JPS5976595A - Treating apparatus by activated sludge - Google Patents

Abstract

PURPOSE:To enable the optimum treatment by activated sludge even if at the big fluctuation of the influent quantity of waste water, by introducing the waste water into a combined tank for flow controlling and aeration, and adding the sludge in proportion to the influent quantity of the waste water. CONSTITUTION:Waste water 11 is introduced into a combined tank 12 for flow controlling and aeration, and is brought into contact with activated sludge to send to a solid-liquid separation equipment 14 via a constant flow device 13. It is separated therein to treated water 15 and extracted sludge 16. After the extracted sludge 16 is aerated in a sludge aeration tank 17, it is supplied adequately to the aeration tank 12, and the excess sludge is sent to the outside. At this time, the sludge 16 is stored temporarily in the sludge aeration tank 17, and supplied to the aeration tank 12 as the activated sludge 18 at the constant rate or by proportional control in proportion to the influent quantity in conformity with time flowing the waste water into the aeration tank 12.

Description

【発明の詳細な説明】 汚泥処理装置に係り、特に流入刊一水−ｈ）の変動が大
きい場合に最適な活性汚泥処理装置に１ラ１ｆる。DETAILED DESCRIPTION OF THE INVENTION Regarding sludge treatment equipment, this activated sludge treatment equipment is particularly suitable for cases where there are large fluctuations in inflow water.

一般に活性泥泥法で排水処理全行う場合、処理装置への
流入排水量負荷が時間的に変動のある場合、適当な容量
の流量調整槽が前置され、定流量化装置（ｆｃよって排
水？定流量でげつ気槽へ供給する。流入排水量負荷の時
間変動の状態Ｖこよって―極めて巨大な流量調整槽が必
髪な場合がある。流量調整Ｗは通常、排水全好気的条件
に保つと共に、沈積金防ぐため、ばつ気攪拌が行われ、
活性汚泥ばつ気槽と極めて類似した構造″Ｔ″ある。流
量調整槽で排水をばつ気すれば、多少生物的に排水中の
生物化学的酸素要求量（　Ｂ　Ｏ　Ｄ　’）や化学的酸
素要求量（ＣＯＤ）は除去されるが、極めて効果は小さ
い。In general, when all wastewater treatment is carried out using the activated mud method, if the load on the inflowing wastewater to the treatment equipment fluctuates over time, a flow rate adjustment tank of an appropriate capacity is installed in front of it, and a constant flow device (FC) is used to adjust the amount of wastewater. The flow rate is supplied to the aeration tank.Due to the time-varying state of the inflow wastewater load, V - an extremely large flow rate control tank may be required.The flow rate control W normally maintains the wastewater in fully aerobic conditions. At the same time, airy stirring is carried out to prevent deposited gold.
There is a structure "T" which is very similar to an activated sludge aeration tank. Although the biochemical oxygen demand (BOD') and chemical oxygen demand (COD) in the wastewater are somewhat biologically removed by venting the wastewater with a flow rate adjustment tank, the effect is extremely small.

第１図および第２図の７０−シートは、通當一般に流量
調整槽ｖｉ−會む活性汚泥処理法のフローソートである
。特ＶＣ第１図は、標準活性汚泥法、長時間ばつ気法、
ハイレート法などのフローシートを示す。第２図は接触
安定化法と呼ばれるもののフローシートである。第１図
で流入拮．水または必要に応じて１次処理が施こされた
排水１（以下説明の簡略化のため、ｔ１’ｔ　［’流入
排水と呼ぶ）Ｉｆ″′ｆ、流量ｖ４０を槽２　ｖｃ導入
され、通常軽度のばつ気攪拌されながら貯留される。流
量調整槽２内の排水は、ポンプで汲上げられ定流量化装
置３　ＧＣＪ：つで、単位時間当りの流′にＡ、’　ｋ
均等化され、連続してばつ気槽４に導入される。ばつ気
槽４で排水は活性汚泥と接１ｑ＋＋Ｉル、排水中の有機
物性汚濁物質は、生物学的に除去され、次工程の固−液
分離装置５ＶＣよって活性汚泥と排水に分離される。同
一液分離装置５は一般に沈てん伸Ｉが用いられるが、浮
土分離、遠心分離、ｐ過である場合も特殊な例としであ
る。The 70-sheet of FIGS. 1 and 2 is a flow sort of activated sludge treatment method that generally involves a flow regulating tank vi. Special VC Figure 1 shows standard activated sludge method, long aeration method,
A flow sheet for the high rate method etc. is shown. Figure 2 is a flow sheet of what is called the contact stabilization method. Figure 1 shows the inflow. Water or wastewater 1 that has been subjected to primary treatment as necessary (to simplify the explanation, t1't ['inflow wastewater') If'''f, flow rate v40 is introduced into tank 2 vc, and normally The waste water in the flow rate adjustment tank 2 is pumped up by a pump to make the flow constant.
It is equalized and continuously introduced into the aeration tank 4. The wastewater comes into contact with activated sludge in the aeration tank 4, and organic pollutants in the wastewater are biologically removed and separated into activated sludge and wastewater by the solid-liquid separator 5VC in the next step. The same liquid separation device 5 is generally a sedimentation system I, but special examples include floating soil separation, centrifugation, and p-filtration.

固−液分′ｆＪＩＩ装置５で分離されたＮ１１１脱水は
、処理水としてＪ１ツク出され、亦縮された活性汚泥７
は返送汚泥としてｌ’つ気１％　ＶＣ返送され、一部は
余剰ｉり泥８として系外に取υ出され処分される。The solid-liquid fraction'fN111 dehydrated separated in the JII device 5 is discharged as treated water to the J1 and reduced activated sludge 7.
The 1% VC is returned as return sludge, and a portion is taken out of the system as surplus sludge and disposed of.

