JP3999036B2 - Method and apparatus for treating organic wastewater - Google Patents

Description

【００３２】
【発明の効果】
本発明では、好気性処理工程で発生する汚泥を嫌気性処理工程に加え、この汚泥に嫌気性処理工程に阻害を及ぼす物質を吸着あるいは付着させ、添加した汚泥はリアクター内にとどまることなく処理水とともに系外に流出させることにより、リアクター内のガス・液・固分離性能が高まり、リアクター内にグラニュール汚泥を高濃度に保持することが可能となり、嫌気性処理に阻害を及ぼす物質を含む有機性廃水を、高効率で上向流嫌気性汚泥床処理がすることができる。本発明法であるＣ系列は、従来法のＡ、Ｂ系列に比べ、高いＣＯＤ除去性能を示し、かつ、省スペースな処理方式であった。
【図面の簡単な説明】
【図１】本発明の有機性廃水処理装置の構成を示すブロック図である。
【図２】本発明で使用する上向流通気性処理装置の一例を示す概略説明図である。
【図３】実施例で用いた従来の（Ａ系列、Ｂ系列）、及び本発明（Ｃ系列）の有機性廃水処理装置の構成を示すブロック図である。
【図４】実験に用いたＡ〜Ｃ系列のＣＯＤ負荷と経過日数の関係を示す図である。
【図５】従来（Ａ系列）のＣＯＤと経過日数の関係を示す図である。
【図６】従来（Ｂ系列）のＣＯＤと経過日数の関係を示す図である。
【図７】本発明（Ｃ系列）のＣＯＤと経過日数の関係を示す図である。
【符号の説明】
１ 原液送液管
２ リアクター
３ 邪魔板
４ａ 区分スラッヂゾーン
４ｂ 区分スラッヂゾーン
５−１ａ 気相部
５−２ａ 気相部
５−１ｂ 液相部
５−２ｂ 液相部
６ 発生ガス回収配管
７ 水封槽
８ ガスメータ
９ 処理水配管
１０ 消泡剤注入管
１１ ガスホルダー
１２ 散気管
１３ 発生ガス吸込配管
１４ａ バルブ
１４ｂ バルブ
１５ 活性汚泥流入配管
２１ 原水
２２ 酸発酵槽
２３ ＵＡＳＢ
２４ 曝気槽
２５ 沈殿池
２６ 処理水
２７ ＵＡＳＢ処理水循環配管
２８ 活性汚泥配管
２９ 返送汚泥配管
３０ 活性汚泥処理水配管[0001]
BACKGROUND OF THE INVENTION
The present invention relates to an anaerobic sludge bed treatment method and apparatus for detoxifying organic waste water or organic waste discharged from various factories, sewage, human waste, livestock industry facilities, etc. Specifically, the present invention relates to a method and apparatus for treating an upstream anaerobic sludge bed containing organic substances containing substances that inhibit anaerobic treatment.
[0002]
[Prior art]
Organic wastewater or organic waste may be decomposed by anaerobic treatment. As such a decomposition treatment method, for example, there are an upflow anaerobic sludge bed method (hereinafter also referred to as UASB) and a granular sludge expansion bed (hereinafter also referred to as EGSB). This is a method that has become widespread in recent years. It is characterized by maintaining a high concentration of methane bacteria in the reactor by granulating anaerobic bacteria such as methane bacteria into granules. Even when the concentration of the organic matter in it is considerably high, it can be processed efficiently. For example, in an apparatus embodying this method, COD _cr (hereinafter referred to as COD) measured using potassium dichromate as an oxidizing agent operates efficiently even in wastewater and waste having a volume load of 20 to 30 kg / m ³ / d. There is a feature that can be done.
[0003]
Known substances that inhibit the anaerobic treatment process include higher fatty acids, terpenes and resin acids contained in paper pulp wastewater. Substances that inhibit the anaerobic treatment process contained in paper pulp wastewater are known to be decomposed and removed in the aerobic treatment process (Sjon Kortekaas et al., Journal of Fermentation and Bioengineering, 86 (1), 97- 110 (1998)). Here, inhibition means reducing the activity of anaerobic bacteria or killing anaerobic bacteria. The following method is mentioned as a method for anaerobically treating organic wastewater containing a substance that inhibits the anaerobic treatment step.
