adjusted to have a total alkalinity of 100 to 500 mg / L.
Treatment of organic wastewater, which comprises a treatment in which the first aerobic treatment liquid is aerobically treated in a second aerobic treatment tank holding a carrier to obtain a second aerobic treatment liquid. Method.
前記第１好気性処理槽内の前記原水の総アルカリ度が１００〜５００ｍｇ／Ｌとなるように調整するアルカリ度調整手段と、
前記第１好気性処理液を、担体を用いて好気的に処理して第２好気性処理液を得る第２好気性処理槽と
を備えることを特徴とする有機性廃水の処理装置。 A first aerobic treatment tank that aerobicly treats raw water containing organic substances to obtain a first aerobic treatment liquid.
An alkalinity adjusting means for adjusting the total alkalinity of the raw water in the first aerobic treatment tank to 100 to 500 mg / L.
An organic wastewater treatment apparatus comprising a second aerobic treatment tank for aerobically treating the first aerobic treatment liquid with a carrier to obtain a second aerobic treatment liquid.
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