第２図については符号１，２．３は上記第１図の説明と
同じである。接触＋ｉ！’７４　Ａでは導入された排水
が活性汚泥と接触し、ばつ気される。ここでは、活性汚
泥の初期生物性吸着と凝集能力に工つて排水の有機性汚
濁物質は活性汚泥側に取り入れられる。このため滞留時
間はイヴめで短く一般１ｃ０５〜２時間程度と言われて
いる。活性汚泥と接触混合された排水は同一液分離装置
５によって処理水６と分離活性汚泥７に分けられること
は第１図の説明と全く同様である。分離活性汚泥７は安
定化槽８に導入さればつ気され、排水工υ吸着ないしは
凝集した有機性汚濁物質は完全に酸化されろ。In FIG. 2, the symbols 1, 2, and 3 are the same as in the description of FIG. 1 above. Contact+i! In '74 A, introduced wastewater comes into contact with activated sludge and is vented. Here, organic pollutants from wastewater are taken into the activated sludge by utilizing the activated sludge's initial biological adsorption and coagulation ability. For this reason, the residence time is generally said to be short, about 1c05 to 2 hours. The wastewater mixed with activated sludge is separated into treated water 6 and separated activated sludge 7 by the same liquid separation device 5, which is exactly the same as the explanation in FIG. 1. Once the separated activated sludge 7 is introduced into the stabilization tank 8, it is aerated, and the organic pollutants adsorbed or aggregated in the drainage system are completely oxidized.

一般的にここでの滞留時間は２〜３時間程度とされてい
る。安定化された汚泥は返送汚泥９として接触槽へ連続
的（（戻され一部ぐま余剰汚泥１０として系外へ引抜か
れ処分される。Generally, the residence time here is about 2 to 3 hours. The stabilized sludge is continuously returned to the contact tank as return sludge 9, and a portion is pulled out of the system as surplus sludge 10 and disposed of.

通常都市下水処理などは流量調整ｉ％Ｊ（（ｄ二股けら
れないが、小規模し尿処理（合併処理）、産業押１水処
理、ビル等の排水処理などでは必ず流量調整槽が設置さ
れる。もし設置されないと十分な処理機能が得られない
。即ち排水の処理設備へ流入する時間帯が１日のうち極
めて限られた時間帯に集中する場合が多く、流量調整槽
がない壕合流人刊・水蓄のピーク時には活性汚泥での処
理時間が不足して処理水りｔが悪化すると共に、同一液
分離装置で活性汚泥の流出が起り結果として汚泥令荀短
くし、系内の活イ′１：汚泥の性状を悪化させ一層固一
液分Ｎ１＃’ｋ　！１ｉｆｆｉ　Ｌいものとし、処理水
質全史に悪化する７＋ＷＧ循環現象を起す。従って通常
、第１図、第２図に示す工うな流ＪＮ（′調整（曹が設
置さする。：、′已１図、第２図に示した流量調整槽の
客用は、別画排水量の１て設置され、印４間整１’、ｉ
！！＋への流入排水量の１日のうちの流入水駄パターン
によって客月、力；決定される。Normally, urban sewage treatment cannot be divided into two parts, but a flow rate adjustment tank is always installed in small-scale human waste treatment (combined treatment), industrial wastewater treatment, wastewater treatment of buildings, etc. If it is not installed, sufficient treatment function will not be obtained.In other words, the time when wastewater flows into the treatment equipment is often concentrated at extremely limited times of the day, and there is no flow adjustment tank in the trench junction. At the peak of production and water storage, the treatment time with activated sludge is insufficient and the treated water level deteriorates, and at the same time, activated sludge flows out from the same liquid separation equipment, resulting in a short sludge age and an increase in the amount of activated sludge in the system. '1: Deterioration of the properties of sludge, making the solid-liquid content N1#'k !1iffi L even higher, and causing a 7+WG circulation phenomenon that deteriorates the overall quality of treated water.Therefore, it is usually shown in Figures 1 and 2. The flow rate adjustment tank shown in Figures 1 and 2 for customer use is installed in a separate section with a drainage volume of 1, and is 4 meters in size. ,i
! ! It is determined by the daily inflow pattern of the amount of water flowing into the water.

必要な調整容部ψは次式によって計算できる。The required adjustment volume ψ can be calculated using the following formula.

すなわち、 Ｖ−起点からの流入排水量の累積（Ｖｉｎ）　−起点か
らの取り出し排水量の累積（Ｖｏｕｔ）・・・・・・（
１〕とすれば、必要調整量ＶＤは Ｖｏ＝Ｖの最大値（Ｖ＋ｎａｘ）　”　Ｖの最少値（Ｖ
ｍｉｎ）　・・−−（２）で示される。ちなみに、実際
に測定した流入杉ｉ水量ノξターンで、必要調整容量を
求めてみる。第３図には団地汚水の水−腋負荷のノミタ
ーン、第４図にはおるエゴｂ排水の水量負荷パターンを
示す。第・３図より求められる必要調整容量は、−日の
制水総量の約２２％（平均時間幽り排水量の約５．３時
間分）、第４図では、約６３％（平均時間尚り排水量の
約１５時間分）である。That is, V - Cumulative amount of inflow drainage from the starting point (Vin) - Cumulative amount of outgoing drainage from the starting point (Vout)
1], the required adjustment amount VD is Vo = maximum value of V (V + nax) ” minimum value of V (V
min) ---(2). By the way, let's find the required adjustment capacity using the actually measured inflow cedar i water volume ξ turn. Figure 3 shows the water-armpit load pattern of sewage from the housing complex, and Figure 4 shows the water volume load pattern of Ego-B drainage. The required adjustment capacity determined from Figure 3 is approximately 22% (approximately 5.3 hours of the average hourly drainage volume) of the total water control volume on day -, and approximately 63% (approximately 5.3 hours of the average hourly drainage volume) in Figure 4. (approximately 15 hours worth of drainage).