[0004]
(A) Anaerobic treatment is performed after removing the inhibitor in advance.
(B) Dilution water supplied from outside the system and substances that inhibit the anaerobic treatment by aerobic treatment are diluted with treated water that has been decomposed and removed, and the concentration is reduced to a level that does not affect the anaerobic treatment. I do.
(C) After anaerobic bacteria are acclimatized to the inhibitory substance, anaerobic treatment is performed with a low load.
[0005]
[Problems to be solved by the invention]
However, the method for anaerobically treating organic wastewater containing substances that inhibit the anaerobic treatment process has the following problems.
(A) When an anaerobic treatment is performed after removing the inhibitor in advance, a pretreatment facility is required.
(B) When anaerobic treatment is performed after diluting with dilution water, etc., and reducing to a concentration that does not affect the inhibition, when the dilution ratio is high, the equipment such as anaerobic treatment equipment is too large with a large amount of dilution water. Become.
(C) After anaerobic bacteria are acclimatized to the inhibitory substance, the anaerobic treatment apparatus becomes excessive when anaerobic treatment is performed with a low load.
[0006]
In order to eliminate such drawbacks, the present invention aims to provide a high-performance upflow anaerobic sludge bed treatment method and apparatus for organic wastewater containing substances that inhibit the anaerobic treatment process. And
[0007]
[Means for Solving the Problems]
The present invention has solved the above problems by the means described below.
(1) Organic wastewater containing substances that interfere with anaerobic treatment is introduced into an upflow anaerobic sludge bed treatment device in an anaerobic treatment process, and after anaerobic treatment, the effluent is aerobically treated. In the method of conducting an aerobic treatment, leading to a process, the anaerobic treatment step includes an angle of 35 degrees or less with respect to the side wall of the main body of the upward flow anaerobic sludge bed treatment apparatus, and each occupied area is 2 of the apparatus cross-sectional area. is formed by baffles which a partial one or more, the gas-liquid-solid separation unit with upflow anaerobic sludge blanket processor having a multistage, the part of the sludge from the aerobic treatment step An upflow anaerobic sludge bed treatment device that adsorbs or adheres substances that are contained in organic wastewater and that inhibit the anaerobic treatment to the sludge. It flows into the aerobic treatment step together with a part or the total amount of effluent apparatus Method of treating organic waste water, which comprises causing.
(2) The method for treating organic wastewater according to (1) above, wherein a water flow rate in the upward flow anaerobic sludge bed treatment apparatus is 1 to 5 m / h.
[0008]
(3) mixing the organic wastewater and before Symbol sludge flows, the processing method of organic wastewater according to (1) or (2), characterized in that the anaerobic treatment after acid fermentation.
(4) The anti-foaming agent is added to the inflowing organic waste water to prevent foaming and scum formation in the gas / liquid / solid-liquid separation part, (2) or ( The method for treating organic wastewater as described in 3) .
[0009]
(5) An upflow anaerobic sludge bed treatment device that introduces organic wastewater containing substances that inhibit anaerobic treatment, and an effluent from the upflow anaerobic sludge bed treatment device into an aerobic treatment tank In the organic wastewater treatment apparatus that conducts aerobic treatment by guiding, the upward flow anaerobic sludge bed treatment apparatus has an angle with the side wall of the main body of 35 degrees or less, and each occupied area is more than half of the cross-sectional area of the apparatus. The gas / liquid / solid separation part is formed in multiple stages and is introduced by the sludge generated in the aerobic treatment tank , and inhibits the anaerobic treatment to the sludge. material is adsorbed or attached, the sludge is upflow anaerobic sludge blanket treatment apparatus to flow out the Sogai, by introducing the anaerobic treatment liquid from the upper countercurrent anaerobic sludge bed processor aerobic and aerobic treatment tank, a portion of the sludge generated in the aerobic treatment tank original to be processed Processor of organic wastewater characterized in that it comprises a sludge pipe for sending the liquid feed pipe.
(6) The organic wastewater treatment apparatus according to (5), wherein a water flow rate in the upward flow anaerobic treatment sludge bed treatment apparatus is 1 to 5 m / h.
(7) Acid fermentation provided with a raw water feed pipe for feeding raw water and an activated sludge pipe for supplying a part of the sludge generated in the aerobic treatment tank, upstream of the upward flow anaerobic sludge bed treatment apparatus. The apparatus for treating organic wastewater according to (5) or (6) above, wherein a tank is provided .
(8) The organic wastewater treatment apparatus according to any one of (5) to (7), wherein a defoamer supply pipe is communicated with the raw water feed pipe.
[0010]
The essence of the present invention is that the sludge generated in the aerobic treatment process is added to the anaerobic treatment process, and a substance that inhibits the anaerobic treatment process is adsorbed or adhered to the sludge, and the raw water is treated with circulating water or outside the system. It is possible to consistently adjust the water flow rate based on the cross-sectional area of the inflow water reactor so that it becomes 1 to 5 m / h by appropriately diluting with dilution water supplied from The added sludge flows out of the system together with the anaerobic treatment process effluent without staying in the reactor, and as the anaerobic treatment device at that time, the angle with the side wall of the device main body is 35 degrees or less, and By using an upflow anaerobic sludge bed treatment device that has multiple stages of gas, liquid, and solid separation sections, each of which occupies an area that is half or more of the cross-sectional area of the device. Gas / Liquid・ Since the solid separation performance is improved, it is possible to keep granular sludge in the reactor at a high concentration, and high-performance upward flow targeting organic wastewater containing substances that impede the anaerobic treatment process. Anaerobic sludge bed treatment can be achieved, and substances that interfere with the anaerobic treatment process that flow into the aerobic treatment process while adsorbed or adhered to the sludge are to be decomposed and removed in the aerobic treatment process. .
[0011]
DETAILED DESCRIPTION OF THE INVENTION
Hereinafter, embodiments of the present invention will be specifically described with reference to the drawings.
FIG. 1 is a diagram exemplifying an outline of one embodiment of a treatment flow of the present invention, which is preferable for carrying out treatment of organic wastewater containing a substance that inhibits an anaerobic treatment step. FIG. 2 is a diagram illustrating an outline of an embodiment of an upward flow anaerobic treatment apparatus that is preferable for carrying out the anaerobic treatment method in the present invention. In FIG. 1, 21 is raw water, 22 is an acid fermentation tank, 23 is an upflow anaerobic sludge treatment device (UASB), 24 is an aeration tank, 25 is a sedimentation basin, 26 is treated water, 27 is a UASB treated water circulation pipe, 28 is an activated sludge pipe, and 29 is a return sludge pipe.
[0012]
In FIG. 2, the raw water feed pipe 1 is connected to the bottom, and one end is fixed to each of the left and right side walls inside the cylindrical reactor 2 whose top and bottom are closed, and the other end is on the opposite side. A baffle plate 3 extending while descending toward the side wall is provided. The baffle plates 3 are provided alternately at two left and right locations in the vertical direction, and form acute slanted section sludge zones 4a to 4b between the reactor side walls. The angle θ formed between the side wall of the reactor 2 and the baffle plate 3 is an acute angle of 35 degrees or less, and the occupied area is ½ or more of the apparatus sectional area. In the case of an angle exceeding 35 degrees, granular sludge accumulates on the baffle plates 3 of the sludge zones 4a and 4b, resulting in insufficient fluidity and formation of dead spaces. On the other hand, if the area occupied by the baffle plate 3 is 1/2 or less, trapping of the generated gas becomes insufficient, causing problems in separation of gas, liquid, and solid. That is, the gas escapes upward from the center of the reactor 2, and the gas cannot be sufficiently accumulated in the GSS unit 5 described later.
[0013]
The upper part of the divided sludge zones 4a and 4b forms a GSS portion 5. In the gas phase part 5a where the generated gas collects when the reaction starts, an outlet of the generated gas recovery pipe 6 communicating with the outside is provided.
In addition, the discharge port of the generated gas recovery pipe 6 connected from the gas phase part 5a is opened in the water of the water-sealed tank 7 filled with water. The opening position is at an appropriate water depth with different water pressure, and the water sealing tank 7 is provided with a gas meter 8 for measuring the flow rate of the gas discharged from the generated gas recovery pipe 6. A gas holder 11 is provided at the tip of the gas meter 8. Further, a treated water pipe 9 for discharging the supernatant liquid is opened at the upper end of the reactor 2.