本発明は第３，４図に示される如（、極めて限られた時
間帯に排水が流入し、大きな排水負荷変動）ぐターン金
有する場合に、Ｊ入排水′ｊ■の変化に適切に対処でき
、しかも設置スペース全減少することができる活性汚泥
処理装置ケ得ることが目的である。As shown in Figures 3 and 4, the present invention can appropriately deal with changes in J inflow and drainage when there is a large fluctuation in drainage load due to inflow of wastewater in a very limited time period. The purpose is to provide an activated sludge treatment device that can be used in a variety of ways, and that can also reduce the total installation space.

本発明に係る活性汚泥処理装置でり２、一般に活性汚泥
工程に前置される流量調整槽と活性汚泥工程のばつ気槽
を併合した併合槽企流量調整兼ばつ気ｆ’＋１とし、こ
の併合槽の後へ設置するν・１−液分離装置への液送に
定流量化装置全配置し、同一液分離装置で活性汚泥と分
離された排水を処理水として取り出し、濃縮された活性
汚泥は１日分の流入排水量に対して返送に必要な貯留容
量をイイする汚泥ばつ気槽に一時貯留してばつ気し、流
入排水のタイミングに合わせて必要量全併合！’ｔｉ’
；へばっ気返送−Ｉ：６工うになっている。In the activated sludge treatment apparatus according to the present invention, the flow rate adjustment tank and the aeration tank of the activated sludge process, which are generally installed in front of the activated sludge process, are combined into a combined tank for flow rate adjustment and aeration f'+1, and this combination All constant flow devices are installed to feed the liquid to the ν・1-liquid separation device installed after the tank, and the activated sludge and wastewater separated from the same liquid separation device are taken out as treated water, and the concentrated activated sludge is The sludge is temporarily stored and vented in a sludge aeration tank that has the storage capacity required for return for one day's worth of inflow wastewater, and then all the necessary amount is combined in accordance with the timing of inflow wastewater! 'ti'
；Here the air is returned - I: It's 6 inches long.

以下、本発明の実施例２図面に従い説明する。Embodiment 2 of the present invention will be described below with reference to the drawings.

第５図にｔよ本発明の第１実施例に係る活性汚泥処理装
置が示されている。この実施例では流入排水１１がばつ
気（シｌ、ｉ１２へ導入されるよ５になっている。この
ばつ気槽１２は流量調整槽とばっ気槽と奮併せた併合槽
としての役目？有している。FIG. 5 shows an activated sludge treatment apparatus according to a first embodiment of the present invention. In this embodiment, the inflow wastewater 11 is introduced into the aeration tank 12.The aeration tank 12 serves as a merging tank that combines the flow rate adjustment tank and the aeration tank. are doing.

このばつ気槽１２は定流量化装置１３金経て固液分前装
置１４へ接続され、この同一液分離装置１４内では混合
液全処理水１５と引抜き汚泥１６とに分離するようにな
っている。引抜き汚泥１６は汚泥ばつ気１１’Ｖ１７へ
接続されており、この汚泥ばつ気ｆ’、！、　１７から
のばつ気後の活性汚泥１８けばつ気Ｗｊ１２へ又は余剰
汚泥１９として系外へ送られる構成である。This aeration tank 12 is connected to a solid-liquid separation device 14 through a constant flow rate converting device 13, and in this same liquid separating device 14, the mixed liquid is separated into total treated water 15 and drawn sludge 16. . The drawn sludge 16 is connected to a sludge vent 11'V17, and this sludge vent f',! , 17 after aeration, the activated sludge 18 is sent to the aeration Wj12 or to the outside of the system as surplus sludge 19.

このように構成される本実施例では、流量調整前げつ気
槽１２へ送られた流入排水は、散気方式によるばつ気で
活性汚泥と接触し、排水中に含まれる有機性汚濁物質が
生物学的に処理される、活１′を汚泥との混合液に１］
定流開化装置１３ｉでよって次の固−液分離装置工４へ
一定流爺づつ送り込寸！上る。固−液分離装置１４で分
ＭｉｄされたＤｌ・水は処理水１５として１４ｙ、シ出
され、濃縮された活性汚泥は引抜き汚泥１６として汚泥
Ｕっ気杷・１７へ導入される。汚泥ばっ気杷・１７では
ばっ気しながら、一時活性汚泥１６を貯留し、流入排水
量１が流入してくるタイミングに合せて活ｔト汚泥１８
　’、−流；、：調整兼ばつ気（Ｖ目２へ必要量返送す
る。系内ｖｃ　ｊ２＞えすぎた活性汚泥は余剰汚泥１９
として、系外へ取り出される。In this embodiment configured in this way, the inflowing wastewater sent to the pre-flow rate adjustment aeration tank 12 comes into contact with activated sludge through aeration by the aeration method, and the organic pollutants contained in the wastewater are removed. Biologically treated active 1' mixed with sludge 1]
The constant flow opening device 13i sends a constant flow one by one to the next solid-liquid separation device 4! climb. The Dl/water separated in the solid-liquid separator 14 is pumped out as treated water 15 14y, and the concentrated activated sludge is introduced as drawn sludge 16 into the sludge 17. The activated sludge 16 is temporarily stored in the sludge aeration loquat 17 while being aerated, and the activated sludge 18 is pumped in time with the inflow of the inflow wastewater amount 1.
',-Flow;,: Adjustment and aeration (returns the required amount to V 2. System vc j2> Excessive activated sludge is used as surplus sludge 19
, and is taken out of the system.

流量調整前ばつ気槽１２ｋｌ：、第１図、第２図の流量
調整槽同様、この槽より汲上り′る流ｈ］よフ少い流入
排水量では貯留している承知：が減少し汲上げ流量↓り
多い流入排水量のときり１、貯留している水量が増加す
る。従って、第１図、第２図に示した通常の方法での汚
泥返送の工うに連ゎ）、的に汚泥を返送すると流量調整
前ばっ気停止・内の活性汚泥′ｍ度が変動し、後流の同
一液分離装置にががる固形物負荷が極めて大きく変動し
−ｃ１固−液分ｎ１′１が如しくなる。本実力ｒ、′ｉ
例のシスデムリ゛、固−液分離装置：１４から引抜いた
汚泥全汚泥げっ気ｔｅｉ７で一時貯留し、；＃ｌｉ水が
流入して（るタイミングに合せて、−宏量ないし何１、
ＪＪＶ水流ｍに対して比例制御しながら汚泥を返送する
ことＩＣｊって成り立っている。汚泥げっ気槽１７で、
げっ気するのは、汚泥の沈積を防ぐと共に好気条件ケ保
つことＶＣＪ：り腐敗を防ぎその活ｔＬ度全維持しかつ
、好気性による流派の消化Ｖ？−よって余剰汚泥の減量
化を削っている。Aeration tank 12 kl before flow rate adjustment: As with the flow rate adjustment tank in Figures 1 and 2, the flow pumped up from this tank (h) is known to be stored when the amount of inflow water is small, and the amount of water pumped up decreases. Flow rate ↓ When the amount of inflow drainage increases, the amount of stored water increases. Therefore, when the sludge is returned using the normal method shown in Figures 1 and 2, the degree of activated sludge in the activated sludge will fluctuate. The solids load flowing into the downstream same liquid separation device fluctuates extremely greatly, and -c1 solids-liquid content n1'1 becomes as follows. Real ability r,'i
In the example system, the solid-liquid separator: All sludge drawn from 14 is temporarily stored in tei7, and water flows in (according to the timing of
ICj consists of returning sludge while controlling it proportionally to JJV water flow m. In the sludge aeration tank 17,
The purpose of vomiting is to prevent the deposition of sludge and maintain aerobic conditions. −Therefore, the amount of excess sludge is reduced.

流賢調整兼ばっ気れｔｌ１１２の必要調整容量は、（２
）式に対して、汚泥返送の分を考慮することによって求
められる。通常の方法（第１図、第２図など）の流量調
整槽より増加した分が汚泥げっ気槽の必要容量となる。The required adjustment capacity of Ryuken Adjustment and Bakkire tl112 is (2
) is calculated by taking into account the amount of sludge returned. The required capacity of the sludge aeration tank is the amount increased from the flow rate adjustment tank of the normal method (Fig. 1, Fig. 2, etc.).

流入排水の流入時にタイミングを合せ、汚泥を返送しそ
の流量全流入排水量と比例制御して返送すれば、返送汚
泥引゛／流入排水鍬の割合外だけ通常方法の流量調整の
必要調整容量に追加すれば工（、′ｆた汚泥ばっ気槽１
７の必要容量もその値でよい。If the sludge is returned at the same time as the inflow of wastewater and the flow rate is controlled proportionally to the total amount of inflow wastewater, only the ratio of the return sludge draw/inflow wastewater hoe can be added to the required adjustment capacity for flow rate adjustment using the normal method. Then the sludge aeration tank 1
The required capacity of 7 may also be the same value.

処理水質は、排水がばつ気仔ｑでばつ気処ｐ１１さｉす
る時間（滞留時間）との関数であるから、処理水質を良
くしようと思えば、流量２調整兼ばつ気ｆ’ｌ’ｆ　Ｉ
　２の容量を必要に応じて増加すればよい。The quality of treated water is a function of the time (residence time) in which the wastewater spends in the evaporation chamber, so if you want to improve the quality of the treated water, it is necessary to I
The capacity of 2 may be increased as necessary.