[0014]
The reactor 2 is used by introducing granular sludge made of anaerobic bacteria. The anaerobic treatment that is the subject of the present invention is an anaerobic treatment in all temperature ranges, such as a medium temperature methane fermentation treatment with an optimum temperature of 30 ° C. to 35 ° C., and a high temperature methane fermentation treatment with an optimum temperature of 50 ° C. to 55 ° C. It is intended for sex processing. Granule sludge composed of anaerobic bacteria is introduced into the reactor 2, and raw water containing organic waste is introduced into the reactor 2 from the liquid feeding pipe 1. The raw water is appropriately diluted with the circulating water from the anaerobic treatment process or the aerobic treatment process, or the dilution water supplied from outside the system, as necessary. The water speed is adjusted to 1 to 5 m / h.
[0015]
The activated sludge generated in the aerobic treatment process is added in advance to the inflow portion into the reactor 2 from the activated sludge inflow pipe 15, and substances that inhibit the raw water anaerobic treatment process are adsorbed or adhered to the activated sludge in the reactor. Pass through 2. Therefore, anaerobic treatment can be performed without being affected by substances that inhibit the anaerobic treatment process. Depending on the properties of the raw water, it is appropriate that the acid fermentation treatment in the acid fermenter is about 4 hours to 4 days before flowing into the reactor. In this case, by supplying the activated sludge to the acid fermentation tank, the effect of adsorbing or adhering substances that inhibit the anaerobic treatment step contained in the raw water is increased.
The activated sludge here refers to microorganisms generated by aerobic treatment, such as return sludge and concentrated sludge in the activated sludge treatment process, microorganisms in the filter bed washing waste water of the aerobic fixed bed, and the like.
[0016]
In the reactor 2, organic waste is decomposed by the presence of granule sludge composed of anaerobic bacteria, and decomposed gas is generated. The generated gas is collected separately in the GSS part 5 at the upper end of each of the divided sludge zones 4a to 4b, forms a gas phase part 5a in each, and reaches the water seal tank 7 through the generated gas recovery pipe 6. The amount of such generated gas is recorded by the gas meter 8 and sent to the gas holder 11. A part of the generated gas adheres to the granular sludge in the divided sludge zones 4a to 4b, reduces the apparent specific gravity, and accompanies the granular sludge and reaches the water surface of the GSS section 5. Such generated gas forms bubbles and temporarily stays in the water surface bubble portion 5b. The air bubbles gathered in the water surface bubble portion 5b eventually burst, and the generated gas and granulated sludge are separated, and the granular sludge recovers its original specific gravity and is submerged in the water. It is discharged out of the system via the sealing tank 7. The organic matter is decomposed and clarified, and water is discharged from the upper end of the reactor 2 to the outside of the system through the treated water pipe 9.
[0017]
Since the gas pressure in the gas phase part 5 a of each GSS part 5 is different, the differential pressure may be adjusted in the water-sealed tank 7. It is necessary to keep the water sealing pressure higher in the order closer to the raw water feed side. There are many methods for adjusting the pressure for gas recovery in addition to the method using the water-sealed tank 7. For example, a pressure valve or the like may be used. In the anaerobic treatment method of the present invention, the generated gas generated in each sludge zone can be recovered, so that the generated gas amount per reactor unit cross-sectional area is reduced. In particular, at the place closest to the treated water pipe 9 through which treated water flows out, the amount of gas per unit cross-sectional area of the reactor becomes small. Therefore, the outflow amount of granule sludge can be very reduced.
[0018]
In a reactor with GSS units installed in multiple stages, the flow rate of 1-5 m / h improves the flow state of the granular sludge layer, and more than 90% of the granular sludge in the reactor has a particle size Is 0.5 to 1.5 mm, and the sedimentation speed is 5 to 40 m / h. Since activated sludge has a lower sedimentation rate than granule sludge and its sedimentation rate is lower than the water flow rate in the reactor, the activated sludge flows out together with the treated water without accumulating in the reactor. On the other hand, granular sludge remains in the reactor.
[0019]
Substances adsorbing or adhering to the activated sludge flowing out from the anaerobic treatment process and inhibiting the anaerobic treatment process are decomposed and removed in the aerobic treatment process. Therefore, even if the activated sludge of the aerobic treatment process is caused to flow into the anaerobic treatment process, the anaerobic treatment process is not inhibited.