次に第６図には本発明の第２実施例が示されており、流
入排水１１、流量Ｗ々整兼ばつ気＋＋ｉ９１２、定流量
化装置１３は第４図の前記第１実施例と同様である。し
かし定流量化装置１３の後にげつ気槽２４が設けられて
おり、このばつ気（曹２４の容量は従来のばつ気槽より
も著しく小さい容１にとなっている。即ち、流量調整前
ばつ気槽１２で排水中の有機性汚濁物質の多くはυ１水
エク除されているためばつ気槽２４は少量の排水中に残
る有様性汚濁物質を仕上げ処理的に除去すれば↓いので
小容偏：ですむ。・ またばつ気槽２４の秒に設けられる固−液分１’９装置
２５は第１実施例と同様で、原水を処：［ｊｌｌｌｌ水
気６されるようになっている。汚泥はつ気槽２９へ流入
される引抜汚泥２７は前記１ぷ施例と同様にばつ気され
るが、この汚泥ばつ気槽２９からは返送汚泥２８に代え
て、又は併用して返送汚泥２２ｔｆ ン、ばつ気憎手寸′＼返送してもニー。Next, FIG. 6 shows a second embodiment of the present invention, in which the inflow drainage water 11, flow rate W, aeration and ventilation 912, and constant flow device 13 are the same as those in the first embodiment shown in FIG. It is. However, an aeration tank 24 is provided after the constant flow rate device 13, and the capacity of this aeration tank 24 is significantly smaller than that of a conventional aeration tank. In the aeration tank 12, most of the organic pollutants in the wastewater have been removed by υ1 water, so in the aeration tank 24, the small amount of specific pollutants remaining in the wastewater can be removed by finishing treatment. Small volume bias: No need to worry.・Also, the solid-liquid 1'9 device 25 installed in the second part of the aeration tank 24 is the same as the first embodiment, and is used to treat raw water. The drawn sludge 27 flowing into the sludge aeration tank 29 is aerated in the same manner as in the first embodiment, but the sludge is returned from the sludge aeration tank 29 instead of or in combination with the return sludge 28. Sludge 22tf N, I'm so embarrassed that I sent it back.

この汚泥ばつ気槽２９からの汚泥３０を流入排水１１の
タイミンダに合せて必扱量全流量調整兼ばつ気ｈ！’ｊ
　１２へ送り又は余剰汚泥３１として系外へ排出できる
工うになっていることは前記実施例と同様である。The sludge 30 from the sludge aeration tank 29 is adjusted to the total flow rate of the inflow wastewater 11 in accordance with the timing of the inflow wastewater 11. 'j
As in the previous embodiment, the sludge can be sent to the sludge 12 or discharged outside the system as surplus sludge 31.

この８１′！２実施例値：第２図の接触安定化法と類似
したフローとなっているが、各々の槽は第２図とはイタ
めて異る構成である。即ち、第６図の流烟：調整１）、
ｊｌ、ｉ兼ばつ気槽１２は、第２図の接触槽４Ａのよう
に滞留時間は短くなく、通常は、第１図の流量調整１１
＋１７２とばつ気Ｎｕ　ｄ　を併合した機能？持ち、極
めて、流入水量負荷の大きい時間帯の限られたときのみ
に接触槽的状態になる。また汚泥ばっ気槽２９は第２図
の安定化槽８とは異り、汚泥を貯留することが目的であ
り、安定化槽エフ大きな滞留時間が必要となり、また本
システムについては汚泥を安定化する必要もない。処理
水質の向上のために、流量調整前ばつ気槽の容量全増加
すること多い。かかる場合は第５図のシステムの後流に
、生物脱法による処理工程を配することにｘ、！７合理
的に高次処理が達成できる。捷だ高次処理を生物脱法に
よらず、活性汚泥法で実施する場合は第２実施例の第６
図に示すフローシートが組める。第６図は、第１図と第
５図の方式全型ね合わせたもので第５図の方式エフも生
物処理の段数効果が期待され、エフ効果的に処理される
ため装置の小形化が可能である。This 81′! 2 Example values: The flow is similar to the contact stabilization method shown in FIG. 2, but each tank has a completely different configuration from that shown in FIG. That is, the flow smoke in Figure 6: Adjustment 1),
The residence time of the aeration tank 12 which also serves as jl and i is not as short as that of the contact tank 4A shown in FIG.
A function that combines +172 and ``Bakuki Nu d''? However, the condition is similar to that of a contact tank only during limited periods of time when the inflow water load is extremely large. Furthermore, unlike the stabilization tank 8 in Fig. 2, the sludge aeration tank 29 is intended to store sludge, and requires a long residence time in the stabilization tank. There's no need to. To improve the quality of treated water, the total capacity of the aeration tank is often increased before adjusting the flow rate. In such a case, a treatment process using a biological removal method should be placed downstream of the system shown in Figure 5. 7. High-level processing can be achieved in a reasonable manner. If the high-level treatment is carried out using the activated sludge method instead of using the biological removal method, please refer to the sixth example of the second embodiment.
The flow sheet shown in the figure can be assembled. Figure 6 shows a combination of all the methods shown in Figures 1 and 5. Method F in Figure 5 is also expected to have an effect on the number of biological treatment stages, and is effective in reducing the size of the equipment. It is possible.

次に本発明の用途についてのべる。本発明の各実施例は
通常の方法である第１図に比べてフローは複雑であるた
め、設置面積が多くとれる所ではメリットがない。しか
しながら土地価格の高感から敷地の手当や、空間の利用
価値の比較ＶＣよって排水処理施設の小形化が優先され
る所では極めて効果的である。即ち、都心のビル排水の
処理ないしは中水の造水施設、密集地の工場排水処理、
既設排水処理の有枦件汚濁物質負荷の増加時の改造、排
水全公共下水道へ放流する時の除害設備などへの応用が
有効であると考えられる。特にビルの個別中水造水設備
への応用は、注目すべきである。Next, the uses of the present invention will be described. Each embodiment of the present invention has a more complicated flow than the conventional method shown in FIG. 1, so it is not advantageous in a place where a large installation area is available. However, it is extremely effective in places where downsizing of wastewater treatment facilities is prioritized due to land allowances due to high land prices and VC comparison of space usage value. In other words, treatment of building wastewater in urban areas or gray water production facilities, factory wastewater treatment in densely populated areas,
It is thought that it would be effective to modify existing wastewater treatment facilities when the load of pollutants increases, or to apply them to abatement equipment when discharging wastewater into public sewers. Particular attention should be paid to the application to individual gray water generation equipment for buildings.

ビルの最低１シ：々床下には通割空胴部分かあシその容
積に、かなりの量［なる。この空胴部分ヶ利用して、排
水の貯留槽や、流量調整槽に使われる部分を通常のばつ
気イν１・に利用すると、水深が浅Ｖ、ため沈でん糟の
水位エフ低（なり自然流下が不可能となる。At least one floor of a building: There is a hollow space under the floor, and the volume of the space is quite large. If this hollow part is used as a wastewater storage tank or a flow rate adjustment tank for normal air flow, the water depth will be shallow and the water level of the sedimentary sediment will be low (becoming natural flow). becomes impossible.

従ってビルの最低階の有効な床面積を巨大なばつ気槽の
ためＶＣ＠貸にしなければならない。本発明の場合、流
量調整前ばつ気槽が、最低階床に点検に心火な蓋付人孔
全於けることに、Ｃり最低階床下の空胴部分に収めるこ
とが出来〆、本来他の目的に有効に使用できるはずの床
面積の造水設備Ｖ？−よる占有を、極力狭くできるメリ
ットかある。Therefore, the effective floor space on the lowest floor of the building must be rented out for the huge aeration tank. In the case of the present invention, the aeration tank before flow rate adjustment can be housed in the hollow part under the lowest floor, in addition to the entire manhole with a lid that is convenient for inspection on the lowest floor. Water generation equipment V with floor space that could be effectively used for the purpose of? -There is an advantage in that the amount of space occupied by the vehicle can be kept as narrow as possible.

次に本発明の実施ＶＣよる実験結果について説明する。Next, experimental results obtained by implementing VC of the present invention will be explained.

第６図に示すフローシートに従って実験装置を作成し、
２つの簡単な流入水量負荷パターンを設定して処理実験
全実施した。実験ｌスケールは日当〕の処理水量１１０
！■ペンチスケールであって以下に結果を要約で示す。Create an experimental device according to the flow sheet shown in Figure 6,
All treatment experiments were conducted by setting two simple inflow water flow load patterns. The scale of the experiment is the amount of water processed per day: 110
! ■This is a pliers scale, and the results are summarized below.

（実験１） 流入水が１日のうち８時ｆＡで流入し、流入開始と同時
に１６時間連続処理。(Experiment 1) Inflow water entered at 8:00 fA during the day and was continuously treated for 16 hours at the same time as the start of inflow.

第６図の７０−シートで、放流ｒａＪ能な処理水質を得
ること金目的とし流量調整前ｔ；ｆｐｉれ！［１・の容
量を必要容量の２倍程度に取った場合、第７図に水量負
荷の状態金、第８図に水質を示す。これら全要約して、
第１表に示した。なお第８図、第１表に示したＢＯＤは
生物化学的必要酸素用？意味し５−ＢＯＤはザンゾルを
口紙で濾過処理して測定したＢＯＤ′ｆｆ、意味し、Ｃ
ＯＤは化学的必要酸素量？意味し、５−ＣＯＤは５−Ｂ
ＯＤと同様な処理ｔした後測定し＊　ＣＯＤ　ｆ意味う
゛ろ。In the 70-sheet in Figure 6, the objective is to obtain a quality of treated water that is capable of being discharged, and before adjusting the flow rate. When the capacity of [1. Summarizing all these,
It is shown in Table 1. Is the BOD shown in Figure 8 and Table 1 for biochemically required oxygen? 5-BOD means BOD'ff measured by filtering Xansol with a mouth paper, and C
Is OD the chemically required amount of oxygen? 5-COD means 5-B
Measured after performing the same treatment as OD * COD f I don't know what it means.

流入水ＢＯＤ平均濃度が１５０ｍｇ／Ａ程度に対し、処
理水のＢＯＤ濃度は２０．ｍｐ　／　、ｅ以下であジ、
十分な処理能力が認められた。The average BOD concentration of influent water is about 150 mg/A, while the BOD concentration of treated water is 20. mp/, below e,
Sufficient processing capacity was confirmed.

（実験２　） 流入水が１日のうち４時面で流入し、流入開始と四〇ｒ
ｉ　［処理葡初め１６時間で処理する”ＡＪ合。(Experiment 2) The inflow water entered at 4 o'clock in the day, and the inflow started and 40 o'clock in the day.
i [AJ case to be processed in 16 hours for the first time.

流量Ｎ１１′４１ｖＳ兼ばつ気槽の最低貯留水厭が最高
貯留水」「１、の１６タ６の４”ｚ　ｆ＋で実験全行っ
た。々１９図に氷霜、負りｊのパターンを、第１０図に
水質を図示した。All experiments were conducted at flow rate N11'41vS and aeration tank's lowest stored water was the highest stored water. Figure 19 shows the patterns of ice and frost, and Figure 10 shows the water quality.

これらの要約そ化２表に示した。処理水はかなり明瞭な
ピーク金示す。しかしながらＢＯＤ除去率は第２表に示
すように比較的高い値を示し、水質規制のゆるい場Ｊ）
「でｔ」、この−まま放流処置ケ行ってもよい場合があ
る。この場合ＶＣは一般的に水質は厳しく、第６図のよ
うなフロー全組む〃）、簡単な生物膜法（回転円板、接
触酸化等）による後処理が必要である。A summary of these is shown in Table 2. The treated water shows a fairly distinct peak of gold. However, the BOD removal rate is relatively high as shown in Table 2, and water quality regulations are lenient.
In some cases, it may be possible to carry out the discharge treatment as is. In this case, the water quality of VC is generally severe, and post-treatment by a simple biofilm method (rotating disk, catalytic oxidation, etc.) is required.