[0020]
In the case of foaming raw water, the gas phase part 5a and the generated gas recovery pipe 6 in the GSS part 5 are blocked, making it difficult to recover the generated gas. In such a case, foaming in the GSS part 5 can be suppressed by adding the antifoaming agent 10 to the reactor 2 inflow water in advance. Compared with the method in which an antifoaming agent is dropped and sprayed into the GSS section 5, this method is effective for defoaming in a sealed space. The antifoaming agent 10 has an antifoaming effect corresponding to the raw aqueous state, and does not lose the antifoaming effect at medium temperature (30 to 35 ° C.) or high temperature (50 to 55 ° C.) suitable for defoaming the fermentation broth. Use antifoam. As a kind of antifoaming agent, any of a silicone type antifoaming agent and an alcohol type antifoaming agent can be applied.
[0021]
When scum is likely to be formed due to the influence of the raw water state or the like, scum is formed on the surface and inside of the bubble part 5b in the GSS part 5 and recovery of the generated gas becomes difficult. In such a case, the generated gas blow-in pipe 13 is connected to the generated gas recovery pipe 6 or the diffuser pipe 12, and the generated gas in the gas holder 11 is supplied into the GSS unit 5 to destroy the scum or Formation prevention is possible.
[0022]
When the generated gas blowing pipe 13 is connected to the generated gas recovery pipe 6 and the scum in the GSS section 5-1 is destroyed / removed, the valve 14a is closed, and the entire GSS section 5-1 is entirely disposed in the gas phase section 5-1. -A is set, and the scum is discharged from the GSS unit 5-1. Since this discharged scum stays in the GSS section 5-2, the valve 14b is closed, the entire GSS section 5-2 is made the gas phase section 5-2a, and the scum is discharged from the GSS section 5-2. This is discharged with treated water.
[0023]
Further, when the generated gas blowing pipe 13 is connected to the diffuser pipe 12, the scum is broken by the bubbles blown from the diffuser pipe 12, and the broken scum is discharged as treated water together with the flow of the liquid in the reactor 2. In the case of this method, the valves 14a and 14b can be opened and closed. When the valves 14 a and 14 b are opened and operated, the gas blown from the diffuser pipe 12 is recovered from the generated gas recovery pipe 6. When the valves 14a and 14b are closed and operated, in addition to the scum destruction effect due to the air bubbles blown from the diffuser pipe 12, the scum discharge effect when the generated gas blowing pipe 13 is connected to the generated gas recovery pipe 6 can also be expected. . In addition, in order to destroy and remove the scum in the GSS unit 5, the gas blown into the GSS unit 5 does not contain oxygen such as nitrogen gas, and can apply a gas that does not affect biological treatment such as methane fermentation. It is desirable to use gas generated by anaerobic treatment. The frequency of blowing the gas into the GSS unit 5 depends on the properties of the waste water, but it is effective to destroy and remove the scum inside the GSS unit 5 by changing from once a day to once a week.
[0024]
【Example】
EXAMPLES The present invention will be specifically described below with reference to examples, but the present invention is not limited to these examples.
[0025]
Example and Comparative Example FIG. 2 shows an outline of an upflow anaerobic sludge bed (UASB) apparatus used in the experiment. The A to C series devices have the same structure, two sloping baffle plates are attached, the angle between the device side wall and the baffle plate is 30 degrees, an antifoaming agent is added to the raw water, and the generated gas is blown from the air diffuser. Added scum destruction / removal function. The generated gas was blown from the diffuser once per day. The capacity of the liquid layer part is 1 m ³ . The temperature of the water in the reactor is controlled to 35 ° C.
The raw water used was kraft pulp black liquor wastewater (COD: about 25000 mg / liter, SS about 500 mg / liter) to which inorganic nutrient salts (nitrogen, phosphorus, etc.) were added.
[0026]
FIG. 3 shows an outline of the processing flow.
In addition, the same part as the part shown in FIG. 1 is shown using the same code | symbol.
The activated sludge treatment was performed as an aerobic treatment in the A to C series. The capacity of the aeration tank is 2 m ³ , and the inner diameter of the sedimentation basin is φ0.5 m. The MLSS of the aeration tank was set to 5000 mg / liter.