１別昭５９−７６５９５（５） 以上の実験結果をもとに、通常の方法である第１図の７
０−と本発明によるシ１６図によるフローについて、上
記「実験２」の流入条件に対して、比較して計画金試み
る。1 Betsu 59-76595 (5) Based on the above experimental results, the normal method 7 in Figure 1
0- and the flow shown in Figure 16 according to the present invention, the planned funds will be compared against the inflow conditions of "Experiment 2" above.

（条件） 流入水量負荷（ｉ、第９図の流入排水量ケ比例拡大し１
日娼シ、１００ｉ、４時間で一定流速で流入するものと
する。処理時間は、２４時間／日で処理するものとする
。流入水の平均Ｂ　ＯＤ　ｔｉ＋、２５０ｒｔｒｇ　／
　Ａ　（！：　Ｌ、処Ｆｌ水Ｂ　ＯＤＶ；Ｊ：　２０　
■／４以下とする。(Conditions) Inflow water volume load (i, the inflow drainage volume in Figure 9 is expanded proportionally to 1
It is assumed that the water flows at a constant flow rate for 4 hours at 100 i per day. The processing time shall be 24 hours/day. Average BOD ti+ of influent water, 250rtrg/
A (!: L, place Fl water B ODV; J: 20
■It should be less than /4.

（開直） ａ）第１図に↓る処理の場合。(Kaisei) a) In the case of the process shown in Figure 1 below.

ａ）−１流量調整槽の容量 式（２）　ＶＣ従ツーｃＨ−ド算”３’　ルト（’８３
　ｎ？　）ａ）−２ばつ気槽の容量 処理水質のグレーｒから、長時間けっ 気が必要であるＢＯＤ容積負荷率を ０．２ｋｙ／−日とする　（１２５ｎＩ）ａ）−３その
他のものは、同等としてその槽容僻をＫ　ｎ？とじ、ａ
）−１とａ）−２を合算するとｌＸ＋′、ｉの全容ｔ　
ｒｊ、（２０８ｙｙＩ′＋に、）ｍＷとなる。a) Capacity formula of the -1 flow rate adjustment tank (2)
n? )a)-2 Based on the gray r of the water quality treated by the aeration tank, the BOD volumetric loading rate that requires long-term aeration is set to 0.2ky/-day (125nI)a)-3 Others: K n? Binding, a
)-1 and a)-2 add up to lX+', the total value of i t
rj, (at 208yyI'+) becomes mW.

１））第４図ＶＣよる処理の場合 １））　−１流量調整率ばつ気ＩＩＸ％ｉの容量この（
費への汚泥返送Ｊηを流入排水量の２５９６とすると、
上記説明の通り、 ａ）−１で求めた容量會（１＋０．２５）倍して、（１
０４ｕ／　）となる。1)) Fig. 4 In the case of processing by VC 1)) -1 flow rate adjustment rate variation IIX%i capacity this (
If the sludge return Jη to the cost is 2596 of the inflow wastewater volume, then
As explained above, the capacity calculated by a) -1 is multiplied by (1+0.25), and (1
04u/ ).

ｂ）−２ばつ気１１１にの秤量 Ｂ　ＯＤ容積負荷率ケ、ａ）−２と同様とする。ｂ）−
１−？’（７）　Ｂ　ＯＤ除去率ｒ、１：実験エフ、８
５％程度期待できることと、 水Ｊｉが、流入水引゛に対して１．２５倍になっている
ので槽容量は（１９η？）となる。b)-2 Weighing B OD volume load rate to the aeration 111 Same as a)-2. b)-
1-? '(7) B OD removal rate r, 1: Experiment F, 8
About 5% can be expected, and the water Ji is 1.25 times the inflow water drawdown, so the tank capacity is (19η?).

ｂ）−３，汚泥ばつ気（Ｌ−容量 ｂ）−１でａ）−１↓り増加した分の容量が必要だから
（２１ｍ”）となる。b)-3, sludge vapor (L-capacity b)-1, a)-1↓, the increased capacity is required (21 m'').

ｂ）−４その他のものは共通であるから前記の通ジＫ　
ｔｒ？とすると全槽容伶−１、（１４４＋Ｋ）、／とな
る。b)-4 Other things are common, so the above communication path K
tr? Then, the total tank volume is −1, (144+K), /.

従ってａ　）　、ｂ　）の計画での槽容量の差は（６４
−）となり、第１図の方式党流量調整任：１・とばつ気
槽の合算槽容量に対してそれに置き換る第６図の方式の
流量調整等ばつ気（：１ｊｉｉ、ばつ気槽、汚泥ばつ気
槽の合算容量は約３０％減となり本発明の方式ＶＣより
効果的に処理装置を小形化できることになる。Therefore, the difference in tank capacity between plans a) and b) is (64
-), and the flow rate adjustment using the method shown in Fig. 1 is replaced by the method shown in Fig. 6 for the total tank capacity of the air tank. The total capacity of the sludge aeration tank is reduced by about 30%, which means that the processing equipment can be more effectively downsized than the VC system of the present invention.

尼ｌ上訝、明した如く本発明に係る活性汚泥処理装置は
併合槽、定流量化装置、同一液分離装置、汚泥ばつ気槽
お工び汚泥供給装置とを有して汚泥ばつ気槽“で１ｌｌ
ｌｉ縮きれた活性汚泥を排水流入のタイミングに合わせ
て併合槽へ返送するので、流入排水量の変化に適切に対
処し、しかも装置の設置ｆ５ｊスペースを減少すること
が可能となる優れた効果を有ブーる。As mentioned above, the activated sludge treatment apparatus according to the present invention includes a merging tank, a constant flow rate device, a liquid separation device, a sludge aeration tank, and a sludge supply device. So 1ll
Since the shrunk activated sludge is returned to the merging tank at the same time as the inflow of wastewater, it has the excellent effect of appropriately dealing with changes in the amount of inflowing wastewater and reducing the space required to install the equipment. Bool.

【図面の簡単な説明】[Brief explanation of drawings]

第１図及び第２図は従来の活性汚泥処理装置金示す系統
図、第３図は団地汚水の流入排水量゛）ξターンを示す
線図、（「小規模下水処理施設）・ンドブツク：産業用
水ｎ周査会」エフ抜すい）、第４図は工場排水の水ガト
負荷ノ々ターン金示す線図（「小規模下水処理施設）・
ンドブツク：産業用水調査会」より抜すい）、第５図は
水元−に係る活性汚泥処理装置の第１実施例を示す系統
図、ｓ！ｒ６図は同第２実施例を示す系統図、第７図及
び第８図は本発明の実験１の結果を示す線図であシ、第
７図は時間変化に対する水量負荷の状態を、第８Ａ図及
び第８Ｂ図は時間変化に対ブーる水質状態全示しており
、第９図及び第１０図は実験２の結果を示す線図であり
、第９図は時間変化に対する水量負荷の状態を、第１＜
）Ａ図及び第１０Ｂ図は時間変化に対する水質状態を示
している。 １１・・・・・・流入排水　　１２・・・・・・ばつ気
槽１３・・・・・・定流量化装置１４・・・・・・固−
液分離装置１５・・・・−・処理水　　　１６・・・−
・・引抜き汚泥１７・・・・・・汚泥ばつ気槽１８・−
・・・・活性汚泥２４・・・・・・ばつ気ＰＦｊ　　２
５・・・・・・固−液分離装置２６・・・・・・処理水
　　　２７・・・・−・引抜き汚泥２９・・・・・・汚
泥ばつ気槽　３０・・・・・・活併汚泥代理人　弁理士
　　中　島　　淳 第１図 第２図 第３図 呵　間　（晴） 第４図 Ｅ１間 第５図Figures 1 and 2 are system diagrams showing conventional activated sludge treatment equipment, and Figure 3 is a diagram showing the inflow and drainage volume of sewage from housing complexes. Fig. 4 is a diagram showing the water load of industrial wastewater (small-scale sewage treatment facility).
Figure 5 is a system diagram showing the first embodiment of the activated sludge treatment equipment related to Mizumoto. Figure r6 is a system diagram showing the second embodiment, Figures 7 and 8 are diagrams showing the results of Experiment 1 of the present invention, and Figure 7 shows the state of water volume load with respect to time changes. Figures 8A and 8B show all water quality conditions as a function of time changes, Figures 9 and 10 are diagrams showing the results of Experiment 2, and Figure 9 shows the state of water volume load as a function of time changes. , the first <
) Figure A and Figure 10B show water quality conditions over time. 11...Inflow wastewater 12...Aeration tank 13...Constant flow rate device 14...Solid
Liquid separation device 15...-- Treated water 16...-
... Pulled sludge 17 ... Sludge aeration tank 18 -
... Activated sludge 24 ... Exposure PFj 2
5... Solid-liquid separator 26... Treated water 27... - Pulled sludge 29... Sludge aeration tank 30... Combination Sludge agent Patent attorney Atsushi Nakajima Figure 1 Figure 2 Figure 3 A (Haru) Figure 4 E1 Figure 5

Claims (1)

【特許請求の範囲】 （］）　　流流入水の流量調整及びばつ気紫行う併合槽
と、この併合槽からの原水？定量ずつ供給する定流量化
装置と、この定流量化装置からの原水を処理水と活性汚
泥に分離する固−液分離装置と、固−液分離＆置からの
活性汚泥孕げつ気する汚泥ばつ気槽と、汚泥ばつ気槽か
らの濃縮さｔした活性汚泥弦前記併合１ｊｊｊ７への排
水流入のタイミングに合せて必要量だけ併合槽へ返送す
る汚泥供給装置と？有う゛ること全特徴とした活性汚泥
処理装置。 （２）前記定流量を化装置と同一液分離装置バとの間へ
ばつ気ＩＩｉ’ノに設けると共に、同−液分離装置又は
汚泥ばつ気槽から濃縮汚泥の一部紫前記ばつ気槽へ返送
するとと牙特徴とした特許請求の範囲記１項の活性汚泥
処理装置。[Scope of Claims] (]) A merging tank for adjusting the flow rate of inflowing water and controlling the flow rate, and raw water from this merging tank? A constant flow rate device that supplies a fixed amount of water, a solid-liquid separation device that separates the raw water from the constant flow rate device into treated water and activated sludge, and a sludge containing activated sludge from solid-liquid separation and storage. An aeration tank, and a sludge supply device that returns the concentrated activated sludge from the sludge aeration tank to the merging tank in the required amount in accordance with the timing of the wastewater flowing into the merging tank 1jjj7. Activated sludge treatment equipment with all the features. (2) The constant flow rate is provided between the oxidation device and the same liquid separation device, and a part of the thickened sludge is transferred from the same liquid separation device or the sludge aeration tank to the aeration tank. Activated sludge treatment apparatus according to claim 1, characterized in that it has a tooth when returned.