[0027]
In the A series, the activated sludge treatment was performed after the UASB treatment. The return sludge concentration was 20000 mg / liter, and the return ratio was 0.25 times the raw water. (See Fig. 3 (a))
In the B series, the raw water is acid-fermented and then diluted by 10 times with the sedimentation basin overflow water (activated sludge treated water), which decomposes and removes substances that inhibit the anaerobic treatment by activated sludge treatment, and this was subjected to UASB treatment. Then, the activated sludge process was performed. The return sludge concentration was 20000 mg / liter, and the return ratio was 3 times the raw water. (See Fig. 3 (b))
In the C series, return sludge was added to the raw water, adjusted to SS 4000 mg / liter, acid fermentation treatment was performed, UASB treatment was performed, and then activated sludge treatment was conducted. A part of the UASB effluent was allowed to flow into the UASB along with the acid fermentation treated water, and the water flow rate was set to 2 m / h. The return sludge concentration was 20000 mg / liter, and the return ratio was 0.25 times the raw water to the acid fermentation tank and 0.1 times the raw water to the aeration tank. The C series is a series based on the present invention. (See Fig. 3 (c))
[0028]
4 to 7 show the course of the experiment, and Table 1 shows the results of the processing results.
In the A series, the experiment was started at a UASB COD load (hereinafter simply referred to as COD load) of 1 kg / m ³ / d, but COD was hardly removed by the UASB treatment. (See Figure 5)
[0029]
In the B series, the COD load of 8 kg / m ³ / d until the 60th day was a treatment with a COD of 3000 mg / liter of UASB treated water, a COD of treated water of 1000 mg / liter, and a COD removal rate of 96%. When the COD load was set to 12 kg / m ³ / d after 60 days, the activated sludge treatment was carried out due to the shortened residence time of the aeration tank and the increased water area load in the settling basin due to the increase in the amount of water in the activated sludge treatment. Since it deteriorated and the treated water COD rose to 5000 mg / liter, the capacity of the aeration tank was increased to 5 m ³ and the inner diameter of the sedimentation tank was increased to φ1.2 m. As a result, at a COD load of 15 kg / m ³ / d up to the 100th day, the COD of UASB treated water was 3000 mg / liter, the COD of treated water was 1000 mg / liter, and the COD removal rate was 96%. After the 100th day, when the COD load was 20 kg / m ³ / d, the water flow rate in the UASB increased, a large amount of granulated sludge flowed out, and the UASB treatment could not be performed, and the COD of the treated water was 8000 mg / It worsened to liters. (See Figure 6)
[0030]
In C series, after 110 days, COD load 25kg / m ³ / d, UASB treated water COD 7000mg / liter, soluble COD 2500mg / liter, treated water COD 1000mg / liter or less, COD removal rate 96% can be processed. there were. The reason why the COD of the UASB treated water is as high as 7000 mg / liter is that the return sludge flowing into the UASB flows out of the UASB as it is, and the SS of the UASB treated water is as high as 4000 to 5000 mg / liter. (See Figure 7)
The C series, which is the method of the present invention, has a higher COD removal performance and a space-saving processing method than the conventional A and B series.
[0031]
[Table 1]

[0032]
【The invention's effect】
In the present invention, sludge generated in the aerobic treatment step is added to the anaerobic treatment step, and a substance that inhibits the anaerobic treatment step is adsorbed or adhered to the sludge, and the added sludge is not treated in the reactor. In addition, by flowing out of the system, the gas, liquid, and solid separation performance in the reactor is enhanced, and it is possible to maintain a high concentration of granular sludge in the reactor, and organic substances that contain substances that impede anaerobic treatment. High-efficiency wastewater can be treated with high efficiency anaerobic sludge bed. The C series, which is the method of the present invention, has a higher COD removal performance and a space-saving processing method than the conventional A and B series.
[Brief description of the drawings]
FIG. 1 is a block diagram showing a configuration of an organic wastewater treatment apparatus of the present invention.
FIG. 2 is a schematic explanatory view showing an example of an upward circulation gas processing apparatus used in the present invention.
FIG. 3 is a block diagram showing a configuration of a conventional (A series, B series) and organic wastewater treatment apparatus of the present invention (C series) used in Examples.
FIG. 4 is a diagram showing a relationship between the COD load of the A to C series used in the experiment and the elapsed days.
FIG. 5 is a diagram showing a relationship between conventional (A-series) COD and elapsed days.
FIG. 6 is a diagram showing a relationship between conventional (B-series) COD and elapsed days.
FIG. 7 is a diagram showing the relationship between COD and elapsed days in the present invention (C-series).
[Explanation of symbols]
1 Stock solution feed pipe 2 Reactor 3 Baffle plate 4a Division sludge zone 4b Division sludge zone 5-1a Gas phase portion 5-2a Gas phase portion 5-1b Liquid phase portion 5-2b Liquid phase portion 6 Generated gas recovery piping 7 Water seal Tank 8 Gas meter 9 Treated water pipe 10 Defoamer injection pipe 11 Gas holder 12 Aeration pipe 13 Generated gas suction pipe 14a Valve 14b Valve 15 Activated sludge inflow pipe 21 Raw water 22 Acid fermentation tank 23 UASB
24 Aeration tank 25 Sedimentation basin 26 Treated water 27 UASB treated water circulation piping 28 Activated sludge piping 29 Return sludge piping 30 Activated sludge treated water piping

Claims (8)

  Organic wastewater containing substances that interfere with anaerobic treatment is guided to an upflow anaerobic sludge bed treatment device in the anaerobic treatment process. After anaerobic treatment, the effluent is led to the aerobic treatment process. In the aerobic treatment method, in the anaerobic treatment step, the angle with the main body side wall of the upward flow anaerobic sludge bed treatment device is 35 degrees or less, and each occupied area is a half of the device cross-sectional area. Using the upward flow anaerobic sludge bed treatment device formed by the baffle plate as described above and having gas, liquid, and solid separation parts in multiple stages, a part of the sludge generated in the aerobic treatment step Flow into the anaerobic sludge bed treatment device, adsorb or adhere to the sludge, a substance contained in organic wastewater that inhibits anaerobic treatment, and flow out of the upflow anaerobic sludge bed treatment device Let it flow into the aerobic treatment process along with some or all of the liquid Method of treating organic waste water, wherein the door.   The method for treating organic wastewater according to claim 1, wherein a water flow rate in the upward flow anaerobic sludge bed treatment apparatus is 1 to 5 m / h.   The method for treating organic wastewater according to claim 1 or 2, wherein the inflowing organic wastewater and the sludge are mixed and subjected to anaerobic treatment after acid fermentation.   The antifoaming agent is added to the inflowing organic waste water to prevent foaming and scum formation inside the gas / liquid / solid-liquid separation part. Treatment method of organic wastewater. An upflow anaerobic sludge bed treatment device that introduces organic wastewater containing substances that impede anaerobic treatment, and the effluent from the upflow anaerobic sludge bed treatment device is guided to an aerobic treatment tank. In an organic wastewater treatment apparatus for performing a temper treatment, the upward flow anaerobic sludge bed treatment apparatus has an angle of 35 degrees or less with respect to the side wall of the main body, and each occupation area is one half or more of the sectional area of the apparatus. It has multiple stages of gas, liquid, and solid separation formed by plates, and introduces sludge generated in the aerobic treatment tank to adsorb substances that inhibit the anaerobic treatment to the sludge. or by adhering, good the sludge is upflow anaerobic sludge blanket apparatus which flow out in Sogai and to aerobic treatment by introducing the anaerobic treatment liquid from the upper countercurrent anaerobic sludge bed processor and temper treatment tank, raw water feeding part of the sludge generated in the said aerobic treatment vessel Processor of organic wastewater characterized in that it comprises a sludge pipe for sending to.   The organic wastewater treatment apparatus according to claim 5, wherein a water flow rate in the upward flow anaerobic treatment sludge bed treatment apparatus is 1 to 5 m / h. An acid fermentation tank equipped with a raw water feed pipe that feeds raw water and an activated sludge pipe that supplies a part of the sludge generated in the aerobic treatment tank is provided in the upstream of the upward flow anaerobic sludge bed treatment apparatus. The apparatus for treating organic wastewater according to claim 5 or 6, wherein the apparatus is an organic wastewater treatment apparatus.   The apparatus for treating organic wastewater according to any one of claims 5 to 7, wherein a defoamer supply pipe is communicated with the raw water feed pipe.

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